HomeMy WebLinkAboutHydrolog & Hydraulics
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HYDROLOGY AND HYDRAULICS REPORT
Paloma Del Sol
STORM DRAIN FOR TRACT. 24185
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RECEIVED
PREPARED FOR:
Newland Capital
APR 1 5 1997
CiTY (JF TEMECULA
ENGINEERING DEPARTMENT
.
PREPARED BY:
KEITH INTERNATIONAL, INC.
22690 Cactus Avenue, Suite 300
Moreno Valley, California 92553
PREPARED UNDER THE SUPERVISION OF:
David Li-Wen Shen, P.E.
R.C.E. No. 44374
[I]
AUGUST 1996
IN 30764.000
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TABLE OF CONTENTS
I. INTRODUCTION
II. HYDROLOGY
III. PROPOSED MAINLINE STORM FACILITIES
IV. CATCH BASIN DESIGN
V. STORM DRAIN DESIGN
PAGE NO
I
2
.3
4
5
EXHIBITS
"A" LOCATIONMAP
IA
2A
.3A
"B" SOILS MAP
"C" STORM DRAIN LOCATION
APPENDIX
"A" IO-AND 100-YEARHYDROLOGY (RATIONAL METHOD)
LINES A AND B - 100 YEAR
LINES A AND B - 10 YEAR
"B" HYDROLOGY MAP
"C" CATCH BASIN DESIGN CALCULATIONS AND
GUTTER CAPACITY ANALYSIS
"D" STORM DRAIN HYDRAULICS ANALYSIS
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I. INTRODUCTION
This report includes the hydrology and hydraulics calculations performed for the design of onsite
drainage facilities for Tract No. 24185 of Paloma Del Sol East, consisting of single 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 Campanula Way and Sunny Meadows to
the west, De Portola Road to the south, Jerez Lane to the north, and Butterfield Stage Road to
the east.
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.
24185.
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] 0-
and ] OO-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 enters the tract from the area east of Butterfield Stage Road.
The two points of concentrations identified as Lines "C" and "D" by A.D. ] 59 are included in the
hydrology study. Runoffwill continue to the south and be picked up by drainage improvements in
Tract 24182.
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Riverside Co.
.............................
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San Diego Co.
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REGIONAL MAP
EXHIBIT A
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II. HYDROLOGY
In-Tract Hvdrolo~
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 from 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".
2.
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.
3. Initial subareas were drawn to be less than 10-acres 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 l8-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 100-year 10-minute rainfall intensity of 3.46
inches/hour and a 100-year 60.minute rainfall intensity of 1.40'inches/hour. For the
lO-year analysis, the data specifies a 10-year 10-minute rainfall intensity of 2.36
inches/hour and aID-year 60-minute rainfall intensity of 0.88 inches/hour.
The resulting 10- and 100-year discharges at proposed catch basin locations are flagged on
the Rational Method computer summary, Appendix "A", and on the Hydrology Map,
Appendix "B". 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 north tract boundary of Tract 24182 at De Portola Road and
Alcoba Drive and continues upstream along Alcoba Drive to the intersection with Savona
Street.
. Line "B" - beginning at De Portola Road from Line "A" amd extends upstream along De
Portola Road and Butterfield Stage Road.
- 3 -
o Storm Drain Pipe Alignment
G Direction of Flow
I @ I Pipe Indentification
1200'
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TT 24181
TT 24187
TT 241M
TT 24'85
n 24'82
EXHIBIT C
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PALOMA DEL SOL, EAST
Tract 24185
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 24185 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 ] DO-year and ] O-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 0.0]4 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 24185 - STORM DRAIN - LINES "A" AND "B" *
* 100 YEAR HYDROLOGY *
**************************************************************************
FILE NAME: 24185A.DAT
TIME/DATE OF STUDY: 11:42
4/10/1996
----------------------------------------------------------------------------
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 (DECIMAL) 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 = 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
SLOPE
.90
****************************************************************************
FLOW PROCESS FROM NODE
.01 TO NODE
550.00 IS CODE =
2
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "EE.1"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 720.00
UPSTREAM ELEVATION = 1230.00
DOWNSTREAM ELEVATION = 1222.50
ELEVATION DIFFERENCE = 7.50
TC = .359*[( 720.00**3)/( 7.50)]**.2 12.437
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.209
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8504
SUBAREA RUNOFF (CFS) = 6.28
TOTAL AREA (ACRES) = 2.30 TOTAL RUNOFF(CFS) =
6.28
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****************************************************************************
FLOW PROCESS FROM NODE
.01 TO NODE
550.00 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.) = 12.44
RAINFALL INTENSITY(INCH/HR) = 3.21
TOTAL STREAM AREA(ACRES) = 2.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.28
****************************************************************************
FLOW PROCESS FROM NODE
550.10 TO NODE
553.20 IS CODE =
2
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "EE-2"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 700.00
UPSTREAM ELEVATION = 1230.00
DOWNSTREAM ELEVATION = 1222.50
ELEVATION DIFFERENCE = 7.50
TC = .359*[( 700.00**3)/( 7.50)]**.2 =
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) =
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT
SUBAREA RUNOFF (CFS) 11.02
TOTAL AREA(ACRES) = 4.00
12.229
3.238
.8508
11. 02
TOTAL RUNOFF(CFS) =
****************************************************************************
FLOW PROCESS FROM NODE
553.20 TO NODE
550.00 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.) = 12.23
RAINFALL INTENSITY(INCH/HR) = 3.24
TOTAL STREAM AREA(ACRES) = 4.00
PEAK FLOW RATE (CFS) AT CONFLUENCE = 11.02
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 17.19 12.23 3.238
2 17.20 12.44 3.209
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
= 17.19
6.30
AS FOLLOWS:
Tc (MIN.) =
12.23
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****************************************************************************
FLOW PROCESS FROM NODE
550.00 TO NODE
553.40 IS CODE =
6
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<<
AREA "EE-2.5"
============================================================================
UPSTREAM ELEVATION =
STREET LENGTH(FEET) =
STREET HALFWIDTH(FEET)
1222.50
530.00
= 20.00
1209.10
DOWNSTREAM ELEVATION =
CURB HEIGTH(INCHES) = 6.
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.00
INTERIOR STREET CROSSFALL(DEClMAL) = .017
OUTSIDE STREET CROSSFALL(DEClMAL) = .017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
**TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = 22.77
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .42
HALFSTREET FLOODWIDTH(FEET) = 17.11
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.36
PRODUCT OF DEPTH&VELOCITY = 1.84
STREET FLOW TRAVELTIME(MIN) = 2.03 TC(MIN) 14.25
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.986
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8474
SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF(CFS) = 11.13
SUMMED AREA(ACRES) = 10.70 TOTAL RUNOFF(CFS) 28.33
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH (FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 18.27
FLOW VELOCITY(FEET/SEC.) = 4.79 DEPTH*VELOCITY = 2.11
****************************************************************************
FLOW PROCESS FROM NODE
553.40 TO NODE
553.60 IS CODE =
6
----------------------------------------------------------------------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
AREA "EE-T"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION =
STREET LENGTH (FEET) =
STREET HALFWIDTH(FEET)
1209.10
960.00
= 20.00
DOWNSTREAM ELEVATION =
CURB HEIGTH(INCHES) = 6.
1188.10
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) 35.32
***STREET FLOWING FULL***
STREET FLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) .48
HALFSTREET FLOODWIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.75
PRODUCT OF DEPTH&VELOCITY = 2.28
STREET FLOW TRAVELTIME (MIN) = 3.37 TC(MIN) = 17.62
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.671
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8423
SUBAREA AREA(ACRES) = 6.20 SUBAREA RUNOFF(CFS)
13.95
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SUMMED AREA(ACRES) = 16.90 TOTAL RUNOFF(CFS) = 42.27
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = .50 HALFSTREET FLOODWIDTH(FEET) 20.00
FLOW VELOCITY (FEET/SEC.) = 5.15 DEPTH*VELOCITY = 2.57
C.B.'s "A.1Z" & "A-13"
****************************************************************************
FLOW PROCESS FROM NODE
553.60 TO NODE
553.80 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 21.5 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 12.5
UPSTREAM NODE ELEVATION = 1180.00
DOWNSTREAM NODE ELEVATION = 1176.50
FLOWLENGTH(FEET) = 160.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA (CFS) 42.27
TRAVEL TIME (MIN.) = .21 TC(MIN.) = 17.84
****************************************************************************
FLOW PROCESS FROM NODE
553.60 TO NODE
553.80 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.) = 17.84
RAINFALL INTENSITY (INCH/HR) = 2.65
TOTAL STREAM AREA (ACRES) = 16. 90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 42.27
****************************************************************************
FLOW PROCESS FROM NODE
.02 TO NODE
552.50 IS CODE =
2
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "EE-S"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 980.00
UPSTREAM ELEVATION = 1230.00
DOWNSTREAM ELEVATION = 1209.40
ELEVATION DIFFERENCE = 20.60
TC = .359*[( 980.00**3)/( 20.60)J**.2 =
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR)
SOIL CLASSIFICATION IS "C"
CONDOMINIUM. DEVELOPMENT RUNOFF COEFFICIENT =
SUBAREA RUNOFF(CFS) = 12.67
TOTAL AREA(ACRES) = 4.60
12.226
3.238
.8508
12.67
TOTAL RUNOFF(CFS) =
****************************************************************************
FLOW PROCESS FROM NODE
552.50 TO NODE
553.00 IS CODE =
6
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<<
AREA "EE-6"
============================================================================
UPSTREAM ELEVATION =
1209.40
1186.90
DOWNSTREAM ELEVATION =
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STREET LENGTH (FEET) = 630.00
STREET HALFWIDTH(FEET) = 20.00
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) = 21.10
STREET FLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .40
HALFSTREET FLOODWIDTH(FEET) = 15.95
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.62
PRODUCT OF DEPTH&VELOCITY = 1.86
STREETFLOW TRAVELTIME (MIN) = 2.27 TC(MIN) 14.50
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.960
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8470
SUBAREA AREA(ACRES) = 6.70 SUBAREA RUNOFF(CFS) = 16.79
SUMMED AREA(ACRES) = 11.30 TOTAL RUNOFF(CFS) 29.47
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = .42 HALFSTREET FLOODWIDTH(FEET) 17.11
FLOW VELOCITY(FEET/SEC.) = 5.65 DEPTH*VELOCITY = 2.38
****************************************************************************
FLOW PROCESS FROM NODE
553.00 TO NODE
553.90 IS CODE =
6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
AREA "EE-7.1"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION =
STREET LENGTH(FEET) =
STREET HALFWIDTH(FEET)
1186.90
300.00
= 20.00
1171.90
DOWNSTREAM ELEVATION =
CURB HEIGTH(INCHES) = 6.
DISTANCE FROM CROWN TO CROSSFALL 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) = 31.05
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .42
HALFSTREET FLOODWIDTH(FEET) = 17.11
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.95
PRODUCT OF DEPTH&VELOCITY = 2.51
STREETFLOW TRAVELTIME(MIN) = .84 TC(MIN) 15.34
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.873
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8457
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) 3.16
SUMMED AREA(ACRES) = 12.60 TOTAL RUNOFF(CFS) = 32.63
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH (FEET) = .42 HALFSTREET FLOODWIDTH(FEET) 17.11
FLOW VELOCITY(FEET/SEC.) = 6.25 DEPTH*VELOCITY = 2.64
C.S.'S "A-10" & "A-11"
****************************************************************************
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FLOW PROCESS FROM NODE
553.90 TO NODE
553.80 IS CODE =
7
----------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 15.34 RAIN INTENSITY (INCH/HOUR) = 2.87
TOTAL AREA(ACRES) = 5.10 TOTAL RUNOFF(CFS) = 13.40
FLOWS INTERCEPTED BY C.B. "A-11"
****************************************************************************
FLOW PROCESS FROM NODE
553.90 TO NODE
553.80 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.) = 15.34
RAINFALL INTENSITY(INCH/HR) = 2.87
TOTAL STREAM AREA(ACRES) = 5.10
PEAK FLOW RATE (CFS) AT CONFLUENCE = 13.40
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 49.75 15.34 2.873
2 54.64 17.84 2.653
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA (ACRES) =
AS FOLLOWS:
Tc (MIN.) =
17.84
ESTIMATES ARE
54.64
22.00
****************************************************************************
FLOW PROCESS FROM NODE
553.80 TO NODE
553.90 IS CODE =
3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.9 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 21.7
UPSTREAM NODE ELEVATION = 1176.50
DOWNSTREAM NODE ELEVATION = 1160.00
FLOWLENGTH(FEET) = 210.00 MANNING'S N .013
ESTIMATED PIPE DIAMETER (INCH) = 24.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA (CFS) = 54.64
TRAVEL TIME (MIN.) = .16 TC(MIN.) = 18.00
****************************************************************************
FLOW PROCESS FROM NODE
553.80 TO NODE
553.90 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.) 18.00
RAINFALL INTENSITY(INCH/HR) = 2.64
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TOTAL STREAM AREA (ACRES) = 22.00
PEAK FLOW RATE(CFS) AT CONFLUENCE =
54.64
**..****....******...**.*******......********************...***********....*
FLOW PROCESS FROM NODE
553.90 TO NODE
553.90 IS CODE =
7
----------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 15.34 RAIN INTENSITY(INCH/HOUR) = 2.87
TOTAL AREA(ACRES) = 5.10 TOTAL RUNOFF(CFS) = 13.40
FLOWS INTERCEPTED BY C.B. "A-10"
*********************...*********************************..*****************
FLOW PROCESS FROM NODE
553.90 TO NODE
553.90 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.) 15.34
RAINFALL INTENSITY(INCH/HR) = 2.87
TOTAL STREAM AREA(ACRES) = 5.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.40
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 59.97 15.34 2.873
2 66.96 18.00 2.641
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
66.96
27.10
AS FOLLOWS:
Tc (MIN.) =
18.00
****************************************************************************
FLOW PROCESS FROM NODE
553.90 TO NODE
554.00 IS CODE =
3
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.2 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 17.2
UPSTREAM NODE ELEVATION = 1160.00
DOWNSTREAM NODE ELEVATION = 1157.80
FLOWLENGTH(FEET) = 60.00 MANNING'S N .013
ESTIMATED PIPE DIAMETER (INCH) = 30.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA(CFS) 66.96
TRAVEL TIME(MIN.) = .06 TC(MIN.) = 18.06
****************************************************************************
FLOW PROCESS FROM NODE
553.90 TO NODE
554.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
\"
12-
.
.
e
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 18.06
RAINFALL INTENSITY (INCH/HR) = 2.64
TOTAL STREAM AREA(ACRES) = 27.10
PEAK FLOW RATE (CFS) AT CONFLUENCE = 66.96
****************************************************************************
FLOW PROCESS FROM NODE
1.02 TO NODE
554.10 IS CODE =
2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "EE-B"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2
INITIAL SUBAREA FLOW-LENGTH = 850.00
UPSTREAM ELEVATION = 1202.40
DOWNSTREAM ELEVATION = 1171.80
ELEVATION DIFFERENCE = 30.60
TC = .359*[( 850.00**3)/( 30.60)J**.2 10.372
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.531
SOIL CLASSIFICATION IS "Cn
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8543
SUBAREA RUNOFF(CFS) 16.29
TOTAL AREA(ACRES) = 5.40 TOTAL RUNOFF(CFS) =
C.B.:S "A-B" & "A-S"
16.29
****************************************************************************
FLOW PROCESS FROM NODE
554.10 TO NODE
1
554.00 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.) = 10.37
RAINFALL INTENSITY (INCH/HR) = 3.53
TOTAL STREAM AREA(ACRES) = 5.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.29
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 54.75 10.37 3.531
2 79.12 18.06 2.636
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS )
TOTAL AREA (ACRES) =
ESTIMATES ARE
= 79.12
32.50
18.06
AS FOLLOWS:
Tc (MIN.) =
****************************************************************************
FLOW PROCESS FROM NODE
554.00 TO NODE
554.20 IS CODE =
3
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
\ttl
I;
.
.
.
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 33.0 INCH PIPE IS 21.9 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 18.9
UPSTREAM NODE ELEVATION = 1157.80
DOWNSTREAM NODE ELEVATION = 1139.00
FLOWLENGTH(FEET) = 460.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER (INCH) = 33.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA (CFS) = 79.12
TRAVEL TIME (MIN.) = .41 TC(MIN.) = 18.47
****************************************************************************
FLOW PROCESS FROM NODE
554.00 TO NODE
554.20 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.) = 18.47
RAINFALL INTENSITY (INCH/HR) = 2.61
TOTAL STREAM AREA(ACRES) = 32.50
PEAK FLOW RATE (CFS) AT CONFLUENCE = 79.12
****************************************************************************
FLOW PROCESS FROM NODE
1.03 TO NODE
551.55 IS CODE =
2
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "EE-8.S"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 870.00
UPSTREAM ELEVATION = 1182.00
DOWNSTREAM ELEVATION = 1158.00
ELEVATION DIFFERENCE = 24.00
TC = .359*[( 870.00**3)/( 24.00)]**.2 = 11.041
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.417
SOIL CLASSIFICATION IS "c"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8530
SUBAREA RUNOFF(CFS) 16.61
TOTAL AREA (ACRES) = 5.70 TOTAL RUNOFF (CFS) =
16.61
****************************************************************************
FLOW PROCESS FROM NODE
551. 55 TO NODE
554.20 IS CODE =
6
----------------------------------------------------------------------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
AREA "EE-S"
============================================================================
UPSTREAM ELEVATION =
STREET LENGTH (FEET) =
STREET HALFWIDTH(FEET)
1158.00
680.00
= 20.00
DOWNSTREAM ELEVATION =
CURB HEIGTH(INCHES) = 6.
1144.50
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 2
**TRAVELTIME COMPUTED USING MEAN FLOW (CFS) =
STREET FLOW MODEL RESULTS:
21. 59
\<)...
I~
e
.
e
STREET FLOWDEPTH(FEET) = .42
HALFSTREET FLOODWIDTH(FEET) = 17.11
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.14
PRODUCT OF DEPTH&VELOCITY = 1.74
STREET FLOW TRAVELTIME (MIN) = 2.74 TC(MIN) 13.78
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.040
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8481
SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF (CFS) 10.06
SUMMED AREA(ACRES) = 9.60 TOTAL RUNOFF(CFS) = 26.fi7
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = .46 HALFSTREET FLOODWIDTH(FEET) 19.42
FLOW VELOCITY(FEET/SEC.) = 4.01 DEPTH'VELOCITY = 1.85
C.B.'s "A.6" & "A-7"
******************************************************..********************
FLOW PROCESS FROM NODE
551. 55 TO NODE
7
554.20 IS CODE =
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 13.78 RAIN INTENSITY(INCH/HOUR) = 3.04
TOTAL AREA(ACRES) = 7.70 TOTAL RUNOFF(CFS) = 21.50
FLOWS INTERCEPTED BY C.B. 's "A-6" & "A-7"
****************************************************************************
FLOW PROCESS FROM NODE
551. 55 TO NODE
1
554.20 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.) 13.78
RAINFALL INTENSITY (INCH/HR) = 3.04
TOTAL STREAM AREA(ACRES) = 7.70
PEAK FLOW RATE (CFS) AT CONFLUENCE = 21.50
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 80.54 13.78 3.040
2 97.55 18.47 2.606
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA (ACRES) =
AS FOLLOWS:
Tc (MIN.) =
18.47
ESTIMATES ARE
= 97.55
40.20
****************************************************************************
FLOW PROCESS FROM NODE
554.20 TO NODE
3
555.00 IS CODE =
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.7 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 19.6
I~
~()
. UPSTREAM NODE ELEVATION ~ 1139.00
DOWNSTREAM NODE ELEVATION ~ 1136.50
FLOWLENGTH(FEET) ~ 60.00 MANNING'S N ~ .013
ESTIMATED PIPE DIAMETER (INCH) 33.00 NUMBER OF PIPES ~ 1
PIPEFLOW THRU SUBAREA (CFS) ~ 97.55
TRAVEL TIME (MIN. ) ~ .05 TC(MIN. ) 18.52
****************************************************************************
FLOW PROCESS FROM NODE
554.20 TO NODE
555.00 IS CODE ~ 10
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
****************************************************************************
FLOW PROCESS FROM NODE
553.90 TO NODE
553.90 IS CODE ~
7
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) ~ 15.34 RAIN INTENSITY (INCH/HOUR) ~ 2.87
TOTAL AREA(ACRES) ~ 1.20 TOTAL RUNOFF(CFS) ~ 3.00
FLOWBY FLOWS FROM C.B. "A-10"
****************************************************************************
FLOW PROCESS FROM NODE
553.90 TO NODE
555.00 IS CODE ~
6
e
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
AREA "EE-9.2"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION ~
STREET LENGTH(FEET) ~
STREET HALFWIDTH(FEET)
1171.90
600.00
~ 20.00
DOWNSTREAM ELEVATION ~
CURB HEIGTH(INCHES) ~ 6.
1146.00
DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK ~ 18.00
INTERIOR STREET CROSSFALL(DECIMAL) ~ .017
OUTSIDE STREET CROSSFALL(DECIMAL) ~ .017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF ~ 1
"TRAVELTIME COMPUTED USING MEAN FLOW (CFS) ~ 3.56
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) ~ .28
HALFSTREET FLOODWIDTH(FEET) ~ 9.02
AVERAGE FLOW VELOCITY(FEET/SEC.) 4.39
PRODUCT OF DEPTH&VELOCITY ~ 1.25
STREETFLOW TRAVELTIME (MIN) ~ 2.28 TC(MIN) 17.62
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR)
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8423
SUBAREA AREA(ACRES) ~ .50 SUBAREA RUNOFF(CFS)
SUMMED AREA(ACRES) ~ 1.70 TOTAL RUNOFF(CFS)
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH (FEET) ~ .30 HALFSTREET FLOODWIDTH(FEET) ~ 10.17
FLOW VELOCITY(FEET/SEC.) ~ 4.12 DEPTH'VELOCITY ~ 1.25
2.671
1.12
4.12
.
****************************************************************************
FLOW PROCESS FROM NODE
553.90 TO NODE
555.00 IS CODE ~
1
I~
1>
.
.
e
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 17.62
RAINFALL INTENSITY(INCH/HR) = 2.67
TOTAL STREAM AREA(ACRES) = 1.70
PEAK FLOW RATE (CFS) AT CONFLUENCE = 4.12
****************************************************************************
FLOW PROCESS FROM NODE
554.20 TO NODE
7
555.00 IS CODE =
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 13.78 RAIN INTENSITY (INCH/HOUR) = 3.04
TOTAL AREA(ACRES) = 1.90 TOTAL RUNOFF (CFS) = 5.20
FLOWBY FLOWS FROM C.B. 's "A-6" & "A.T"
****************************************************************************
FLOW PROCESS FROM NODE
554.20 TO NODE
555.00 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.) 13.78
RAINFALL INTENSITY(INCH/HR) = 3.04
TOTAL STREAM AREA(ACRES) = 1.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.20
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 8.43 13.78 3.040
2 8.69 17.62 2.671
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
~ 8.43
3.60
AS FOLLOWS:
Tc (MIN.) =
13.7B
C.B. "A.6.S"
****************************************************************************
FLOW PROCESS FROM NODE
555.00 TO NODE
555.00 IS CODE = 11
----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<<
============================================================================
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
81.02
104.76
TABLE * *
TIME
(MIN.)
13.7B
18.52
INTENSITY
(INCH/HOUR)
3.040
2.602
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 104.76 Tc(MIN.) = 18.52
17
'J,.'V
.
.
e
TOTAL AREA (ACRES) ~
43.80
****************************************************************************
FLOW PROCESS FROM NODE
555.00 TO NODE
555.20 IS CODE ~
3
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.6 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) ~ 20.4
UPSTREAM NODE ELEVATION ~ 1136.50
DOWNSTREAM NODE ELEVATION ~ 1132.00
FLOWLENGTH(FEET) ~ 100.00 MANNING'S N .013
ESTIMATED PIPE DIAMETER (INCH) ~ 33.00 NUMBER OF PIPES ~ 1
PIPEFLOW THRU SUBAREA (CFS) ~ 104.76
TRAVEL TIME(MIN.) ~ .08 TC(MIN.) ~ 18.60
****************************************************************************
FLOW PROCESS FROM NODE
555.00 TO NODE
555.20 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.) ~ 18.60
RAINFALL INTENSITY(INCH/HR) ~ 2.60
TOTAL STREAM AREA(ACRES) ~ 43.80
PEAK FLOW RATE (CFS) AT CONFLUENCE ~ 104.76
****************************************************************************
FLOW PROCESS FROM NODE
553.80 TO NODE
554.00 IS CODE ~
7
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) ~ 15.34 RAIN INTENSITY(INCH/HOUR) ~ 2.87
TOTAL AREA(ACRES) ~ 1.20 TOTAL RUNOFF(CFS) ~ 3.00
FLOWBY FLOWS FROM C.B. "A-11"
****************************************************************************
FLOW PROCESS FROM NODE
554.00 TO NODE
555.20 IS CODE ~
6
----------------------------------------------------------------------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
AREA "EE-10.1"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION ~
STREET LENGTH (FEET) ~
STREET HALFWIDTH(FEET)
1171. 90
770.00
~ 20.00
1137.30
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 1
"TRAVELTIME COMPUTED USING MEAN FLOW (CFS)
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) ~ .32
HALFSTREET FLOODWIDTH(FEET) ~ 11.33
5.67
JE
'J,~
e
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.68
PRODUCT OF DEPTH&VELOCITY = 1.51
STREETFLOW TRAVELTIME (MIN) = 2.74 TC(MIN) = 18.08
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.635
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8416
SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) =
SUMMED AREA (ACRES) = 3.60 TOTAL RUNOFF(CFS) =
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = .36 HALFSTREET FLOODWIDTH(FEET) 13.64
FLOW VELOCITY(FEET/SEC.) = 4.89 DEPTH'VELOCITY = 1.77
5.32
8.32
C.B. "A-S"
****************************************************************************
FLOW PROCESS FROM NODE
554.00 TO NODE
555.20 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.) = 18.08
RAINFALL INTENSITY (INCH/HR) = 2.63
TOTAL STREAM AREA(ACRES) = 3.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.32
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
e ** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN.) ( INCH/HOUR)
1 110.17 18.08 2.635
2 112.96 18.60 2.596
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE (CFS) 112.96 Tc (MIN.) = 18.60
TOTAL AREA (ACRES) = 47.40
****************************************************************************
FLOW PROCESS FROM NODE
555.20 TO NODE
556.00 IS CODE =
3
>>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
DEPTH OF FLOW IN 33.0 INCH PIPE IS 21.9 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 27.0
UPSTREAM NODE ELEVATION = 1132.00
DOWNSTREAM NODE ELEVATION = 1127.00
FLOWLENGTH(FEET) = 60.00 MANNING'S N .013
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA (CFS) 112.96
TRAVEL TIME (MIN.) = .04 TC(MIN.) 18.64
****************************************************************************
e
FLOW PROCESS FROM NODE
555.20 TO NODE
556.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
/1
e
.
e
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 18.64
RAINFALL INTENSITY(INCH/HR) = 2.59
TOTAL STREAM AREA(ACRES) = 47.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 112.96
****************************************************************************
FLOW PROCESS FROM NODE
.04 TO NODE
556.10 IS CODE =
2
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "EE-9.1"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNI FORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 750.00
UPSTREAM ELEVATION = 1172.90
DOWNSTREAM ELEVATION = 1146.00
ELEVATION DIFFERENCE = 26.90
TC = .359*[( 750.00**3)/( 26.90)]**.2 = 9.872
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.624
SOIL CIASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8553
SUBAREA RUNOFF(CFS) = 13.33
TOTAL AREA(ACRES) = 4.30 TOTAL RUNOFF(CFS) =
13.33
****************************************************************************
FLOW PROCESS FROM NODE
556.10 TO NODE
556.20 IS CODE =
6
----------------------------------------------------------------------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
AREA "EE-10"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION =
STREET LENGTH (FEET) =
STREET HALFWIDTH(FEET)
1146.00
550.00
= 20.00
1140.00
DOWNSTREAM ELEVATION =
CURB HEIGTH(INCHES) = 6.
DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK 18.00
INTERIOR STREET CROSSFALL(DECIMAL) = .017
OUTSIDE STREET CROSS FALL (DECIMAL) .017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 17.07
STREET FLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .44
HALFSTREET FLOODWIDTH(FEET) = 18.27
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.89
PRODUCT OF DEPTH&VELOCITY = 1.27
STREETFLOW TRAVELTIME (MIN) = 3.18 TC(MIN) 13.05
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 3.129
SOIL CIASSIFICATION IS "Cn
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8494
SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF (CFS) = 7.44
SUMMED AREA (ACRES) = 7.10 TOTAL RUNOFF(CFS) = 20.77
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = .46 HALFSTREET FLOODWIDTH(FEET) 19.42
FLOW VELOCITY(FEET/SEC.) = 3.12 DEPTH*VELOCITY = 1.44
C.B. 's "A-3 & "A-4"
to
+
e
.
e
*******.********************************************************************
FLOW PROCESS FROM NODE
556.20 TO NODE
556.00 IS CODE =
3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.8 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 10.7
UPSTREAM NODE ELEVATION = 1132.00
DOWNSTREAM NODE ELEVATION = 1127.00
FLOWLENGTH(FEET) = 220.00 MANNING'S N .013
ESTIMATED PIPE DIAMETER (INCH) = 21.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA(CFS) 20.77
TRAVEL TIME (MIN.) = .34 TC(MIN.) 13.39
****************************************************************************
FLOW PROCESS FROM NODE
556.20 TO NODE
556.00 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.) 13.39
RAINFALL INTENSITY (INCH/HR) = 3.09
TOTAL STREAM AREA(ACRES) = 7.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.77
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)
1 101. 95 13.39 3.086
2 130.41 18.64 2.593
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
= 130.41
54.50
18.64
AS FOLLOWS:
Tc (MIN.) =
****************************************************************************
FLOW PROCESS FROM NODE
556.00 TO NODE
558.50 IS CODE =
3
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.8 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 28.4
UPSTREAM NODE ELEVATION = 1127.50
DOWNSTREAM NODE ELEVATION = 1107.00
FLOWLENGTH(FEET) = 230.00 MANNING'S N .013
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 130.41
TRAVEL TIME(MIN.) = .13 TC(MIN.) = 18.77
****************************************************************************
FLOW PROCESS FROM NODE
556.00 TO NODE
558.50 IS CODE =
1
I
'1.-">
2/
e
.
e
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 18.77
RAINFALL INTENSITY (INCH/HR) = 2.58
TOTAL STREAM AREA(ACRES) = 54.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 130.41
FLOW PROCESS FROM NODE
.05 TO NODE
556.50 IS CODE =
****************************************************************************
2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
AREA "EE.11"
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 900.00
UPSTREAM ELEVATION = 1180.00
DOWNSTREAM ELEVATION = 1148.60
ELEVATION DIFFERENCE = 31.40
TC = .359*[( 900.00**3)/( 31.40)]**.2 = 10.678
100.00 YEAR RAINFALL INTENSITY (INCH!HOUR) = 3.478
SOIL CLASSIFICATION IS "Cn
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8537
SUBAREA RUNOFF(CFS) = 13.66
TOTAL AREA(ACRES) = 4.60 TOTAL RUNOFF(CFS) =
13.66
FLOW PROCESS FROM NODE
556.50 TO NODE
557.00 IS CODE =
****************************************************************************
6
>>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION =
STREET LENGTH (FEET) =
STREET HALFWIDTH(FEET)
1148.60
700.00
= 20.00
DOWNSTREAM ELEVATION =
CURB HEIGTH(INCHES) = 6.
1139.90
----------------------------------------------------------------------------
----------------------------------------------------------------------------
AREA "EE-12"
DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK
INTERIOR STREET CROSSFALL(DEClMAL) = .017
OUTSIDE STREET CROSS FALL (DECIMAL) = .017
18.00
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
**TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 19.96
STREET FLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .44
HALFSTREET FLOODWIDTH(FEET) = 18.27
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.37
PRODUCT OF DEPTH&VELOCITY = 1.49
STREETFLOW TRAVELTlME(MIN) = 3.46 TC(MIN) = 14.14
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR)
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8476
SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) =
SUMMED AREA (ACRES) = 9.60 TOTAL RUNOFF (CFS)
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = .48 HALFSTREET FLOODWIDTH(FEET)
3.000
12.71
26.37
20.00
~'2-
'J,\,g
.
.
e
FLOW VELOCITY(FEET/SEC.) = 3.55
1. 70
DEPTH*VELOCITY
***..************************************************.**********************
FLOW PROCESS FROM NODE
557.00 TO NODE
558.00 IS CODE =
6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
AREA "EE-14"
============================================================================
UPSTREAM ELEVATION =
STREET LENGTH (FEET) =
STREET HALFWIDTH(FEET)
1139.90
450.00
= 20.00
1127.90
DOWNSTREAM ELEVATION =
CURB HEIGTH(INCHES) = 6.
DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 18.00
INTERIOR STREET CROSSFALL(DEClMAL) = .017
OUTSIDE STREET CROSS FALL (DECIMAL) = .017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2
**TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = 30.20
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .44
HALFSTREET FLOODWIDTH(FEET) = 18.27
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.11
PRODUCT OF DEPTH&VELOCITY = 2.25
STREETFLOW TRAVELTIME (MIN) = 1.47 TC(MIN) = 15.60
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.847
SOIL CLASSIFICATION IS "c"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8452
SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = 7.70
SUMMED AREA(ACRES) = 12.80 TOTAL RUNOFF (CFS) 34.07
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH (FEET) = .46 HALFSTREET FLOODWIDTH(FEET) = 19.42
FLOW VELOCITY (FEET/SEC.) = 5.12 DEPTH*VELOCITY = 2.36
C.B. "A-2"
****************************************************************************
FLOW PROCESS FROM NODE
558.00 TO NODE
3
558.50 IS CODE =
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.0 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 20.0
UPSTREAM NODE ELEVATION = 1121.00
DOWNSTREAM NODE ELEVATION = 1111.00
FLOWLENGTH(FEET) = 120.00 MANNING'S N .013
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA (CFS) 34.07
TRAVEL TlME(MIN.) = .10 TC(MIN.) = 15.70
***************************************************************************.
FLOW PROCESS FROM NODE
558.00 TO NODE
558.50 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.) = 15.70
2,.;
1,'\
.
.
e
RAINFALL INTENSITY(INCH/HR) = 2.84
TOTAL STREAM AREA(ACRES) = 12.80
PEAK FLOW RATE (CFS) AT CONFLUENCE =
34.07
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)
1 143.18 15.70 2.838
2 161. 42 18.77 2.583
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) =
ESTIMATES ARE
161. 42
67.30
18.77
AS FOLLOWS:
Tc (MIN.) =
****************************************************************************
FLOW PROCESS FROM NODE
558.50 TO NODE
3
560.00 IS CODE =
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 51.0 INCH PIPE IS 37.9 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 14.3
UPSTREAM NODE ELEVATION = 1107.00
DOWNSTREAM NODE ELEVATION = 1105.00
FLOWLENGTH(FEET) = 160.00 MANNING'S N
ESTIMATED PIPE DIAMETER (INCH) 51.00
PIPEFLOW THRU SUBAREA (CFS) = 161.42
TRAVEL TIME (MIN.) = . 19 TC (MIN. )
= .013
NUMBER OF PIPES
1
18.96
****************************************************************************
FLOW PROCESS FROM NODE
558.50 TO NODE
560.00 IS CODE = 10
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
****************************************************************************
FLOW PROCESS FROM NODE
556.30 TO NODE
2
556.90 IS CODE =
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "EE-10.2"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 800.00
UPSTREAM ELEVATION = 1150.00
DOWNSTREAM ELEVATION = 1134.00
ELEVATION DIFFERENCE = 16.00
TC = .359*[( 800.00**3)/( 16.00)J**.2
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR)
SOIL CLASSIFICATION IS "c"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT
SUBAREA RUNOFF(CFS) 6.30
TOTAL AREA(ACRES) = 2.20
11.386
3.362
.8524
6.30
TOTAL RUNOFF(CFS) =
2A
~
.
e
e
****************************************************************************
FLOW PROCESS FROM NODE
556.90 TO NODE
560.00 IS CODE =
6
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<<
AREA "EE-17"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION =
STREET LENGTH (FEET) =
STREET HALFWIDTH(FEET)
1134.00
380.00
= 20.00
DOWNSTREAM ELEVATION =
CURB HEIGTH(INCHES) = 6.
1118.00
DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK
INTERIOR STREET CROSSFALL(DECIMAL) .017
OUTSIDE STREET CROSSFALL(DECIMAL) = .017
18.00
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 6.84
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .34
HALFSTREET FLOODWIDTH(FEET) = 12.48
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.73
PRODUCT OF DEPTH&VELOCITY = 1.62
STREET FLOW TRAVELTIME (MIN) = 1.34 TC(MIN) 12.72
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.171
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8499
SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF(CFS)
SUMMED AREA(ACRES) = 2.60 TOTAL RUNOFF (CFS) =
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH (FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 12.48
FLOW VELOCITY(FEET/SEC.) = 5.10 DEPTH*VELOCITY = 1.75
1. 08
7.38
****************************************************************************
FLOW PROCESS FROM NODE
556.90 TO NODE
560.00 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.) = 12.72
RAINFALL INTENSITY(INCH/HR) = 3.17
TOTAL STREAM AREA(ACRES) = 2.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.38
****************************************************************************
FLOW PROCESS FROM NODE
.06 TO NODE
2
560.00 IS CODE =
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "EE-16"
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2
INITIAL SUBAREA FLOW-LENGTH = 650.00
UPSTREAM ELEVATION = 1142.00
DOWNSTREAM ELEVATION = 1118.00
ELEVATION DIFFERENCE = 24.00
TC = .303*[( 650.00**3)/( 24.001J**.2
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR)
SOIL CLASSIFICATION IS "C"
7.822
4.098
1,..'\
2S
.
.
e
COMMERCIAL DEVELOPMENT
SUBAREA RUNOFF (CFS)
TOTAL AREA (ACRES) =
RUNOFF COEFFICIENT = .8885
7.28
2.00 TOTAL RUNOFF(CFS) =
7.28
****************************************************************************
FLOW PROCESS FROM NODE
.06 TO NODE
1
560.00 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.) 7.82
RAINFALL INTENSITY(INCH/HR) = 4.10
TOTAL STREAM AREA(ACRES) = 2.00
PEAK FLOW RATE (CFS) AT CONFLUENCE = 7.28
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 11. 82 7.82 4.098
2 13.02 12.72 3.171
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS )
TOTAL AREA (ACRES) =
ESTIMATES ARE
= 13.02
4.60
AS FOLLOWS:
Tc (MIN.) =
12.72
C.B. "A-f"
****************************************************************************
FLOW PROCESS FROM NODE
560.00 TO NODE
560.00 IS CODE = 11
>>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
121. 37
171. 97
TABLE **
TIME
(MIN. )
12.72
18.96
INTENSITY
(INCH/HOUR)
3.171
2.570
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
= 171. 97
71. 90
18.96
AS FOLLOWS:
Tc(MIN.) =
****************************************************************************
FLOW PROCESS FROM NODE
560.00 TO NODE
3
561.00 IS CODE =
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
DEPTH OF FLOW IN 39.0 INCH PIPE IS 31.3 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 24.1
UPSTREAM NODE ELEVATION = 1105.00
DOWNSTREAM NODE ELEVATION = 1099.00
FLOWLENGTH(FEET) = 120.00 MANNING'S N
ESTIMATED PIPE DIAMETER (INCH) = 39.00
.013
NUMBER OF PIPES
1
~o
2-"
e
.
.
PIPEFLOW THRU SUBAREA (CFS) =
TRAVEL TlME(MIN.) = .08
171. 97
TC(MIN. )
19.04
FLOW PROCESS FROM NODE
560.00 TO NODE
561.00 IS CODE = 10
****************************************************************************
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
FLOW PROCESS FROM NODE
.10 TO NODE
70.00 IS CODE =
****************************************************************************
2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
AREA "8-1"
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2
INITIAL SUBAREA FLOW-LENGTH = 1000.00
UPSTREAM ELEVATION = 1229.50
DOWNSTREAM ELEVATION = 1205.70
ELEVATION DIFFERENCE = 23.80
TC = .303*(( 1000.00**3)/( 23.80)J**.2 = 10.145
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.573
SOIL CLASSIFICATION IS "c"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8871
SUBAREA RUNOFF(CFS) = 5.70
TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF (CFS) = 5.70
FLOW PROCESS FROM NODE
70.00 TO NODE
71. 00 IS CODE =
****************************************************************************
6
>>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<<
UPSTREAM ELEVATION =
STREET LENGTH (FEET) =
STREET HALFWIDTH(FEET)
1205.70
970.00
= 43.00
DOWNSTREAM ELEVATION =
CURB HEIGTH(INCHES) = 6.
1169.00
----------------------------------------------------------------------------
----------------------------------------------------------------------------
AREA "8-2"
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 30.00
INTERIOR STREET CROSS FALL (DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DEClMAL) = .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVELTlME COMPUTED USING MEAN FLOW (CFS) 8.15
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .37
HALFSTREET FLOODWIDTH(FEET) = 12.20
AVERAGE FLOW VELOCITY(FEET/sEC.) = 5.08
PRODUCT OF DEPTH&VELOCITY = 1.88
STREET FLOW TRAVELTIME(MIN) = 3.18 TC(MIN) = 13.33
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.094
SOIL CLASSIFICATION IS "C"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8854
SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 4.93
SUMMED AREA(ACRES) = 3.60 TOTAL RUNOFF(CFS) 10.64
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 13.50
2-1
~\
e
.
e
FLOW VELOCITY(FEET/SEC.) = 5.48
DEPTH'VELOCITY =
2.17
C.B. "B-3"
****************************************************************************
FLOW PROCESS FROM NODE
70.00 TO NODE
71. 00 IS CODE =
7
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
============================================================================
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 13.33 RAIN INTENSITY(INCH/HOUR) = 3.09
TOTAL AREA(ACRES) = 2.00 TOTAL RUNOFF(CFS) = 6.00
FLOWS INTERCEPTED BY C.B. "B-3"
****************************************************************************
FLOW PROCESS FROM NODE
70.00 TO NODE
71. 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.) = 13.33
RAINFALL INTENSITY (INCH/HR) = 3.09
TOTAL STREAM AREA(ACRES) = 2.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.00
****************************************************************************
FLOW PROCESS FROM NODE
570.00 TO NODE
570.00 IS CODE =
7
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 15.30 RAIN INTENSITY(INCH/HOUR) = 2.88
TOTAL AREA(ACRES) = 35.20 TOTAL RUNOFF(CFS) =
FROM A.D. 159 UNE "D"
92.60
****************************************************************************
FLOW PROCESS FROM NODE
570.00 TO NODE
3
71. 00 IS CODE =
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.9 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 20.1
UPSTREAM NODE ELEVATION = 1194.00
DOWNSTREAM NODE ELEVATION = 1157.00
FLOWLENGTH(FEET) = 830.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER (INCH) = 33.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA (CFS) 92.60
TRAVEL TIME(MIN.) = .69 TC(MIN.) 15.99
****************************************************************************
FLOW PROCESS FROM NODE
570.00 TO NODE
1
71.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
;;===;============================================================;=========
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 15.99
RAINFALL INTENSITY (INCH/HR) = 2.81
2-g
:r
.
TOTAL STREAM AREA(ACRES) = 35.20
PEAK FLOW RATE(CFS) AT CONFLUENCE =
92.60
****************************************************************************
FLOW PROCESS FROM NODE
71.00 TO NODE
71. 00 IS CODE =
7
----------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 13.60 RAIN INTENSITY(INCH/HOUR) = 3.06
TOTAL AREA(ACRES) = 4.10 TOTAL RUNOFF(CFS) =
FROM A.D. 159 UNE .C.
12.90
****************************************************************************
FLOW PROCESS FROM NODE
71.00 TO NODE
71. 00 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.) = 13.60
RAINFALL INTENSITY (INCH/HR) = 3.06
TOTAL STREAM AREA(ACRES) = 4.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.90
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
e ** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN. ) (INCH/HOUR)
1 95.85 13.33 3.094
2 97.61 13.60 3.061
3 109.90 15.99 2.811
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 109.90 Tc (MIN. I = 15.99
TOTAL AREA (ACRES) = 41. 30
****************************************************************************
FLOW PROCESS FROM NODE
71.00 TO NODE
574.00 IS CODE =
3
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.3 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 23.4
UPSTREAM NODE ELEVATION = 1157.00
DOWNSTREAM NODE ELEVATION = 1103.00
FLOWLENGTH(FEET) = 900.00 MANNING'S N .013
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) 109.90
TRAVEL TIME (MIN.) = .64 TC(MIN.) 16.63
e
****************************************************************************
FLOW PROCESS FROM NODE
574.00 TO NODE
576.10 IS CODE =
3
----------------------------------------------------------------------------
2..'j
3?;'
.
e
e
>>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 51.0 INCH PIPE IS 36.3 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 10.2
UPSTREAM NODE ELEVATION = 1103.00
DOWNSTREAM NODE ELEVATION = 1100.10
FLOWLENGTH(FEET) = 450.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER (INCH) 51.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA (CFS) 109.90
TRAVEL TIME(MIN.) = .74 TC(MIN.) 17.37
****************************************************************************
FLOW PROCESS FROM NODE
574.00 TO NODE
576.10 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.) 17.37
RAINFALL INTENSITY (INCH/HR) = 2.69
TOTAL STREAM AREA(ACRES) = 41.30
PEAK FLOW RATE (CFS) AT CONFLUENCE = 109.90
****************************************************************************
FLOW PROCESS FROM NODE
574.00 TO NODE
576.10 IS CODE =
2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "8-5"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE) ]**.2
INITIAL SUBAREA FLOW-LENGTH = 540.00
UPSTREAM ELEVATION = 1120.00
DOWNSTREAM ELEVATION = 1116.00
ELEVATION DIFFERENCE = 4.00
TC = .303*[( 540.00*.3)/( 4.00)]*..2 = 10.014
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.597
SOIL CLASSIFICATION IS "C"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8872
SUBAREA RUNOFF{CFS) = 1.91
TOTAL AREA(ACRES) = .60 TOTAL RUNOFF (CFS) 1.91
C.B. "8-1"
****************************************************************************
FLOW PROCESS FROM NODE
574.00 TO NODE
1
576.10 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.) = 10.01
RAINFALL INTENSITY (INCH/HR) = 3.60
TOTAL STREAM AREA(ACRES) = .60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.91
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
~o
:>A...
.
e
.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN. ) (INCH/HOUR)
1 65.29 10.01 3.597
2 111.33 17.37 2.691
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
= 111. 33
41. 90
AS FOLLOWS:
Tc (MIN.) =
17.37
****************************************************************************
FLOW PROCESS FROM NODE
576.10 TO NODE
576.00 IS CODE =
3
>>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 51.0 INCH PIPE IS 39.3 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 9.5
UPSTREAM NODE ELEVATION = 1100.10
DOWNSTREAM NODE ELEVATION = 1099.50
FLOWLENGTH(FEET) = 110.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER (INCH) 51.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA (CFS) = 111.33
TRAVEL TIME (MIN.) = .19 TC(MIN.) 17.56
****************************************************************************
FLOW PROCESS FROM NODE
576.10 TO NODE
576.00 IS CODE = 10
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
********************
**ALL MEMORY BANKS ARE FULL.**
********************
***WARNING - MEMORY BANK 1 HAS BEEN OVERWRITTEN.
****************************************************************************
FLOW PROCESS FROM NODE
71.00 TO NODE
71. 00 IS CODE =
7
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 13.33 RAIN INTENSITY(INCH/HOUR) = 3.09
TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF (CFS) = 4.60
FLOWBY FLOW FROM C.B. "B-3"
****************************************************************************
FLOW PROCESS FROM NODE
71. 00 TO NODE
574.00 IS CODE =
6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
AREA "B-3"
============================================================================
UPSTREAM ELEVATION =
STREET LENGTH(FEET) =
STREET HALFWIDTH(FEET)
1169.00
900.00
= 43.00
1120.00
DOWNSTREAM ELEVATION =
CURB HEIGTH(INCHES) = 6.
DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 30.00
INTERIOR STREET CROSS FALL (DECIMAL) = .020
31
-#
e
.
e
OUTSIDE STREET CROSSFALL(DECIMAL) .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF =
1
**TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 6.96
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .34
HALFSTREET FLOODWIDTH(FEET) = 10.90
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.33
PRODUCT OF DEPTH&VELOCITY = 1.83
STREETFLOW TRAVELTIME (MIN) = 2.82 TC(MIN) 16.15
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.797
SOIL CLASSIFICATION IS "C"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8841
SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 4.70
SUMMED AREA(ACRES) = 3.50 TOTAL RUNOFF(CFS) = 9.30
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH (FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.20
FLOW VELOCITY(FEET/SEC.) = 5.79 DEPTH*VELOCITY = 2.14
****************************************************************************
FLOW PROCESS FROM NODE
574.00 TO NODE
576.00 IS CODE =
6
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<<
AREA "8-4"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION =
STREET LENGTH (FEET) =
STREET HALFWIDTH(FEET)
1120.00
530.00
= 38.00
1116.00
DOWNSTREAM ELEVATION =
CURB HEIGTH(INCHES) = 6.
DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK
INTERIOR STREET CROSS FALL (DECIMAL) = .020
OUTSIDE STREET CROSS FALL (DECIMAL) .020
36.00
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 11.10
STREET FLOW MODEL RESULTS:
NOTE: STREET FLOW 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) = .52
HALFSTREET FLOODWIDTH(FEET) = 19.46
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.84
PRODUCT OF DEPTH&VELOCITY = 1.47
STREET FLOW TRAVELTIME(MIN) = 3.11 TC(MIN) 19.25
100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.549
SOIL CLASSIFICATION IS lie"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8829
SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) 3.60
SUMMED AREA(ACRES) = 5.10 TOTAL RUNOFF(CFS) = 12.90
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = .54 HALFSTREET FLOODWIDTH(FEET) = 20.61
FLOW VELOCITY(FEET/SEC.) = 2.96 DEPTH*VELOCITY = 1.59
****************************************************************************
FLOW PROCESS FROM NODE
574.00 TO NODE
576.00 IS CODE =
1
32-
??~
.
.
.
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 19.25
RAINFALL INTENSITY (INCH/HR) = 2.55
TOTAL STREAM AREA(ACRES) = 5.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.90
FLOW PROCESS FROM NODE
.09 TO NODE
576.00 IS CODE =
****************************************************************************
2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
AREA "EE-15"
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 1000.00
UPSTREAM ELEVATION = 1163.00
DOWNSTREAM ELEVATION = 1116.00
ELEVATION DIFFERENCE = 47.00
TC = .359*[( 1000.00**3)/( 47.00)]**.2 10.493
100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.510
SOIL CLASSIFICATION IS "Cn
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8541
SUBAREA RUNOFF(CFS) 15.29
TOTAL AREA(ACRES) = 5.10 TOTAL RUNOFF(CFS) =
15.29
FLOW PROCESS FROM NODE
576.00 IS CODE =
****************************************************************************
1
.09 TO NODE
>>>>>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.) = 10.49
RAINFALL INTENSITY(INCH/HR) = 3.51
TOTAL STREAM AREA(ACRES) = 5.10
PEAK FLOW RATE (CFS) AT CONFLUENCE = 15.29
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
* * PEAK
STREAM
NUMBER
1
2
TABLE * *
TIME
(MIN. )
10.49
19.25
FLOW RATE
RUNOFF
(CFS)
22.32
24.00
INTENSITY
(INCH/HOUR)
3.510
2.549
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
= 22.32
10.20
10.49
AS FOLLOWS:
Tc (MIN.) =
FLOW PROCESS FROM NODE
576.00 TO NODE
576.00 IS CODE = 11
****************************************************************************
C.B. "B-2"
,')
".....
.
e
e
>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
** PEAK
STREAM
NUMBER
1
2
TABLE **
TIME
(MIN.)
10.49
17.56
FLOW RATE
RUNOFF
(CFS)
88.85
128.34
INTENSITY
(INCH/HOUR)
3.510
2.676
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
= 128.34
52.10
AS FOLLOWS:
Tc (MIN.) =
17.56
****************************************************************************
FLOW PROCESS FROM NODE
576.00 TO NODE
561.00 IS CODE =
3
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 57.0 INCH PIPE IS 43.2 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 8.9
UPSTREAM NODE ELEVATION = 1099.50
DOWNSTREAM NODE ELEVATION = 1099.00
FLOWLENGTH(FEET) = 120.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER (INCH) = 57.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA (CFS) 128.34
TRAVEL TIME(MIN.) = .22 TC(MIN.) = 17.78
**************************************************************************~*
FLOW PROCESS FROM NODE
561.00 TO NODE
561.00 IS CODE = 11
>>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
** PEAK
STREAM
NUMBER
1
2
TABLE **
TIME
(MIN. )
17.78
19.04
FLOW RATE
RUNOFF
(CFS)
288.96
295.78
INTENSITY
(INCH/HOUR)
2.658
2.564
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
= 295.78
124.00
AS FOLLOWS:
Tc (MIN.) =
19.04
----------------------------------------------------------------------------
----------------------------------------------------------------------------
END OF STUDY SUMMARY:
PEAK FLOW RATE (CFS) = 295.78
TOTAL AREA(ACRES) = 124.00
Tc (MIN.) =
19.04
----------------------------------------------------------------------------
----------------------------------------------------------------------------
END OF RATIONAL METHOD ANALYSIS
TO TRACT 24182. UNE "A"
31
~~
e
.
e
10 YEAR
HYDROLOGY
(RATIONAL METHOD)
~'\
e
e
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 24185 - STORM DRAIN - LINES "A" AND "B"
* 10 YEAR HYDROLOGY
**************************
*
*
*
**************************************************************************
FILE NAME: 24l85AlO.DAT
TIME/DATE OF STUDY: 11:42
4/10/1996
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 (INCH/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(INCH/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
SLOPE
.90
.8888
****************************************************************************
FLOW PROCESS FROM NODE
.01 TO NODE
550.00 IS CODE =
2
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "EE-1"
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 720.00
UPSTREAM ELEVATION = 1230.00
DOWNSTREAM ELEVATION = 1222.50
ELEVATION DIFFERENCE = 7.50
TC = .359*[( 720.00**3)/( 7.50)]**.2 = 12.437
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.114
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8304
SUBAREA RUNOFF(CFS) = 4.04
TOTAL AREA(ACRES) = 2.30 TOTAL RUNOFF(CFS) =
4.04
%
e
.
e
****************************************************************************
FLOW PROCESS FROM NODE
.01 TO NODE
550.00 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.) = 12.44
RAINFALL INTENSITY(INCH/HR) = 2.11
TOTAL STREAM AREA(ACRES) = 2.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.04
****************************************************************************
FLOW PROCESS FROM NODE
550.10 TO NODE
553.20 IS CODE =
2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "EE-2"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2
INITIAL SUBAREA FLOW-LENGTH = 700.00
UPSTREAM ELEVATION = 1230.00
DOWNSTREAM ELEVATION = 1222.50
ELEVATION DIFFERENCE = 7.50
TC = .359*[( 700.00**3)/( 7.501J**.2 12.229
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.134
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8309
SUBAREA RUNOFF(CFSl = 7.09
TOTAL AREA(ACRES) = 4.00 TOTAL RUNOFF (CFSl =
7.09
************************..**************************************************
FLOW PROCESS FROM NODE
553.20 TO NODE
550.00 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.) = 12.23
RAINFALL INTENSITY (INCH/HRl = 2.13
TOTAL STREAM AREA(ACRES) = 4.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.09
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFSl (MIN. ) (INCH/HOUR)
1 11. 06 12.23 2.134
2 11. 06 12.44 2.114
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA(ACRES) =
ESTIMATES ARE
= 11. 06
6.30
12.23
AS FOLLOWS:
Tc (MIN.) =
A,\
31.
e
.
e
****************************************************************************
FLOW PROCESS FROM NODE
550.00 TO NODE
6
553.40 IS CODE =
>>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<<
AREA "EE-2.S"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION =
STREET LENGTH (FEET) =
STREET HALFWIDTH(FEET)
1222.50
530.00
= 20.00
1209.10
DOWNSTREAM ELEVATION =
CURB HEIGTH(INCHES) = 6.
DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00
INTERIOR STREET CROSSFALL(DECIMAL) = .017
OUTSIDE STREET CROSS FALL (DECIMAL) .017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
**TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 14.58
STREET FLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .38
HALFSTREET FLOODWIDTH(FEET) = 14.80
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.68
PRODUCT OF DEPTH&VELOCITY = 1.41
STREETFLOW TRAVELTIME(MIN) = 2.40 TC(MIN) 14.63
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.933
SOIL CLASSIFICATION IS lie"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8255
SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF(CFS) = 7.02
SUMMED AREA(ACRES) = 10.70 TOTAL RUNOFF(CFS) = 18.08
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = .40 HALFSTREET FLOODWIDTH(FEET) 15.95
FLOW VELOCITY(FEET/sEC.) = 3.96 DEPTH*VELOCITY = 1.59
****************************************************************************
FLOW PROCESS FROM NODE
553.40 TO NODE
6
553.60 IS CODE =
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
AREA "EE-7"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION =
STREET LENGTH (FEET) =
STREET HALFWIDTH(FEET)
1209.10
960.00
= 20.00
1188.10
DOWNSTREAM ELEVATION =
CURB HEIGTH(INCHES) = 6.
DISTANCE FROM CROWN TO CROSSFALL 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) = 22.43
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .42
HALFSTREET FLOODWIDTH(FEET) = 17.11
AVERAGE FLOW VELOCITY(FEET/sEC.) = 4.30
PRODUCT OF DEPTH&VELOCITY = 1.81
STREETFLOW TRAVELTIME (MIN) = 3.72 TC(MIN) = 18.35
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) =
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF
SUBAREA AREA (ACRES) = 6.20
SUMMED AREA(ACRES) = 16.90
1.706
COEFFICIENT .8181
SUBAREA RUNOFF(CFS)
TOTAL RUNOFF(CFS) =
8.65
26.74
b.,'V
31
e
.
e
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 18.27
FLOW VELOCITY(FEET/SEC.) = 4.52 DEPTH*VELOCITY = 1.99
C.B.'s "A-12" & "A-13"
***************************************************************************.
FLOW PROCESS FROM NODE
553.60 TO NODE
3
553.80 IS CODE =
>>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.9 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 11.3
UPSTREAM NODE ELEVATION = 1180.00
DOWNSTREAM NODE ELEVATION = 1176.50
FLOWLENGTH(FEET) = 160.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER(INCH) 24.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA (CFS) = 26.74
TRAVEL TIME (MIN.) = .24 TC(MIN.) 18.59
****************************************************************************
FLOW PROCESS FROM NODE
553.60 TO NODE
553.80 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.) = 18.59
RAINFALL INTENSITY(INCH/HR) = 1.69
TOTAL STREAM AREA(ACRES) = 16.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.74
****************************************************************************
FLOW PROCESS FROM NODE
.02 TO NODE
2
552.50 IS CODE =
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "EE-S"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 980.00
UPSTREAM ELEVATION = 1230.00
DOWNSTREAM ELEVATION = 1209.40
ELEVATION DIFFERENCE = 20.60
TC = .359*[( 980.00**3)/( 20.60)]**.2 =
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR)
SOIL CLASSIFICATION IS "c"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT
SUBAREA RUNOFF(CFS) = 8.16
TOTAL AREA(ACRES) = 4.60
12.226
2.134
.8310
8.16
TOTAL RUNOFF(CFS) =
****************************************************************************
FLOW PROCESS FROM NODE
552.50 TO NODE
553.00 IS CODE =
6
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<<
AREA "EE-S"
============================================================================
UPSTREAM ELEVATION =
STREET LENGTH (FEET) =
1209.40
630.00
DOWNSTREAM ELEVATION = 1186.90
CURB HEIGTH(INCHES) = 6.
A,o
;~
e
.
.
STREET HALFWIDTH(FEET) = 20.00
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
**TRAVELTlME COMPUTED USING MEAN FLOW (CFS) 13.47
STREET FLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .34
HALFSTREET FLOODWIDTH(FEET) = 12.48
AVERAGE FLOW VELOCITY(FEET/sEC.) = 4.66
PRODUCT OF DEPTH&VELOCITY = 1.60
STREETFLOW TRAVELTlME(MIN) = 2.25 TC(MIN) = 14.48
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 1.944
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8258
SUBAREA AREA(ACRES) = 6.70 SUBAREA RUNOFF(CFS) 10.76
SUMMED AREA(ACRES) = 11.30 TOTAL RUNOFF(CFS) = 18.91
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH (FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 14.80
FLOW VELOCITY (FEET/sEC.) = 4.77 DEPTH*VELOCITY = 1.82
****************************************************************************
FLOW PROCESS FROM NODE
553.00 TO NODE
553.90 IS CODE =
6
>>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<<
AREA "EE-T.f"
============================================================================
UPSTREAM ELEVATION =
STREET LENGTH (FEET) =
STREET HALFWIDTH(FEET)
1186.90
300.00
= 20.00
1171. 90
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) 19.92
STREET FLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .36
HALFSTREET FLOODWIDTH(FEET) = 13.64
AVERAGE FLOW VELOCITY(FEET/sEC.) = 5.85
PRODUCT OF DEPTH&VELOCITY = 2.12
STREETFLOW TRAVELTIME(MIN) = .85 TC(MIN) 15.34
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 1.884
SOIL CLASSIFICATION IS tiC"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8240
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.02
SUMMED AREA(ACRES) = 12.60 TOTAL RUNOFF(CFS) 20.93
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 14.80
FLOW VELOCITY(FEET/sEC.) = 5.28 DEPTH*VELOCITY = 2.02
C.B. s "A.fO" & "A.ff"
****************************************************************************
FLOW PROCESS FROM NODE
553.90 TO NODE
553.80 IS CODE =
7
31
~f\
e
.
e
----------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 15.34 RAIN INTENSITY (INCH/HOUR) = 1.88
TOTAL AREA(ACRES) = 6.30 TOTAL RUNOFF(CFS) = 10.50
FLOWS INTERCEPTED BY C.B. "A.11"
****************************************************************************
FLOW PROCESS FROM NODE
553.90 TO NODE
553.80 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.) = 15.34
RAINFALL INTENSITY (INCH/HR) = 1.88
TOTAL STREAM AREA(ACRES) = 6.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.50
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 32.56 15.34 1.883
2 36.18 18.59 1.694
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS )
TOTAL AREA (ACRES) =
ESTIMATES ARE AS FOLLOWS:
36.18 Tc(MIN.) =
23.20
18.59
****************************************************************************
FLOW PROCESS FROM NODE
553.80 TO NODE
553.90 IS CODE =
3
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.0 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 19.7
UPSTREAM NODE ELEVATION = 1176.50
DOWNSTREAM NODE ELEVATION = 1160.00
FLOWLENGTH(FEET) = 210.00 MANNING'S N .013
ESTIMATED PIPE DIAMETER (INCH) = 21.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA (CFS) = 36.18
TRAVEL TIME (MIN.) = .18 TClMIN.) 18.77
****************************************************************************
FLOW PROCESS FROM NODE
553.80 TO NODE
553.90 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.) = 18.77
RAINFALL INTENSITY(INCH/HR) = 1.69
TOTAL STREAM AREA(ACRES) = 23.20
!j.o
/
J\?'
e
e
e
~----
PEAK FLOW RATE (CFS) AT CONFLUENCE =
36.18
****************************************************************************
FLOW PROCESS FROM NODE
553.90 TO NODE
7
553.90 IS CODE =
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 15.34 RAIN INTENSITY(INCH/HOUR) = 1.88
TOTAL AREA(ACRES) = 6.30 TOTAL RUNOFF(CFS) = 10.50
FLOWS INTERCEPTED BY C.B. "A.fO"
****************************************************************************
FLOW PROCESS FROM NODE
553.90 TO NODE
553.90 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.) = 15.34
RAINFALL INTENSITY(INCH/HR) = 1.88
TOTAL STREAM AREA(ACRES) = 6.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.50
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
40.07
45.58
TABLE **
TIME
(MIN. )
15.34
18.77
INTENSITY
(INCH/HOUR)
1. 883
1. 685
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS )
TOTAL AREA (ACRES) =
ESTIMATES ARE
= 45.58
29.50
AS FOLLOWS:
Tc (MIN.) =
18.77
****************************************************************************
FLOW PROCESS FROM NODE
553.90 TO NODE
3
554.00 IS CODE =
>>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.4 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 15.8
UPSTREAM NODE ELEVATION = 1160.00
DOWNSTREAM NODE ELEVATION = 1157.80
FLOWLENGTH(FEET) = 60.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER (INCH) 27.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA (CFS) = 45.58
TRAVEL TIME(MIN.) = .06 TC(MIN.) = 18.84
****************************************************************************
FLOW PROCESS FROM NODE
553.90 TO NODE
554.00 IS CODE =
1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
ljl
b.,,~
.
Ie
e
TOTAL NUMBER OF STREAMS; 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.); 18.84
RAINFALL INTENSITY (INCH/HR) ; 1.68
TOTAL STREAM AREA(ACRES); 29.50
PEAK FLOW RATE (CFS) AT CONFLUENCE; 45.58
****************************************************************************
FLOW PROCESS FROM NODE
1. 02 TO NODE
554.10 IS CODE;
2
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "EE-S"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC ; K*[(LENGTH**3l/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH; 850.00
UPSTREAM ELEVATION; 1202.40
DOWNSTREAM ELEVATION; 1171.80
ELEVATION DIFFERENCE; 30.60
TC; .359*[( 850.00**3)/( 30.60)J**.2 10.372
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.336
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT; .8357
SUBAREA RUNOFF(CFS) 10.54
TOTAL AREA(ACRES) ; 5.40 TOTAL RUNOFF(CFS) ;
C.S.'s "A-S" & "A.9"
10.54
****************************************************************************
FLOW PROCESS FROM NODE
554.10 TO NODE
554.00 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.); 10.37
RAINFALL INTENSITY (INCH/HR) ; 2.34
TOTAL STREAM AREA(ACRES); 5.40
PEAK FLOW RATE (CFS) AT CONFLUENCE; 10.54
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 35.64 10.37 2.336
2 53.17 18.84 1.682
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS )
TOTAL AREA (ACRES) ;
ESTIMATES ARE
; 53.17
34.90
AS FOLLOWS:
Tc (MIN.) ;
18.84
****************************************************************************
FLOW PROCESS FROM NODE
554.00 TO NODE
554.20 IS CODE;
3
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
tf-]..
~'\
.
.
e
DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.9 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 16.9
UPSTREAM NODE ELEVATION = 1157.80
DOWNSTREAM NODE ELEVATION = 1139.00
FLOWLENGTH(FEET) = 460.00 MANNING'S N
ESTIMATED PIPE DIAMETER (INCH) = 27.00
PIPEFLOW THRU SUBAREA (CFS) = 53.17
TRAVEL TIME (MIN.) = .45 TC (MIN. )
= .013
NUMBER OF PIPES =
1
19.29
****************************************************************************
FLOW PROCESS FROM NODE
554.00 TO NODE
554.20 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.) = 19.29
RAINFALL INTENSITY (INCH/HR) = 1.66
TOTAL STREAM AREA(ACRES) = 34.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 53.17
****************************************************************************
FLOW PROCESS FROM NODE
1.03 TO NODE
551. 55 IS CODE =
2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "EE-8.S"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 870.00
UPSTREAM ELEVATION = 1182.00
DOWNSTREAM ELEVATION = 1158.00
ELEVATION DIFFERENCE = 24.00
TC = .359*[( 870.00**3)/( 24.00)]**.2 = 11.041
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.257
SOIL CLASSIFICATION IS "c"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8339
SUBAREA RUNOFF(CFS) = 10.73
TOTAL AREA(ACRES) = 5.70 TOTAL RUNOFF(CFS) =
10.73
****************************************************************************
FLOW PROCESS FROM NODE
551. 55 TO NODE
554.20 IS CODE =
6
>>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<<
AREA "EE-S"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION =
STREET LENGTH(FEET) =
STREET HALFWIDTH(FEET)
1158.00
680.00
= 20.00
1144.50
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)
STREET FLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .38
13.90
af;
~"b
p
e
.
.
HALFSTREET FLOODWIDTH(FEET) = 14.80
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.51
PRODUCT OF DEPTH&VELOCITY = 1.34
STREETFLOW TRAVELTIME(MIN) = 3.23 TC(MIN) = 14.27
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 1.960
SOIL CLASSIFICATION IS "c"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8262
SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) 6.31
SUMMED AREA(ACRES) = 9.60 TOTAL RUNOFF(CFS) = 17.04
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 15.95
FLOW VELOCITY(FEET/SEC.) = 3.73 DEPTH*VELOCITY = 1.50
C.B. s "A-G" & "A.7"
****************************************************************************
FLOW PROCESS FROM NODE
551. 55 TO NODE
554.20 IS CODE =
7
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 14.27 RAIN INTENSITY(INCH/HOUR) = 1.96
TOTAL AREA (ACRES) = 8.50 TOTAL RUNOFF(CFS) = 15.10
FLOWS INTERCEPTED BY C.B. s "A-G" & "A-7"
****************************************************************************
FLOW PROCESS FROM NODE
551.55 TO NODE
554.20 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.) = 14.27
RAINFALL INTENSITY(INCH/HR) = 1.96
TOTAL STREAM AREA(ACRES) = 8.50
PEAK FLOW RATE (CFS) AT CONFLUENCE = 15.10
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
54.43
65.96
TABLE **
TIME
(MIN. )
14.27
19.29
INTENSITY
(INCH/HOUR)
1. 960
1.660
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE AS FOLLOWS:
= 65.96 Tc(MIN.) =
43.40
19.29
****************************************************************************
FLOW PROCESS FROM NODE
554.20 TO NODE
3
555.00 IS CODE =
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.9 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 18.1
UPSTREAM NODE ELEVATION = 1139.00
44-
b.-,
.
e
e
DOWNSTREAM NODE ELEVATION =
FLOWLENGTH(FEET) = 60.00
ESTIMATED PIPE DIAMETER (INCH)
PIPEFLOW THRU SUBAREA (CFS) =
TRAVEL TIME (MIN.) = .06
1136.50
MANNING'S N
= 30.00
65.96
TC (MIN.) =
19.35
.013
NUMBER OF PIPES =
1
****************************************************************************
FLOW PROCESS FROM NODE
554.20 TO NODE
555.00 IS CODE = 10
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
****************************************************************************
FLOW PROCESS FROM NODE
553.90 TO NODE
555.00 IS CODE =
2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "EE.9.2"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 600.00
UPSTREAM ELEVATION = 1171.90
DOWNSTREAM ELEVATION = 1146.00
ELEVATION DIFFERENCE = 25.90
TC = .359*[( 600.00**3)/( 25.90))**.2 =
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR)
SOIL CLASSIFICATION IS "c"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT
SUBAREA RUNOFF(CFS) = 1.08
TOTAL AREA(ACRES) = .50
8.701
2.573
.8405
1. 08
TOTAL RUNOFF(CFS) =
****************************************************************************
FLOW PROCESS FROM NODE
553.90 TO NODE
1
555.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 8.70
RAINFALL INTENSITY(INCH/HR) = 2.57
TOTAL STREAM AREA(ACRES) = .50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.08
****************************************************************************
FLOW PROCESS FROM NODE
554.20 TO NODE
555.00 IS CODE =
7
----------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
;====;===;==================================================================
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 14.27 RAIN INTENSITY(INCH/HOUR) = 1.96
TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF (CFS) = 1.90
FLOWBY FLOWS FROM C.B.:S "A-6" & "A-T"
****************************************************************************
FLOW PROCESS FROM NODE
555.00 IS CODE =
1
554.20 TO NODE
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
Its
e
.
e
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) 14.27
RAINFALL INTENSITY (INCH/HR) = 1.96
TOTAL STREAM AREA(ACRES) = 1.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.90
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 2.24 8.70 2.573
2 2.72 14.27 1.960
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA(ACRES) =
ESTIMATES ARE
= 2.72
1.60
14.27
AS FOLLOWS:
Tc (MIN.) =
C.B. "A-6.S"
****************************************************************************
FLOW PROCESS FROM NODE
555.00 TO NODE
555.00 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 51. 38 14.27 1. 960
2 68.26 19.35 1.658
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
= 68.26
45.00
AS FOLLOWS:
Tc (MIN.) =
19.35
****************************************************************************
FLOW PROCESS FROM NODE
555.00 TO NODE
3
555.20 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.) = 18.8
UPSTREAM NODE ELEVATION = 1136.50
DOWNSTREAM NODE ELEVATION = 1132.00
FLOWLENGTH(FEET) = 100.00 MANNING'S N .013
ESTIMATED PIPE DIAMETER (INCH) 30.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA(CFS) = 68.26
TRAVEL TIME(MIN.) = .09 TC(MIN.) 19.43
****************************************************************************
FLOW PROCESS FROM NODE
555.00 TO NODE
1
555.20 IS CODE =
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
*/0
'So
.
.
.
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 19.43
RAINFALL INTENSITY(INCH/HR) = 1.65
TOTAL STREAM AREA (ACRES) = 45.00
PEAK FLOW RATE (CFS) AT CONFLUENCE = 68.26
*************************.**************************************************
FLOW PROCESS FROM NODE
554.00 TO NODE
555.20 IS CODE =
2
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "EE-10.1"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 770.00
UPSTREAM ELEVATION = 1171.90
DOWNSTREAM ELEVATION = 1137.30
ELEVATION DIFFERENCE = 34.60
TC = .359*[( 770.00**3)/( 34.60)J**.2 = 9.537
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.447
SOIL CLASSIFICATION IS "c"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8380
SUBAREA RUNOFF(CFS) = 4.92
TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) = 4.92
C.B. "A.S"
****************************************************************************
FLOW PROCESS FROM NODE
554.00 TO NODE
555.20 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.) = 9.54
RAINFALL INTENSITY(INCH/HR) = 2.45
TOTAL STREAM AREA(ACRES) = 2.40
PEAK FLOW RATE (CFS) AT CONFLUENCE = 4.92
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 38.42 9.54 2.447
2 71. 59 19.43 1.653
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA(ACRES) =
ESTIMATES ARE
= 71. 59
47.40
AS FOLLOWS:
Tc (MIN.) =
19.43
****************************************************************************
FLOW PROCESS FROM NODE
555.20 TO NODE
3
556.00 IS CODE =
-----------------------------------------------------------------------
>>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
4-1
$\
.
.
e
DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.0 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 23.9
UPSTREAM NODE ELEVATION = 1132.00
DOWNSTREAM NODE ELEVATION = 1127.00
FLOWLENGTH(FEET) = 60.00 MANNING'S N
ESTIMATED PIPE DIAMETER (INCH) = 27.00
PIPEFLOW THRU SUBAREA (CFS) = 71.59
TRAVEL TlME(MIN.) = .04 TC(MIN.) = 19.48
= .013
NUMBER OF PIPES =
1
****************************************************************************
FLOW PROCESS FROM NODE
555.20 TO NODE
556.00 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.) = 19.48
RAINFALL INTENSITY(INCH/HR) = 1.65
TOTAL STREAM AREA(ACRES) = 47.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 71.59
****************************************************************************
FLOW PROCESS FROM NODE
.04 TO NODE
556.10 IS CODE =
2
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "EE-9.1"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2
INITIAL SUBAREA FLOW-LENGTH = 750.00
UPSTREAM ELEVATION = 1172.90
DOWNSTREAM ELEVATION = 1146.00
ELEVATION DIFFERENCE = 26.90
TC = .359*[( 750.00**3)/( 26.90)J**.2 =
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) =
SOIL CLASSIFICATION IS "c"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT =
SUBAREA RUNOFF(CFS) = 8.64
TOTAL AREA (ACRES) = 4.30
9.872
2.401
.8371
8.64
TOTAL RUNOFF(CFS) =
****************************************************************************
FLOW PROCESS FROM NODE
556.10 TO NODE
556.20 IS CODE =
6
----------------------------------------------------------------------------
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
AREA "EE-10"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION =
STREET LENGTH (FEET) =
STREET HALFWIDTH(FEET)
1146.00
550.00
= 20.00
DOWNSTREAM ELEVATION =
CURB HEIGTH(INCHES) = 6.
1140.00
DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = 18.00
INTERIOR STREET CROSSFALL(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
11. 03
lf~
s'\.
e
.
.
HALFSTREET FLOODWIDTH(FEET) = 14.80
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.78
PRODUCT OF DEPTH&VELOCITY = 1.06
STREETFLOW TRAVELTIME(MIN) = 3.30 TC(MIN) = 13.17
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.049
SOIL CLASSIFICATION IS "c"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8287
SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) 4.75
SUMMED AREA(ACRES) = 7.10 TOTAL RUNOFF(CFS) = 13.39
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH (FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 15.95
FLOW VELOCITY(FEET/SEC.) = 2.93 DEPTH*VELOCITY = 1.18
C.S.'S "A.3 & "A.4"
****************************************************************************
FLOW PROCESS FROM NODE
556.20 TO NODE
556.00 IS CODE =
3
>>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.2 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 9.6
UPSTREAM NODE ELEVATION = 1132.00
DOWNSTREAM NODE ELEVATION = 1127.00
FLOWLENGTH(FEET) = 220.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA (CFS) = 13.39
TRAVEL TIME(MIN.) = .38 TC(MIN.) = 13.55
****************************************************************************
FLOW PROCESS FROM NODE
556.20 TO NODE
1
556.00 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.) 13.55
RAINFALL INTENSITY (INCH/HR) = 2.02
TOTAL STREAM AREA(ACRES) = 7.10
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 63.20 13.55 2.017
2 82.56 19.48 1. 651
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
= 82.56
54.50
AS FOLLOWS:
Tc (MIN.) =
19.48
****************************************************************************
FLOW PROCESS FROM NODE
556.00 TO NODE
3
558.50 IS CODE =
----------------------------------------------------------------------------
~,
5~
e
.
e
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.8 INCHES
PIPEFLOW VELOCITY(FEET/sEC.) = 25.1
UPSTREAM NODE ELEVATION = 1127.50
DOWNSTREAM NODE ELEVATION = 1107.00
FLOWLENGTH(FEET) = 230.00 MANNING'S N .013
ESTIMATED PIPE DIAMETER (INCH) 27.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA (CFS) = 82.56
TRAVEL TIME (MIN.) = .15 TC(MIN.) 19.63
****************************************************************************
FLOW PROCESS FROM NODE
556.00 TO NODE
1
558.50 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 19.63
RAINFALL INTENSITY (INCH/HR) = 1.64
TOTAL STREAM AREA (ACRES) = 54.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 82.56
****************************************************************************
FLOW PROCESS FROM NODE
.05 TO NODE
2
556.50 IS CODE =
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "EE-11"
============================================================================
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)}**.2
INITIAL SUBAREA FLOW-LENGTH = 900.00
UPSTREAM ELEVATION = 1180.00
DOWNSTREAM ELEVATION = 1148.60
ELEVATION DIFFERENCE = 31.40
TC = .359*[( 900.00**3)/( 31.40)]**.2 10.678
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.299
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8349
SUBAREA RUNOFF(CFS) = 8.83
TOTAL AREA(ACRES) = 4.60 TOTAL RUNOFF(CFS) = 8.83
****************************************************************************
FLOW PROCESS FROM NODE
556.50 TO NODE
557.00 IS CODE =
6
>>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<<
AREA "EE-12"
============================================================================
UPSTREAM ELEVATION =
STREET LENGTH(FEET) =
STREET HALFWIDTH(FEET)
1148.60
700.00
= 20.00
DOWNSTREAM ELEVATION =
CURB HEIGTH(INCHES) = 6.
1139.90
DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK
INTERIOR STREET CROSSFALL(DECIMAL) = .017
OUTSIDE STREET CROSSFALL(DEClMAL) = .017
18.00
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF
2
150
s~
.
.
.
**TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = 12.83
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .40
HALFSTREET FLOODWIDTH(FEET) = 15.95
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.81
PRODUCT OF DEPTH&VELOCITY = 1.13
STREETFLOW TRAVELTlME(MIN) = 4.16 TC(MIN) = 14.83
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.918
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8250
SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 7.91
SUMMED AREA(ACRES) = 9.60 TOTAL RUNOFF(CFS) = 16.74
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 17.11
FLOW VELOCITY(FEET/SEC.) = 3.21 DEPTH*VELOCITY = 1.35
****************************************************************************
FLOW PROCESS FROM NODE
557.00 TO NODE
558.00 IS CODE =
6
>>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<<
AREA "EE-14"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION =
STREET LENGTH (FEET) =
STREET HALFWIDTH(FEET)
1139.90
450.00
= 20.00
1127.90
DOWNSTREAM ELEVATION =
CURB HEIGTH(INCHES) = 6.
DISTANCE FROM CROWN TO CROSS FALL 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 (CFSI 19.11
STREET FLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .40
HALFSTREET FLOODWIDTH(FEET) = 15.95
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.18
PRODUCT OF DEPTH&VELOCITY = 1.68
STREET FLOW TRAVELTlME(MIN) = 1.79 TC(MIN) = 16.63
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.802
SOIL CLASSIFICATION IS "c"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8214
SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS)
SUMMED AREA(ACRES) = 12.80 TOTAL RUNOFF(CFS) =
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH (FEET) = .40 HALFSTREET FLOODWIDTH(FEET) 15.95
FLOW VELOCITY(FEET/SEC.) = 4.70 DEPTH*VELOCITY = 1.89
4.74
21. 48
C.B. "A-2"
****************************************************************************
FLOW PROCESS FROM NODE
558.00 TO NODE
3
558.50 IS CODE =
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.6 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 17.9
UPSTREAM NODE ELEVATION = 1121.00
DOWNSTREAM NODE ELEVATION = 1111.00
51
'5~
.
e
.
FLOWLENGTH(FEET) = 120.00
ESTIMATED PIPE DIAMETER (INCH)
PIPEFLOW THRU SUBAREA(CFS) =
TRAVEL TIME (MIN.) = .11
MANNING'S N
= 18.00
21.48
TC (MIN.) =
= .013
NUMBER OF PIPES =
1
16.74
****************************************************************************
FLOW PROCESS FROM NODE
558.00 TO NODE
1
558.50 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.) = 16.74
RAINFALL INTENSITY (INCH/HR) = 1.79
TOTAL STREAM AREA (ACRES) = 12 . 80
PEAK FLOW RATE (CFS) AT CONFLUENCE = 21.48
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 91. 88 16.74 1. 795
2 102.23 19.63 1. 644
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA(ACRES) =
ESTIMATES ARE
= 102.23
67.30
AS FOLLOWS:
Tc (MIN.) =
19.63
****************************************************************************
FLOW PROCESS FROM NODE
558.50 TO NODE
3
560.00 IS CODE =
>>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.9 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 12.6
UPSTREAM NODE ELEVATION = 1107.00
DOWNSTREAM NODE ELEVATION = 1105.00
FLOWLENGTH(FEET) = 160.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER (INCH) 42.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA(CFS) = 102.23
TRAVEL TIME (MIN.) = .21 TC(MIN.) 19.84
****************************************************************************
FLOW PROCESS FROM NODE
558.50 TO NODE
560.00 IS CODE = 10
----------------------------------------------------------------------------
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<<
============================================================================
****************************************************************************
FLOW PROCESS FROM NODE
556.30 TO NODE
556.90 IS CODE =
2
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "EE-10.Z"
============================================================================
5";2.
~
e
e
e
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE))**.2
INITIAL SUBAREA FLOW-LENGTH = 800.00
UPSTREAM ELEVATION = 1150.00
DOWNSTREAM ELEVATION = 1134.00
ELEVATION DIFFERENCE = 16.00
TC = .359*[( 800.00**3)/( 16.00)]**.2 11.386
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.219
SOIL CLASSIFICATION IS "c"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8330
SUBAREA RUNOFF(CFS) = 4.07
TOTAL AREA(ACRES) = 2.20 TOTAL RUNOFF(CFS) =
4.07
****************************************************************************
FLOW PROCESS FROM NODE
556.90 TO NODE
560.00 IS CODE =
6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
AREA "EE-fT"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION =
STREET LENGTH(FEET) =
STREET HALFWIDTH(FEET)
1134.00
380.00
= 20.00
DOWNSTREAM ELEVATION =
CURB HEIGTH(INCHES) = 6.
1118.00
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 1
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.41
STREET FLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .30
HALFSTREET FLOODWIDTH(FEET) = 10.17
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.41
PRODUCT OF DEPTH&VELOCITY = 1.34
STREETFLOW TRAVELTIME (MIN) = 1.44 TC(MIN) 12.82
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.079
SOIL CLASSIFICATION IS "c"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8295
SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF(CFS) .69
SUMMED AREA(ACRES) = 2.60 TOTAL RUNOFF (CFS) 4.76
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH (FEET) = .30 HALFSTREET FLOODWIDTH(FEET) = 10.17
FLOW VELOCITY(FEET/SEC.) = 4.75 DEPTH*VELOCITY = 1.44
****************************************************************************
FLOW PROCESS FROM NODE
556.50 TO NODE
1
560.00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 12.82
RAINFALL INTENSITY (INCH/HR) = 2.08
TOTAL STREAM AREA(ACRES) = 2.60
PEAK FLOW RATE (CFS) AT CONFLUENCE = 4.76
s;
51
.
.
e
****************************************************************************
FLOW PROCESS FROM NODE
.06 TO NODE
560.00 IS CODE;
2
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "EE-f6"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 650.00
UPSTREAM ELEVATION = 1142.00
DOWNSTREAM ELEVATION = 1118.00
ELEVATION DIFFERENCE = 24.00
TC = .303*[( 650.00**3)/( 24.00IJ**.2 7.822
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.729
SOIL CLASSIFICATION IS "c"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8838
SUBAREA RUNOFF(CFS) = 4.82
TOTAL AREA(ACRES) = 2.00 TOTAL RUNOFF(CFS) = 4.82
****************************************************************************
FLOW PROCESS FROM NODE
.06 TO NODE
560.00 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.) = 7.82
RAINFALL INTENSITY (INCH/HR) = 2.73
TOTAL STREAM AREA(ACRES) = 2.00
PEAK FLOW RATE(CFS) AT CONFLUENCE; 4.82
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 7.73 7.82 2.729
2 8.43 12.82 2.079
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
= 7.73
4.60
AS FOLLOWS:
Tc (MIN.) =
7.82
C.B. "A.f"
****************************************************************************
FLOW PROCESS FROM NODE
560.00 TO NODE
560.00 IS CODE = 11
>>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<<
============================================================================
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
48.03
106.86
TABLE **
TIME
(MIN. )
7.82
19.84
INTENSITY
(INCH/HOUR)
2.729
1.635
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE (CFS) = 106.86 Tc{MIN.) = 19.84
54
5~
.
.
e
TOTAL AREA(ACRES) ;
71. 90
****************************************************************************
FLOW PROCESS FROM NODE
560.00 TO NODE
3
561.00 IS CODE;
>>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.7 INCHES
PIPEFLOW VELOCITY(FEET/sEC.); 21.5
UPSTREAM NODE ELEVATION; 1105.00
DOWNSTREAM NODE ELEVATION; 1099.00
FLOWLENGTH(FEET); 120.00 MANNING'S N; .013
ESTIMATED PIPE DIAMETER (INCH) 33.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA(CFS); 106.86
TRAVEL TIME (MIN.) ; .09 TC(MIN.); 19.93
****************************************************************************
FLOW PROCESS FROM NODE
560.00 TO NODE
561.00 IS CODE; 10
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
****************************************************************************
FLOW PROCESS FROM NODE
.10 TO NODE
70.00 IS CODE;
2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "8-1"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC; K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH; 1000.00
UPSTREAM ELEVATION; 1229.50
DOWNSTREAM ELEVATION; 1205.70
ELEVATION DIFFERENCE; 23.80
TC; .303*[( 1000.00**3)/( 23.80)]**.2;
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR)
SOIL CLASSIFICATION IS "Cn
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT; .8818
SUBAREA RUNOFF(CFS) = 3.75
TOTAL AREA(ACRES) ; 1.80
10.145
2.365
3.75
TOTAL RUNOFF (CFS) ;
****************************************************************************
FLOW PROCESS FROM NODE
70.00 TO NODE
6
71.00 IS CODE;
>>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<<
AREA "8-2"
============================================================================
UPSTREAM ELEVATION ;
STREET LENGTH(FEET) ;
STREET HALFWIDTH(FEET)
1205.70
970.00
; 43.00
1169.00
DOWNSTREAM ELEVATION ;
CURB HEIGTH(INCHES) ; 6.
DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK
INTERIOR STREET CROSS FALL (DECIMAL) ; .020
OUTSIDE STREET CROSS FALL (DECIMAL) ; .020
30.00
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF
1
5S
~
e
e
e
**TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 5.33
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .33
HALFSTREET FLOODWIDTH(FEET) = 10.25
AVERAGE FLOW VELOCITY(FEET!SEC.) = 4.55
PRODUCT OF DEPTH&VELOCITY = 1.51
STREET FLOW TRAVELTIME(MIN) = 3.55 TC(MIN) 13.69
10.00 YEAR RAINFALL INTENSITY(INCH!HOUR) = 2.005
SOIL CLASSIFICATION IS "C"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8793
SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 3.17
SUMMED AREA(ACRES) = 3.60 TOTAL RUNOFF(CFS) = 6.93
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH (FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 11.55
FLOW VELOCITY(FEET!SEC.) = 4.77 DEPTH*VELOCITY = 1.70
C.B. "8-3"
****************************************************************************
FLOW PROCESS FROM NODE
70.00 TO NODE
7
71. 00 IS CODE =
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 13.69 RAIN INTENSITY (INCH!HOUR) = 2.01
TOTAL AREA (ACRES) = 2.60 TOTAL RUNOFF(CFS) = 5.00
FLOWS INTERCEPTED BY C.B. "8-3"
****************************************************************************
FLOW PROCESS FROM NODE
70.00 TO NODE
1
71. 00 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 13.69
RAINFALL INTENSITY (INCH!HR) = 2.01
TOTAL STREAM AREA(ACRES) = 2.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.00
****************************************************************************
FLOW PROCESS FROM NODE
570.00 TO NODE
7
570.00 IS CODE =
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 15.30 RAIN INTENSITY(INCH!HOUR) = 1.89
TOTAL AREA(ACRES) = 35.20 TOTAL RUNOFF(CFS) =
FROM A.D. 159 UNE "0"
59.30
****************************************************************************
FLOW PROCESS FROM NODE
570.00 TO NODE
71. 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 21.1 INCHES
PIPEFLOW VELOCITY(FEET!SEC.) = 17.8
UPSTREAM NODE ELEVATION = 1194.00
DOWNSTREAM NODE ELEVATION = 1157.00
5"
'0
e
.
.
FLOWLENGTH(FEET) = 830.00
ESTIMATED PIPE DIAMETER (INCH)
PIPEFLOW THRU SUBAREA(CFS)
TRAVEL TIME(MIN.) = .78
= .013
NUMBER OF PIPES =
MANNING'S N
= 27.00
59.30
TC(MIN.) =
1
16.08
****************************************************************************
FLOW PROCESS FROM NODE
570.00 TO NODE
71. 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.) = 16.08
RAINFALL INTENSITY (INCH/HR) = 1.84
TOTAL STREAM AREA(ACRES) = 35.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 59.30
****************************************************************************
FLOW PROCESS FROM NODE
71. 00 TO NODE
71. 00 IS CODE =
7
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 13.60 RAIN INTENSITY(INCH/HOUR) = 2.01
TOTAL AREA(ACRES) = 4.10 TOTAL RUNOFF (CFS) =
FROM A.D. 159 UNE .C.
8.30
****************************************************************************
FLOW PROCESS FROM NODE
71. 00 TO NODE
1
71. 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.) = 13.60
RAINFALL INTENSITY (INCH/HR) = 2.01
TOTAL STREAM AREA(ACRES) = 4.10
PEAK FLOW RATE (CFS) AT CONFLUENCE = 8.30
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 63.43 13.60 2.012
2 63.76 13.69 2.005
3 71.45 16.08 1. 835
COMPUTED CONFLUENCE
PEAK FLOW RATE(CFS)
TOTAL AREA (ACRES) =
ESTIMATES ARE
= 71. 45
41.90
AS FOLLOWS:
TcIMIN.) =
16.08
****************************************************************************
FLOW PROCESS FROM NODE
71. 00 TO NODE
3
574.00 IS CODE =
----------------------------------------------------------------------------
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
51
~\
e
.
e
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 27.0 INCH PIPE IS 22.0 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 20.6
UPSTREAM NODE ELEVATION = 1157.00
DOWNSTREAM NODE ELEVATION = 1103.00
FLOWLENGTH(FEET) = 900.00 MANNING'S N .013
ESTIMATED PIPE DIAMETER (INCH) = 27.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA (CFS) 71.45
TRAVEL TIME (MIN.) = .73 TC(MIN.) = 16.81
****************************************************************************
FLOW PROCESS FROM NODE
574.00 TO NODE
3
576.10 IS CODE =
>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.1 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 9.0
UPSTREAM NODE ELEVATION = 1103.00
DOWNSTREAM NODE ELEVATION = 1100.10
FLOWLENGTH(FEET) = 450.00 MANNING'S N = .013
ESTIMATED PIPE DIAMETER (INCH) 42.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA (CFS) = 71.45
TRAVEL TIME (MIN.) = .83 TC(MIN.) = 17.63
****************************************************************************
FLOW PROCESS FROM NODE
574.00 TO NODE
1
576.10 IS CODE =
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 17.63
RAINFALL INTENSITY(INCH/HR) = 1.74
TOTAL STREAM AREA(ACRES) = 41.90
PEAK FLOW RATE (CFS) AT CONFLUENCE = 71.45
****************************************************************************
FLOW PROCESS FROM NODE
574.00 TO NODE
2
576.10 IS CODE =
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "8-5"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE))**.2
INITIAL SUBAREA FLOW-LENGTH = 540.00
UPSTREAM ELEVATION = 1120.00
DOWNSTREAM ELEVATION = 1116.00
ELEVATION DIFFERENCE = 4.00
TC = .303*[( 540.00**3)/( 4.00))**.2 10.014
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.382
SOIL CLASSIFICATION IS IIC"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8819
SUBAREA RUNOFF(CFS) 1.26
TOTAL AREA(ACRES) = .60 TOTAL RUNOFF(CFS) =
1.26
C.B. "8-1"
5&
(.,'1.
e
e
.
****************************************************************************
FLOW PROCESS FROM NODE
574.00 TO NODE
1
576.10 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.) = 10.01
RAINFALL INTENSITY(INCH/HR) = 2.38
TOTAL STREAM AREA(ACRES) = .60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.26
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 41. 83 10.01 2.382
2 72.37 17.63 1. 744
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA(ACRES) =
AS FOLLOWS:
Tc (MIN.) =
17.63
ESTIMATES ARE
= 72.37
42.50
****************************************************************************
FLOW PROCESS FROM NODE
576.10 TO NODE
3
576.00 IS CODE =
>>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.0 INCHES
PIPEFLOW VELOCITY(FEET/SEC.l = 8.6
UPSTREAM NODE ELEVATION = 1100.10
DOWNSTREAM NODE ELEVATION = 1099.50
FLOWLENGTH(FEET) = 110.00 MANNING'S N .013
ESTIMATED PIPE DIAMETER (INCH) = 45.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA (CFS) = 72.37
TRAVEL TIME (MIN.) = .21 TC(MIN.) = 17.85
****************************************************************************
FLOW PROCESS FROM NODE
576.10 TO NODE
576.00 IS CODE = 10
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
********************
* *ALL MEMORY BANKS ARE FULL. * *
********************
***WARNING - MEMORY BANK 1 HAS BEEN OVERWRITTEN.
****************************************************************************
FLOW PROCESS FROM NODE
71.00 TO NODE
71. 00 IS CODE =
7
----------------------------------------------------------------------------
>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
============================================================================
5'~
~~
e
e
e
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 13.69 RAIN INTENSITY(INCH/HOUR) = 2.01
TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF (CFS) = 1.90
FLOWBY FLOW FROM C.B. "8-3"
***************************************************************************.
FLOW PROCESS FROM NODE
71.00 TO NODE
574.00 IS CODE =
6
>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<<
AREA "8-3"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
UPSTREAM ELEVATION =
STREET LENGTH (FEET) =
STREET HALFWIDTH(FEET)
1169.00
900.00
= 43.00
1120.00
DOWNSTREAM ELEVATION =
CURB HEIGTH(INCHES) = 6.
DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK'= 30.00
INTERIOR STREET CROSS FALL (DECIMAL) = .020
OUTSIDE STREET CROSSFALL(DEClMAL) .020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1
**TRAVELTlME COMPUTED USING MEAN FLOW (CFS) 3.39
STREET FLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .28
HALFSTREET FLOODWIDTH(FEET) = 7.66
AVERAGE FLOW VELOCITY(FEET/SEC.) 4.80
PRODUCT OF DEPTH&VELOCITY = 1.34
STREETFLOW TRAVELTlME(MIN) = 3.12 TC(MIN) = 16.81
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.791
SOIL CLASSIFICATION IS "ell
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8774
SUBAREA AREA{ACRES) = 1.90 SUBAREA RUNOFF(CFS) =
SUMMED AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS) =
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH (FEET) = .31 HALFSTREET FLOODWIDTH(FEET) =
FLOW VELOCITY(FEET/SEC.) = 5.31 DEPTH*VELOCITY =
2.99
4.89
8.96
1. 62
****************************************************************************
FLOW PROCESS FROM NODE
574.00 TO NODE
576.00 IS CODE =
6
>>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<<
AREA "8-4"
============================================================================
UPSTREAM ELEVATION =
STREET LENGTH (FEET) =
STREET HALFWIDTH(FEET)
1120.00
530.00
= 38.00
1116.00
DOWNSTREAM ELEVATION =
CURB HEIGTH(INCHES) = 6.
DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK
INTERIOR STREET CROSSFALL(DEClMAL) .020
OUTSIDE STREET CROSSFALL(DEClMAL) .020
36.00
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
**TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = 6.01
STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .42
HALFSTREET FLOODWIDTH(FEET) = 14.90
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.57
PRODUCT OF DEPTH&VELOCITY = 1.09
STREETFLOW TRAVELTlME(MIN) = 3.44 TC(MIN) = 20.25
(PO
tA
.
.
e
10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.616
SOIL CLASSIFICATION IS "C"
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8757
SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 2.26
SUMMED AREA(ACRES) = 4.50 TOTAL RUNOFF(CFS) 7.15
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH (FEET) = .45 HALFSTREET FLOODWIDTH(FEET) = 16.04
FLOW VELOCITY(FEET/SEC.) = 2.66 DEPTH*VELOCITY = 1.19
****************************************************************************
FLOW PROCESS FROM NODE
574.00 TO NODE
576.00 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.) = 20.25
RAINFALL INTENSITY (INCH/HR) = 1.62
TOTAL STREAM AREA(ACRES) = 4.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.15
****************************************************************************
FLOW PROCESS FROM NODE
.09 TO NODE
576.00 IS CODE =
2
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
AREA "EE-1S"
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS CONDOMINIUM
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH = 1000.00
UPSTREAM ELEVATION = 1163.00
DOWNSTREAM ELEVATION = 1116.00
ELEVATION DIFFERENCE = 47.00
TC = .359*[( 1000.00**3)/( 47.00)J**.2 = 10.493
10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.321
SOIL CLASSIFICATION IS "C"
CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8354
SUBAREA RUNOFF(CFS) 9.89
TOTAL AREA (ACRES) = 5.10 TOTAL RUNOFF (CFS) =
9.89
****************************************************************************
FLOW PROCESS FROM NODE
.09 TO NODE
576.00 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.) = 10.49
RAINFALL INTENSITY(INCH/HR) = 2.32
TOTAL STREAM AREA(ACRES) = 5.10
PEAK FLOW RATE (CFS) AT CONFLUENCE = 9.89
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME
INTENSITY
(,1
,,~
.
e
e
NUMBER
1
2
(CFS)
13.59
14.04
(INCH/HOUR)
2.321
1. 616
(MIN. )
10.49
20.25
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA(ACRES) =
ESTIMA.TES ARE
= 13.59
9.60
AS FOLLOWS:
Tc (MIN.) =
10.49
C.B. "8-2"
****************************************************************************
FLOW PROCESS FROM NODE
576.00 TO NODE
576.00 IS CODE = 11
>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MA.IN-STREAM MEMORY<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
* * PEAK FLOW RATE TABLE **
STREAM RUNOFF TIME INTENSITY
NUMBER (CFS) (MIN. ) (INCH/HOUR)
1 56.14 10.49 2.321
2 82.52 17.85 1. 733
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS )
TOTAL AREA (ACRES) =
ESTIMA.TES ARE AS FOLLOWS:
= 82.52 Tc (MIN.) =
52.10
17.85
****************************************************************************
FLOW PROCESS FROM NODE
576.00 TO NODE
561.00 IS CODE =
3
>>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMA.TED PIPESIZE (NON-PRESSURE FLOW)<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
DEPTH OF FLOW IN 48.0 INCH PIPE IS 36.9 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 8.0
UPSTREAM NODE ELEVATION = 1099.50
DOWNSTREAM NODE ELEVATION = 1099.00
FLOWLENGTH(FEET) = 120.00 MANNING'S N = .013
ESTIMA.TED PIPE DIAMETER (INCH) = 48.00 NUMBER OF PIPES 1
PIPEFLOW THRU SUBAREA(CFS) 82.52
TRAVEL TIME (MIN.) = .25 TC(MIN.) = 18.10
****************************************************************************
FLOW PROCESS FROM NODE
561. 00 TO NODE
561.00 IS CODE = 11
>>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
** PEAK
STREAM
NUMBER
1
2
TABLE **
TIME
(MIN. )
18.10
19.93
INTENSITY
(INCH/HOUR)
1. 719
1.630
FLOW RATE
RUNOFF
(CFS)
179.54
185.10
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA (ACRES) =
ESTIMA.TES ARE
= 185.10
124.00
19.93
AS FOLLOWS:
Tc (MIN.) =
============================================================================
END OF STUDY SUMMARY:
PEAK FLOW RATE(CFS) = 185.10
TOTAL AREA (ACRES) = 124.00
Tc (MIN.) =
19.93
I,Z-
e
e
-
END OF RATIONAL METHOD ANALYSIS
============================================================================
TO TRACT24182- UNE "A"
113
(Jp
. <e
I.
.-
HYDROLOGY
MAP
<;\
e
.
.
CATCH BASIN DESIGN
CALCULATIONS &
GUTTER CAPACITY
ANALYSIS
lv<b
\ \
~ %
\""' ~
~~ ~ ~\
~ t1\ ~
~ \ C.B. 'A.9' "ct::J
~ 0 ' ~
. ~ \.::.." C.B"A'~\1o
i{\' ~O'
C'B"A"'~ ..ACf'
I /O\rJ>-J.
i
/
~
~ Catch Basin
~ Flow By
~
IoU.
o
\\
\".
'^
C.B.'A-1:l"l
~lq
~
Q
~~
CJO
~
/
u
o
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,
\
,J
Q1 C.B. '..\3'
~}."
. ..
Q
o
."
'"
/
,I
PALOMA DEL SOL TRACT 24185
Street Flow Exhibit ~C\
s....
p..~"'~
p..O~\. <?,
'\~
t-."S.
C.B. '. .5' 1 F.B.
___ ~ _ _' Cl00..S.'lCfS
&oo~8.... CfS
oV.\'II~
coep..
p..\.
~o
~~
44,.
~ ~.s'4
I .//
/
i
/
~ Catch Basin
o Flow By
~
~30 cfs
.......'" 4
PALOMA DEL SOL TRACT 24185
Street Flow Exhibit 10
.
HYDRAUliC DESIGN, SUMP CATCH BASIN
Project: Tract 2'tIBS
Catch Basin Number: 'A-I'
10-year Discharge (from Rational Method) (cfs): B.lt
100-year Discharge (from Rational Method) (cfs): 1~.5
Carryover from C.B. No.
~A
= (cfs): p
Total Design Discharge (cfs): J3.5
e Maximum Ponding Depth (ft): ST. Low PI. 1116.;'1
F.L-. LOW' PI. 1115. ~It-
0.65'
Use City of Los Angeles (Department of Public Works) Hydraulic
Design Manual, Chart LL-15
-.
W= N'
Discharge Intercepted (cfs): 21-,6> /3,5
Sum p Cqpoci it
Q = 3.081- IN h,.6
Q = 3.0B1-(JLt')(p, 65/5
Q = 22.bCf"5
{nl.
e
e
.
HYDRAUUC DESIGN, SUMP CATCH BASIN
Project: Tra.ct 2Lf 185
Catch Basin Number: 'A -1'
lO-year Discharge (from Rational Method) (cfs): 2.1.15
100-year Discharge (from Rational Method) (cfs): 3't. \
Carryover from C.B. No.
~/A
= (cis): Ii
Total Design Discharge (cis): 3'+./
U I I
Maximum Ponding Depth (it): 6 C. f. + 4" Oep. + 0:2. R/v./ = 1.03
Use City of Los Angeles (Department of Public Works) Hydraulic
Design Manual, Chart LL-15
W = lit'
Discharge Intercepted (cis): LtC. 4- >34-.1
't Ri~ht Side.. of Graph
Q -.:. 3.oAWo'/?>oo.b
( (.13(. . b
Q = 2>.0 1'+ 1'.61-) 1'1') \..1.03)
Q :: Lto.q. CFS
c\
,\\
~I
e
.
.
HYDRAUliC DESIGN, ON-GRADE CATCH BASIN
Project: Tra.c:.t ZL;-IB 5
Catch Basin Number: 'A-3' e ~ -It'
I
10-year Discharge (from Rational Method) (cis): 1~.LtI2. -= 6.1- EA
IOO-year Discharge (from Rational Method) (cis): 1.0.8/... ==- 10. Lf-r:A (t Slree.t)
Carryover from C.B. No. ~ = (cis):'
Total Design Discharge (cis): 10. 'tEA
Flow Depth (ft): cl""," o. 4-5 cl,o = o. 40
Street Slope: ('e
Use City of Los Angeles (Department of Public Works) Hydraulic
Design Manual, Chart L L - \ 4-
W = 2.1'
&iOO
Discharge Intercepted (cis): /2.5 > 10. It
Carryover to Downstream Point (cis): (t
Facility Receiving Carryover: N/A
f'of-MU\..A. :
Q:: 3.12 wo.S? d.;
ass . ~
qrf" 3.12 (21)" (.If-5)''?
QIo:- /2.S C.FS
1.1f
6l.10
10-5 > (".1
)0.155 :\ 1.5
Q,e= 3.12 hi (0.40,
Q,o=' 10.5 c..fs
"\'V
e
w w w w w
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982-88 Advanced Engineering Software (ae5)
Ver. 2.7A Relea5e Date: 6/25/88 Serlal # DE1721
Especially prepared for:
KEITH COMPANIES
----------------------------------------------------------------------------
TIME/DATE OF STUDY: 17:29 12-ApR-96
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
----------------------------------------------------------------------------
. . . * . . . . * * . . . . . . . . . . . . . . . .
DESCRIPTION OF STuDY
"A-3" & "A-4"
. . . . . . . . . . . . . . . . . . . . . . . . . .
. FLOW DEPfH CALC. FOR C.8.
.
.
.
.
* . * . * . . . . . . * * . * . . * . . . * * * . * . * * * . . . . * * . . . * . . * . . . . . . . . . * * . * . . . . . . * . . . . . . * * . . .
* * * . . . . * . . . . . . * . . . . . . . . . . * . . . * . . . . . . . . * . . * * . . . . * . . . . . . . . . . . . . . . . . . . . . . . . . . . .
>>>>STREETFlO~ MODEL INPUT INFORMATION<<<<
&~O
e
CONSTANT STREET GRADE(FEET/FEET) ; 0.010000
CONSTANT STREET FlOW(CFS); 20.80
AVERAGE STREETFLO~ 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 SYMMETRICAL GUTTER-~IDTH(FEEr); 2.00
CONSTANT SYMMETRICAL GUTTER-LIP(FEET); 0.03125
CONSTANT SYMMETRICAL GUTTER-HIKE(FEET); 0.12500
FLO~ ASSUMED TO FIll STREET EVENLY ON BOTH SIDES
~~._~.~.....~~~.~~~~.....~.._._.~---_._---=------------------------------=-=
STREETFlOW MODEL RESULTS:
----------------------------------------------------------------------------
STREET FlO~DEPfH(FEET); 0.45
HALFSTREET FLOODWIDTH(FEET); 19.44
AVERAGE FLOW VELOCITY(FEET/SEC.). 3.09
PRODUCT OF DFPTH&VELOCITY; 1.40
. * . . . . . . . . . . . . . . . * . . . . . * . * . * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . * . . * . . . . . . . . . .
~~~~~!~~~!~~~~-~~~~~_!~~~!_!~~~~~~!!~~~~~~------------------------~g------
CONSTANT STREET GRADE(FEET/FEET) ; 0.010000
CONSTANT STREET FlOW(CFS). 13.40
AVERAGE STREETFlOW FRICTION FACTOR(MANNIhG) ; 0.015000
CONSTANT SYMMETRICAL STREET riAlF-WIDfH(FEEI); 20.00
CONSTANT SYMMETRICAL STREET CROSSFALL(DFCIMAl) ; 0.017000
CONSTANT SYMMEfRICAl CuRB hEIGTH(FEET). 0.50
CONSTANT SYMMETRICAL GUTTER-WIDTH(FEFT); 2.00
CONSTANT SYMMETRICAL GUTTER-LIP(FEET). 0.03125
CONSTANT SY~METRICAL GUTTER-HlKE(FEET); 0.12500
FLOW ASSUMED TO FIll STREET EVENLY ON 80fH SIDES
~-----~~-;--------;;;--;;--;;--------------;-------------------------------;
STREETFlOw MODEL ~ESUlTS:
----------------------------------------------------------------------------
STREET FlOwDEPTH(FEET); 0.40
HALFSTREET FLOODWIDTH(FEET); 16.06
AVERAGE FLOw VElOCITY(FEET/SEC.); 2.86
~ PRODUCT OF DEPTH&VELOCITY = 1.13
~-;----------~------~--------------;----------------~-----------=---;--=;;
~
~~
wq
.
e
e
HYDRAUliC DESIGN, ON-GRADE CATCH BASIN
Project: Truct Zit /85
Catch Basin Number: A- 5
lo-year Discharge (from Rational Method) (cfs): If.~
lOo-year Discharge (from Rational Method) (cfs): 8.3
Carryover from C.B. No.
'A- II'
Total Design Discharge (cfs): 6.3
Flow Depth (ft):,.l = O..:3't4-' cL ~ 0.30'
"-'1co jO
Street Slope: 5 %
= (cfs): '3.0 ~oo)
Use City of Los Angeles (Department of Public Works) Hydraulic
Design Manual, Chart LL -11f-
W =21'
&'co
Discharge Intercepted (cfs): SA > 8.3
Carryover to Downstream Point (cfs): f6
Facility Receiving Canyover: N/ A
j2fU'1i.l\../"-. "
&,::: ~.i'L "'10.95" DI.5
)085 II.S
&Q:, -:. 3\1-l2-1 . l 0.34-'1')
G,ee ~ 5A cfS
1D
Q,o
to.tO > 4. OJ
(. )0 \)5 ~.s
&10 -= 3.12. \.2.1 . (0. 3D/
Q,a -=- fo.1(;, CFs
it>..
.
. - - -..... - - - - - - - - - - --
- - - --
- - - -. - - - - - - - - - - - ..-
- - - --
HYDRAuLIC fLfMENTS - I PROGRAM PACKAGf
Copyright 1982-88 Advanced Engineering Software (aes)
Ver. 2.7A Release Date: 6/25788 5erlal # Df1721
Especially prepared for:
KEITH COMPANIfS
----------------------------------------------------------------------------
TIME/DATf OF STUDY: 18:00 12-APR-96
(C)
~~~;;;~~~~~;~--;;;;~;;;;;;;;;;;;;;-=---;;~~;~-;;=;=;---;;-----=----====;;---
... ... ... ... ... ... . . . . . . . ... ... - ... - ... . .. ... ... ... ~ ...
DESCRIPTION OF STUDY
"A-5"
.. .. .. ... .. .. .. ... - . .. .. ... .. .. ... ... ... .. .. .. .. ... ... ... ..
. ELOW DEPTH CALC. FOR C.8.
.
.
... ... ... ... ... .. ... ... ... ... .. ... .. ... .. .. .. .. - .. ... ... ... ... - .. .. .. ... .. ... - .. ... .. ... ... ... - .. ... ... .. .. .. - .. .. .. ... .. - - .. - .. .. .. .. .. - ... .. ... .. .. ... ... .. .. .. .. .. ..
.. .. .. .. .. .. ... .. .. .. .. .. .. ... .. .. .. .. .. .. . .. .. .. .. .. .. .. ... .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ~ .. .. .. .. .. .. .. ... .. .. .. .. ~
~~~~~~~~~~~~~~-~~~~~-~~~~~-~~~~~~~~~~~::::_-------------------~~p----------
CONSTANT STREET GRADE(FffT/FfET) - 0.050000
CONSTANT STREET FLOW(CFS) - 8.30
AVERAGE STREETFLOW FRICTION EACTOR(MANNING) - 0.015000
CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) - 20.00
CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) - 0.017000
e 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
-. - - - - - - - - - - - - - - - - - - - - - - - - - - - - _ _ _ _ _ _ _ _ _ _ _ _ _ ". _ _ _ _ _ _ _ .. - - - - - - - - - - - - - - - - - - - - - - - - -
----------------------------------------------------------------------------
STREET FLOW MODEL RESULTS:
----------------------------------------------------------------------------
STREET FlO~DEPTH(FEET) - 0.34
HAlFSTREET ELOODWIDTH(EEET) - 12.69
AVERAGE FLOW VElOCITY(FEET/SEC.) - 5.45
PRODUCT OF DEPTH&VElOCITY - 1.84
.. .. .. .. .. .. .. ... .. .. .. .. ... .. .. .. ... .. .. . .. . .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ... .. .. .. ~ .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ...
~~~~~~~~~~~~~~-~~~~~-~~~~~-!~~~~~~~!~~:~~~___________________~l~___________
CONSTANT STREET GRADE(EEET/EFET) - 0.050000
CONSTANT SfREET FlOW(CFS) - 4.90
AVERAGE STREETELOW ERICTION FACTOR(MANNlNG) - 0.015000
CONSTANT SYMMETRICAL STREET ~ALF-WIDT~(FEET) - 20.00
CONSTANT SYMMfTRICAl STRfET CROSSFAlL(DECIMAL) - 0.017000
CONSTANT SYMME rRICAL CUR8 hErG i;i(FEET) - 0.50
CONSTANT SYM~ETRrCAl GUTTFR-~IOTrl(FEfT) - 2.00
rONSTANT SYMMETRICAL GUTTER-lIP(FEET) - 0.03125
EONSTANT SYMMETRICAL GuTTFR-HIKE(FffT) - 0.12500
FlO~ ASSU~ED TO FIll STREET ON O~E SIDE, AND lHEN SPLIrS
~w;;;~;;~__;;;;;;=;___;;;;;;_;_~~;;;___;;_;;_____=_;__;___;_____;;_;;==____~
STREETFLO~ MODEL RESULTS:
----------------------------------------------------------------------------
STREET FlOwDEPTH(FEET); 0.30
HALFSTREET FLOODWIDTH(FEET) - 10.44
AVERAGE FLOW VELOCITY(FEET/SEC.) - 4.54
~. PRODUCT OF DEPTH&VElOCITY - 1.36
~~;--=----~;-=---=;-;=;==-;~;=;;;-=-===---;;--;-=-----=---=;;;;=;;--=;==-=
11
'i,~
.
e
e
HYDRAUliC DESIGN, ON-GRADE CATCH BASIN
Project: Tra.ct 2Lt/85
Catch Basin Number: A - 6
10-year Discharge (from Rational Method) (cfs):
lOO-year Discharge (from Rational Method) (cfs):
Carryover from C.B. No. N/A
Total Design Discharge (cfs): /3.4-
Flow Depth (ft): d. - 0 tL"'11 cl - 0 4-0'
/00- . T~ I 10 - .
Street Slope: 2"/0
I1.C /2. :=; 0.i?
2co.l /1- ~ I? 4-
= (cfs): ~
.
Use City of Los Angeles (Department of Public Works) Hydraulic
Design Manual, Chart LL - fit
w= 28'
G.'UO
Discharge Intercepted (cfs): W}> 1'3.4
Carryover to Downstream Point (cfs): fI
Facility Receiving Carryover: NIA
fo(Ql\I.\t...~ :
Q = 3.1'2 vJo.2>5 01.5
115 IS
''0 = "3.12 (2.8)0 lD4~)
\.)(100
&IClo = 14.~ CfS
12-
Q"IV
\~.4 > &:s
. ,0':5 IS'
QIO == 3.\l.l'Z.8} (0-'\0)
G.lo = 13.4- c..~
1l.P
e
- - - - - - - --
- - - - - - - - --
- -
- --
- - --
- --
HYDRA~LIC ELE~ENTS - I PROGRAM PACKAGE
(C) Copyright 1982-88 Advanced Engineering ~oftware (aes)
Ver. 2.7A Release Date: 6/25788 Serlal # DE1721
Especially prepared for:
KEITH COMPANIES
--------------------------------------------------------------------------_.-
TIME/DATE OF STuDY: 18:32 12-APR-96
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
----------------------------------------------------------------------------
.."............................... I)F.SCRIPTrOi~ OF STuDy................................
. FLOW DEPTrl CALC. FOR C.6. "A-6" & "A-7"
.
.
........................... ........... .... ......... ........ ..... ................. .... ............
. .. .. .. . .. . .. .. .. . . .. .. .. .. .. . . .. .. .. . . .. . .. .. .. .. .. .. .. .. . . . .. . .. .. .. . .. .. .. .. .. .. .. .. .. .. .. . .. .. .. . . . .. .. .. .. .. .. .. .. . . . . . . .
~~~~~~~~~~~~~~_~~~~~_!~~~~_!~~~~~~~!~~::::______________________~\~9________
CONSTANT STREET GRADE(FEET/FEET) = 0.020000
CONSTANT STREET FLOw(CFS) = 26.70
AVERAGE STREETFlOw FRICTION FACTOR(MA~NI~G) = 0.015000
CONSTANT SYMMEfRICAL STREET HAlF-WIDTrl(FEET) = 20.00
. CONSTANT SYMMETRICAL STREET CROSSfAll(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 BOTH SIDES
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
----------------------------------------------------------------------------
STREETFlOW MODEL RESULTS:
----------------------------------------------------------------------------
STREET FlOWDEPTH(FEET) = 0.43
HALFSTREET FLOODWIDTH(FEET) = 18.31
AVERAGE FLOW VElOCITY(FEET/SEC.) = 4.44
PRODUCT OF DEPTH&VELOCITY = 1.93
.. . .. . .. .. .. . . .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. . .. .. .. .. .. . .. .. .. .. .. .. .. .. .. .. .. .. . .. . . .. .. .. .. . .. .. .. .. .. . .. .. .. .. .. .. .. .. .. .. . . . .. .. . . .
~~~~~~~~~~~~~~-~~~~~_!~~~~_!~~~~~~~!~~::::_--------------------~~~---------
CONSTANT STREET GRADE(FEET/FEET) = 0.020000
CONSTANT STREET FLOW(CFS) = 17.00
AVERAGE STREETFlOW fRICTION FACTOR(MANNIhG) = 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 SY~~ETRICAL GUTTER-WIDTH(fEET) = 2.00
CONSTANT SYMME~RICAl GUTTER-lIP(fEET) = 0.03125
CONSTANT SY~METRICAl GUTTER-HIKE(FEET) = 0.12500
FLOW ASSUMED ro FILL SrREET EVENLY ON BOrri SIDES
~~;;;;;;;;;;;;;;;;;;;;;;;;---;;;;;-;-;---;;;------;;;;-;-;-;-;-;;;;=--;;;;;;
STREETFlOW MODEL RESULTS:
----------------------------------------------------------------------------
STREET FlOwDEPTrl(FEET) = 0.40
HAlFSTREET flOODWIDTrl(FEET) = 16.06
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.62
. PRODUCT OF DEPTrl&VELOCITY = 1.43
I)
\\
e
Ie
e
HYDRAUUC DESIGN, ON-GRADE CATCH BASIN
Project: TrQC..t Zq.I85
Catch Basin Number: A - 1-
la-year Discharge (from Rational Method) (cis): 17.0/2 :: e.5
lOO-year Discharge (from Rational Method) (cis): "z"b.l/"L =- 13.4
Carryover from C.B. No. N/A = (cis): fb
.
. Total Design Discharge (cis): /3.4
Flow Depth (ft): cL =-0.'1-'3' cl := 0 40
ICO I 10 .
Street Slope: 2'/,
Use City of Los Angeles (Department of Public Works) Hydraulic
Design Manual, Chart LL-ILt
w = 14'
Discharge Intercepted (cis): 3:1. l (1110) i b.b LQ.I~
Carryover to Downstream Point (cis): /3. if - 8.1. := 5.1 (&IO~
Facility Receiving Canyover: 'A - 6. SU ~S - b.b ~ 1.9 lGID)
foR.lIllUL.~ .
"2 \'} wo.~c; D\.'3
&::: J. -
&\00 = 3_\2.. (,.I4-,O.~5 (O.t~)l.,;
~ 100:' g.1. c.. fS
&10-=3.12.. ll4,O.8S (O'~O}\.s
Q,o= b.b c.F~
1Lf-
"CO
e
. -....
~ - - .
. - ~ . . - -
- -....
. -
- - -.-
HYDRAuLIC ELE~ENTS - I PROGRAM PACKAGE
(C) Copyr~ght 1982-88 Advance~ Eng~neer~n9 ~oftware (ae,)
Ver. 2.7A Release Date: 0/25788 Serlal # DE1721
Especially prepared for:
KEITH COMPANIES
--------------------------------------------------------------------------_.~
TIME/DATE OF STUDY: 18:32 12-APR-96
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
----------------------------------------------------------------------------
.......................... !)ESCRIPTIGN OF STuDy..........................
: FLOW DEPTH CALC. FOR C.D. "A-6" & "A-7"
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . * * . . * . . * * . . . . . . * . . . . * . . . . . . . . . . . . . . . * . . . . . . . . . . . . . . . . . . . . .
~~~~~~~~~~~~~~-~~~~~-~~~~~-~~~~~~~~~~~::::_----------------------~p~-------
CONSTANT STREET GRADE(FEET/FEET) ~ 0.020000
CONSTANT STREET FlOw(CFS) ~ 26.70
AVERAGE STREETFLOw FRICTION FACTOR(~ANNING) ~ 0.015000
CONSTANT SYMMEIRICAL STREET HALF-WIDTH(FEET) ~ 20.00
e CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) ~ 0.017000
CONSTANT SYMMETRICAL CURB HEIGTH(FEET) ~ 0.50
CONSTANT SY~METRICAL 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
~~~~~~~~~~~~~~~~~~~~~~~~;;~=~~=~=~=======~;====~===;~;;;;;;=;===============
STREETFLOW MODEL RESuLTS:
----------------------------------------------------------------------------
STREET FLOWDEPTH(FEET) ~ 0.43
HALFSTREET FLOODWIDTH(FEET) ~ 18.31
AVERAGE FLOW VELOCITY(FEET/SEC.) ~ 4.44
PROOUCT OF DEPTH&VELOCITY ~ 1.93
. . . . . . . . . . . . . . . . . . . . . . . . . . . . * * . . * * . . . . . . . . . . . . . . . . * . . . . . . . . . . . . . . . . . . . . . . . . .
~~~~~!~~~!~~~~-~~~~~_!~~~~_!~~~~~~~!~~::::_----------------------~~--------
CONSTANT STREET GRADE(FEET/FEET) ; 0.020000
CONSTANT STREET FLOw(CFS) ~ 17.00
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) ; 0.015000
CONSTANT SYMMETRICAL STREET HAlF-WIDTH(FEEr) ~ 20.00
CONSTANT SYMMFTRICAl STREET CROSSFALL(DECIMAL) ~ 0.017000
CONSTANT SYMMETRICAL CuR8 HEIGTH(FEET) ~ 0.50
CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET); 2.00
CONSTANT SYMMETRICAL GUTTER-LIP(FEET) ~ 0.03125
CONSTANT SYMMETRICAL G0TTER-HIKE(FEET); 0.12500
FLOW ASSUMED 10 FILL SIREET EVENLY ON 80lH SIDES
;;:~=~~~~===~=:======:;==;=;=;;=;;~==========;==;==============;;========;;;
STREETFlOW MODEL RES0LTS:
----------------------------------------------------------------------------
STREET FLOWDEPTH(FEET) ~ 0.40
HALFSTREET FLOODWIDTH(FEET) ~ 16.06
AVERAGE FLOW VELOCITY(FEET/SEC.) ~ 3.62
. PRODUCT OF DEPTH&VELGCITY ~ 1.43
~
I~
e
HYDRAU1C DESIGN, ON-GRADE CA.TCE BASIN
P:::ojeC".: 'Tract 2LtlB5
Catcb. Basin Number: A - 6. 5
lO-year Discb.arge (from Rational Method) (cfs): '2..l
lOO-year Discharge (from Rational Method) (cfs): 8.4
Carryover from C.B. No. A- ;0) A-fo ~ A-l = (cf.s)::3.o + 5.2..
Tot:ll Design Discb.:lIge (cf.s): 8. 't
Flow Depth (ft): dlCO = 0.34 d,o';: 0.2. t
. Street Slope: 5 %
-
Use Cirj of Los Angeles (De?:!.! =ent of Public Works) Hyd:-::.:ilic
Design Manual, Ch:l!t LL -1'1-
w= 28'
GIOo
Discharge Ir.tercepted (cfs): \0.5 ). 8. 't
Carryover to DOVl!lStre:un Point (cfs): j5
Facilit'j Receiving Carryover: N/ A
&'0
b.t. ) '2.l
.
(of:..",ulA :
~ :. 3.1'2 Wo.55 01.5'
f . 0.t5 1.S'
Q,oo = 3.11.. \...z..~) (0.34)
6100= 10.5 cfS
Q,o= 3.12(Z8y>-8\O.2.4-)''s"
Q,o" '.! c.f5
'tJQ
7(,
.
- -.-
- - --
- - - - -.
. - . -. -.
. .
- -
(C)
dVDRAUlIC EI. EI'.ENTS - I PR.CoGRAM ",ACKAGE
Copyright 1982-88 Advanced Engineering Software (ae~)
Ver. 2.7A Release Date: 6/25/88 Senal # DE1721
E~pecially prepared for:
KEITH COMPANIES
TIME/OATE OF STUDY: 19:06 12-APR-96
~~~~~~~~~~~~~~~-~~~-~-;-;--~-~-;-;------~~~~---~-~---------~~----;-;;;;-----
.......................... DESCRIPTION OF STUDY
. FLO~ DEPT;, CALC. FOR C.B. "A-6.5"
.
. . . . . . . . . . . . . . . . . . . . . . . . . .
.
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
~~~~~~~~~~~~~~_~~~~~_~~~~~_~~~~~~~~~~~::::_______________________~~Jl______
CONSTANT STREET GRADE(FEET/FEET) = 0.050000
CONSTANT STREET FLO~(CFS) = 8.40
AVERAGE STREETFlO~ FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SVMMETRICAL STREET HALF-~IDTH(FEET) = 20.00
. CONSTANT SVI'.METRICAl STREET CROSSFALL(DECIIoIAL) = 0.017000
CONSTANT SVMMETRICAL CURB HEIGTH(FEET) = 0.50
CONSTANT SVMMETRICAl GUTTER-~IDTH(FEET) = 2.00
CONSTANT SVMMETRICAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SVMI'.ETRICAl GUTTER-HIKE(FEET) = 0.12500
FLO~ ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
----~--~-------;--;-;-----;~;~------~~-------------~---~------~-~~---~------
STREETFLO~ MODEL RESULTS:
----------------------------------------------------------------------------
STREET FLO~DEPTH(FEET) = 0.34
rlALFSTREET FLOOD~IDTrl(FEET) = 12.69
AVERAGE FLO~ VELOCITV(FEET/SEC.) = 5.52
PRODuCT OF DEPTrl&VELOCITV = 1.87
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
~~~~~~~~~~~~~~-~~~~~-~~~~~-~~~~~~~~~~~::::_--------------------~Q---------
CONSTANT STREET GRADE(FEET/FEET) = 0.050000
CONSTANT STREET FLOw(CFS) = 2.70
AVERAGE STREETFLOw FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SVMMETRICAL STREET HALF-WIDfH(FEEf) = 20.00
CONSTANT SVMMETRICAL STREET CROSSFALL(DECIMAL) = 0.017000
CONSTANT SVMMETRICAL CURS HEIGTH(FEET) = 0.50
CONSTANT SVI'.METRICAl GUTTER-wIDTrl(FEET) = 2.00
CONSTANT SVMMETRICAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SVMMETRICAL GUTTER-HIKE(FEET) = 0.12500
FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
----------------------~--------------=---=--------=-------------------------
STREETFlOW MODEL RESULTS:
----------------------------------------------------------------------------
STREET FlGwDEPTH(FEET) = 0.24
HALFSTREET FlOODWIDTrl(FEET) = 7.06
AVERAGE FLOW VELGCITV(FEET/SEC.) = 4.68
~ PRODUCT OF DEPTH&VElOCITV = 1.13
~=-=--=---------=--====---==-=-=----;--;-;==-=--;-----==--=;=-----------==-
71
<o~
.
h"'iTIRAUUC DESIGN, ON-GRADE CATCH B.ASIN
Projec-.: TrQC..t 2.tt 185
Catch Basin Numce:: A - 8 ~ A - ~
lO-year Discharge (from Rational Method) (ds):
Can-jover from C.B. No.
~/A
.
10.5/?- - S.~
1!Q.'1:> I'l. = 8.2-
= (ds): rJ
IOO-year Discharge (from Rational Method) (cfs):
Total Design Disc;:arge (ds): 8.1. E^.
Bow Depth (ft): d./co = O. ~ I'
e Street Slope: }. 2'/0
I
dlo = 0.'310
.
Use Cit'j of Los Angeles (Depa..~ent of Public Works) Hydr::.ulic
Design Manual, O:.art LL - 1'+
W=21'
G.\<<IO
Discharge Intercepted (cfs): 10.<1 > 8.2
Carryover to Dov,nstre:J..::l Point (ds): >i
Facilit'j Receiving CarIj'over: N/A
Q..IO
~.O") .5.3
.
.foil"" U l 1\ ,
Go. -=- 3.\2. "" 0.$ 01.5"
&100=3.\2. (2.I")o.i'i (OA-I)'.')
&100 ::: 10.~ (,f5
0:'65 /.,
Gin=' 3.11 (Z.I) (o:~",)
Q to = CJ.O c.F,7
71
'b1l .
I
e
. .
. .
~. .~~ ~~~
~ . ~ ~
~ ~
. ~ ~ .
~~~~~
. . ~ ~ ~ . ~
~ ~ ~
( C )
HVDRAULIC fLEMfNTS - I PROGRAM PACKAGE
Copyr~gnt 1982-88 Advanced Eng~neer~ng Software (ae~)
Ver. 2.7A Release Date: 6/25788 Serlal # Df1721
E~pec~ally prepared for:
KEITH COMPANIfS
----------------------------------------------------------------------------
;;;;;;;;;;;;;;;;;;;;;;;;;;;;---;----;;-------;--;;---;;--;;;--;-------------
TIME/DATE OF STUDY: 19:10 12-APR-96
* . * . . . * * * * . . . . . . . . . . . . . . . .
DESCRIPTION OF STUDY
"A-8" & "A-9"
. . . . . . . . . . . . . . . . . . . . . . . . . .
. FLOW DEPfH CALC. FOR C.8.
.
.
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
.
. . . . * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
~~~~~~~~~~~~~~-~~~~~-~~~~~-~~~~~~~~~~~::::_--------------------~QR--------
CONSTANT STREET GRADE(FEET/FEET) ~ 0.012000
CONSTANT STREET FLOW(CFS) ~ 16.30
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) ~ 0.015000
CONSTANT SVMMETRICAL STREET HALF-WIDTH(FEET) ~ 20.00
CONSTANT SVMMETRICAL STREET CROSSFALL(DfCIMAL) ~ 0.017000
CONSTANT SVMMETRICAL CURB HEIGTH(FEET) ~ 0.50
CONSTANT SYMMETRICAL GUTTfR-WIDTH(FEET) ~ 2.00
CONSTANT SVMMETRICAL GUTTER-LIP(FEET) ~ 0.03125
CONSTANT SVMMETRICAL GUTTER-HIKE(FEET) ~ 0.12500
FLOW ASSUMED TO FILL STREET EVENlV ON BOTH SIDES
- - - - - - .- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
----------------------------------------------------------------------------
STREETFlOW MODEL RESULTS:
----------------------------------------------------------------------------
STREET FlOWDEPTH(FEET) ~ 0.41
HALFSTREET FLOODWIDTH(FEET) ~ 17.19
AVERAGE FLOW VELOCITV(FEET/SEC.) ~ 3.06
PRODUCT OF DfPTH&VELOCITV ~ 1.27
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . * . . . . * . . * . . . . . * . . . . . . . . .
~~~~~~~~~~~~~~-~~~~~-~~~~~-~~~~~~~~~~~::::_--------------------~~----------
CONSTANT STREET GRADf(FEfT/FffT6' ~ 0.012000
CONSTANT STREET FLOW(CFS) ~ 1 .50
AVfRAGE STREETFLOW FRICTION FACTOR(MAhNIhG) . 0.015000
CONSTANT SVMMETRICAl SfREET HALF-WIDTH(FEEt). 20.00
CONSTANT SVMMfTRICAL STREET CROSSFAlL(DfCIMAl) ~ 0.017000
CONSTANT SVMMETRICAl CuRB HEIGTH(FEET) ~ 0.50
CONSTANT SVMMfTRICAL GUTTfR-WIDTH(FFET) ~ 2.00
CONSTANT SVMMETRICAl GUTTER-LIP(FEET) ~ 0.03125
CONSTANT SVMMETRICAL GUTTER-rlIKE(FEET) - 0.12500
FLOW ASSUMED TO FILL STREET EVENLV ON 80TH SIDES
~~;;;--;-----;---;------;;--;-;;--;---;-;-------;-;--=-----;-;----=--;-=--;-
STREET FLOW MODEL RESULTS:
----------------------------------------------------------------------------
STREET FLOWDEPTH(FEET) ~ 0.36
HALF STREET FLOODWIDTH(FEET) ~ 13.81
. AVERAGE FLOW VELOCITV(FEET/SEC.) ~ 2.96
PRODUCT OF DEPTH&VELOCITV ~ 1.06
-----;--=-;;==-;=====-;;-;-;-;;---;-;-;=-;---;---======;-===-=---=----====
~
~
e
e
.
HYDRAUliC DESIGN, ON-GRADE CATCH BASIN
Project: Tract 2ttl85
Catch Basin Number: A -10 E A-II
,
lo-year Discharge (from Rational Method) (cis): 2D.Qh :: 10.5 tA.
lOo-year Discharge (from Rational Method) (cis): 31....~:::. J6.tt EA
Carryover from C.B. No. N/A. = (cis): ~
Total Design Discharge (cis): /6.3 EA
Flow Depth (ft): dlC:o:: O. 't II c4,.:; 0.36'
Street Slope: 5%
.
Use City of Los Angeles (Department of Public Works) Hydraulic
Design Manual, Chart LL-14
W = 2.8'
DiScharge Intercepted (cis): Q,co = 13.Lt GIO" 10.5 Ell
Carryover to Downstream Point (cis): Ib.It-I:?Lt:::. 3.0 r:A (~'O~
I
Facility Receiving Carryover: A-6.5 e A- 5
.. I
&0;: c;6
foR.l'\lhJl~ '.
.G. = 3.1"2.. WD'~Dl.s
QIOO::' 3.\2.. l2.'6)o.8~0.4If5
G.\Ol>:: 1~.4 <..~
~IO= 1.\l. (28[115(0:,;"t7
@.,o =- II. 4 (fS
iD
?Jf>...
.
~ - - ~ ~ .
~~~~~.~~
~ ~
-~-~ ~~~.~~- ~~-~--~~~~..
..~-~~-~~~~~--
- ~
HVDRAULIC ELEMENTS - I PROGRAM PACKAGE
(Cl Copyright 1982-88 Advanced Engineering Software (ae~l
Ver. 2.7A Relea~e Date: 6/25786 Serlal # DE1721
Especially prepared for:
KEITH CO:r.PAiHES
---------------------------------------------------------------------------~
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
----------------------------------------------------------------------------
TIME/DATE OF STUDY: 19:12 12-APR-96
.... .................. .............
DESCRIPTIO~ OF STUDY
"A-10" & "A-11"
.......... ..................... .......
: FlO~ DEPTH CALC. FOR C.8.
.
... . ... ... ... ... ... ... .. . . . . . ... . . ... . . . . .. ... .. .. .. .. . .. . ... . . . . .. . .. . .. .. . .. . . . . .. . . .. .. .. ... . . .. .. . .. .. .. . . . .. . . .. .. .. . ..
. . . .. .. .. .. . . .. .. .. .. ... ... . .. ... .. .. . .. .. .. .. ... .. .. .. ... ... ... ... .. .. .. ... ... .. ... ... ... ... ... ... ... .. ... ... ... ... .. ... .. ... .. ... ... .. ... .. ... .. ... .. .. .. .. .. .. .. .. ... .. .. .
~~~~~~~~~~~~~~-~~~~~-~~~~~-~~~~~~~~~~~::::_--------------------~'?Q---------
.
CONSTANT STREET GRADE(FEET/FEET) ; 0.050000
CONSTANT STREET FlOW(CFSl; 32.60
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) ; 0.015000
CONSTANT SVMMETRICAl STREET HAlF-WIDTH(FEET); 20.00
CONSTANT SVMMETRICAL STREET CROSSFALl(DECIMAL) ; 0.017000
CONSTANT SVMMETRICAl CURB HEIGTH(FEET); 0.50
CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET); 2.00
CONSTANT SVMMETRICAl GUTTER-LIP(FEET); 0.03125
CONSTANT SVMMETRICAL GUTTER-HIKE(FEET); 0.12500
FlO~ ASSUMED TO FILL STREET EVENlV ON BOTH SIDES
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
----------------------------------------------------------------------------
STREETFlO~ MODEL RESULTS:
----------------------------------------------------------------------------
STREET FlOWDEPTH(FEET); 0.41
riALFSTREET FLOODWIDTHIFEET); 17.19
AVERAGE FLOW VELOCITVtFEET/SEC.) = 6.12
PRODUCT OF DEPTrl&VELOCITV = 2.54
... .. ... ... .. .. .. ... .. .. ... .. .. .. .. .. ... .. .. .. .. .. .. .. ... ... ... .. .. .. .. .. .. .. .. .. ... .. ... .. .. .. ... ... .. ... .. ... .. .. ... ... ... .. .. ... ... ... .. ... ... .. ... .. ... .. .. ... ... ... .. .. ... ... ... .
~~~~~~~~~~~~~~_~~~~~_~~~~~_~~~~~~~~~~~:~~~____________________Gt~~___________
CONSTANT STREET Gk. ADE(FEET/FEET) = 0.050000
CONSTANT STREET FLOW(CFS) = 20.90
AVFRAGE STREETFlDW FRICTION FACTOR(MAhNIhG) ; 0.015000
CONSTANT SYMMETRICAL SrREET ,',ALF-WIDr,,(FEET) = 2,).GG
CONSTANT SVMMETRICAL STRfET CROSSFAlL(DFCIMAL) = 0.017000
CONSTANT SVMMETRICAl CuRB HEIGTH(fEET) = 0.50
CONSTANT SVMMETRICAL GUTTfR-~ID1H(FEET) = 2.00
CONSTANT SVMMErRICAL GUTTER-LIP(FEET); 0.03125
CONSTANT SVMMETRICAl GUTTER-rlIKE(FEET) = 0.12500
FlO~ ASSUMED TO FILL STREET EVENLY ON BOTH SIDES
~~-------------;;;-----;-;;-;--;;;---;-;;;;;;;;;--;------;-;;;;;;;;;---;;;;;
STREETFlOW MODEL RESULTS:
----------------------------------------------------------------------------
STREET FLOWDEPTrl(FEET) = 0.36
rlALFSTREET FLOODWIDTH(FEfT). 13.81
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.89
_ PRODUCT OF DEPTH&VELOCITV = 2.10
~-;--;=;-;-;--;;;;;----;;;--;;-;;-;--;--;;-;;-;--;;-;--;---;==;;;;=-----;;;
~I
i>.
.
HYDRAUUC DESIGN, ON-GRADE CATCH BASIN
Project:-rrac.t 2.t185
Catch Basin Number: A-Ii f 1\-/3'
lG-year Discharge (from Rational Method) (cis): 2.lt..l/z. "" 1.3-'+ fA
lOG-year Discharge (from Rational Method) (cis): L/-2.% = 2.1.2 fA
Carryover from C.B. No, JJ/A = (cis): fI
Total Design Discharge (cis): Lt2.3 -=- 2/.2. M
. Flow Depth (it): cl,oo = O.55'} cL,o ~ o. 4- 9'
Street Slope: I. 0 Of..
.
.
Use City of Los Angeles (Department of Public Works) Hydraulic
Design Manual, Chart LL - 14-
W= 28'
DiScharge Intercepted (cis): 21.6:72.1.2:= Q,oo .
Carryover to Downstream Point (cis): Ii
Facility Receiving Carryover: N I A
~lM '-\ \.."., '.
& -= ~.\2. WO,lS D"'i
(. oa~ {, ~V;
Q,oo=-3.1'2. \.'2.\f1" \.0.'35}
(QIG> -:. 2.1.b CFS
Z2--
I~.'L > 1~.4 '= &.10
L "f.1JS I .,
6l.1o~ 3.12. \..1.RJ, (o.ttClJ)"
6..0; lB. 'Z. Cf5
~
( C )
HYDRAULIC ELE~ENTS - I PROGRAM PACKAGE
Copyright 1982-88 Advanced En9ineering Software (ae~)
Ver. 2.7A Release Date: 6/25/88 Serlal # DE1721
E~pecially prepared for:
KEITH CO~PANIfS
----------------------------------------------------------------------------
TIME/DATE OF STUDY: 19:15 12-APR-96
.---------------------------------------------------------------------------
. . . * * . . * . . * * . * . . . . * . . . , , . ,
DESCRIPTION OF STUDY
"A-12" & "A-13"
. . . . , . , , , * , . . . , . . * . , . , . . . .
. FLO~ DEPTH CALC. FOR C.B.
.
. . . . . . . . . . . . , . . , , . . * . . , . . . . , . . . . . . . * . . . . . . . . * . . , , . . . . * . . , * , . . , . . . . . . . . . . . .
. . . . . . . . . . * . . . . . . . . . . . . . . . . . . . . . * . . . * . . . . . . . . . . . . . . . . . . * . . . . . . . . . . . . . . . . . . . .
>>>>STREETFLO~ MODEL I~PUT I~FORMATION<<<<
-----------_._---------------------------------------------------------------
CONSTANT STREET GRADE(FEET/FffT) ; 0.010000
CONSTANT STREET FLO<<(CFS); 42.30
AVERAGE STREETFLO~ FRICTION FACTOR(~A~NI~G) ; 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 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 FULL'..
~;~;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;~;;;;;;;;;;;;;;
STREETFLO~ MODEL RESuLTS:
NOTE: STREETFLOW EXCEEDS TOP OF CuRB.
THE FOLLO~ING STREETFLO~ RESULTS ARE 8ASED ON THE ASSUMPTION
THAT NEGLIBLE FLO~ OCCURS OUTSIDE OF THE STREET CitANNEL.
THAT IS, ALL FlO~ ALO~G THE PARKWAY, ETC., IS ~EGlECTED.
STREET FLO~DEPTH(FEET); 0.55
HALFSTREET FLOOD~IDT1(FEET); 20.00
AVERAGE FLO~ VELOCITY(EEET/SEC.); 3.98
PRODUCT OF DEPTHIVELOCITY; 2.19
. . . * . * * * . . . * . . . . * * * * * . . * . . * . . * . * * * . * * . * * . . . . . . . * . . . . * . . . . . . . . . * . . . . . * . . . . . * .
>>>>STREETFLO~ MODEL I~~UT I~FORMATION<<<<
CONSTANT STREET GRADE(FtET/FEET) ; 0.010000
CONSTANT STREET FLO~(CFS); 26.70
AVERAGE STREETFLO~ FRICTION FACTOR(MA~NI~G) ; 0.015000
CONSTANT SYMMETRICAL STREET HALF-<<IDTH(FEEf); 20.GO
CONSTANT SYMMETRICAL STREET CROSSFALL(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 LO FILL STREET EVENLY ON BOTH SIDES
..'STREET FLO~ING FULL...
~w______________=-----__=____=_=_=___~________________-------------_________
STREETFLOw MODEL RESULTS:
~--------------------------------------------------------------------------
~ STREET FLOwDEPTH(FEET); 0.49
HALFSTREET FLOOD~rDTH\FEET); 20.00
AVERAGE FLO~ VELOCITY\FEET/SEC.); 3.23
PRODUCT OF DfP!~~~~~~~!!~_~__ _~:~~__________________________________
--====-=--=-====-----------------------------------------------------------=
~)
~
.
HYDRAUUC DESIGN, SUMP CATCH BASIN
Project: 'l1b.ct 2.Lt185
Catch Basin Number: I!r I
lo-year Discharge (from Rational Method) (cis): 1.'3
100-year Discharge (from Rational Method) (cis): I. 'I
Carryover from C.B. No.
~/A
= (cis): f!
Total Design Discharge (cis): /.'1
. Maximum Ponding Depth (ft): D'G\? ~ 0.2>3 I = Oep~ of LoeoJ Oepre-::oicf\ 0111
Use City of Los Angeles (Depanment of Public Works) Hydraulic
Design Manual, Chart LL-15
W = 71
Discharge Intercepted (cis): It. \ > f.q
SUMF CAPACITY
Q=- 3.0B1-WI\"S
Q= 1\.1 c.f?
e
<z~
~
e
e
.
HYDRAUUC DESIGN, SUMP CATCH BASlli'
Project: Troc t Z. Ltj8 5
Catch Basin Number: 8 - 2-
10-year Discharge (from Rational Method) (cfs): 1?J.1o
100-year Discharge (from Rational Method) (cfs): 22.3
Carryover from C.B. No.
5-3
Total Design Discharge (cis): '2.2.3
Maximum Ponding Depth (ft):
Sf. LOI".,) PT.
FL. LOW PT.
= (cfs): 4-.b
1//5. "ff
1//4. 7~
,,"L'
Use City of Los Angeles (Department of Public Works) Hyclrac::.:c
Design Manual, Chart LL-15
W = II'
Discharge Intercepted (cis): 33.1 > 1..1...3
RJ~l-'d Side: of Grup~
Q-= 30 AWO.,3Do.6
ol~ 0.0
Q ==(3.0)(731)(1/)' Q.2.)
0. == 33.1 CfS
r
2~
tt,l\
e
HYDRAULIC DESIGN, ON-GRADE CATCH BASIN
Project: rfLIIC-, t4-/86
Catch Basin Number: '83' (~Y.(ST1"'''' wef.-reu.'( e.u.,..~ftew S-..,...."e c.t::>)
la-year Diseharqe (from Rational Method) (cts): ~.q
lOa-year Diseharqe (from Rational Method) (ets): /(1. 6
carryover from C.B. No. ~ ~ (efs): Ji
Total Desiqn Diseharqe (efs): jab
Flow Depth (ft): d/l>> ~ 0.3... ' . dlO::;; a ~/'
I
. street Slope: ~7Z~D
.
Hydraulic Desiqn Manual, Chart LL-/4
,
W = /'1 (EK/~"'v)
Discharqe Intercepted (cts): ~.o ""4100) li>.o::::~"
Carryover to Downstream point (efs): 4.(, o;~"'" i f.'l <s.Q,o
Facility Reeeivinq carryover: ~-1L
(r, ~U LA ~
8...: :'. It. W 0.&'5 D 1.5
0-.\00::: ~.\1. l\+)O.f>5 (o.~'3)'C;
:: ".0 Cf5>
&'0:: 3.\1. (\'\)()'&\O:~I)/,5"
'" 5.0 Cf7
~("
<\Q
e
. - - -" -" - -" - - - -
(C)
rlVDRAuLIC ELE~ENTS - I PROGRAM PAC AGE
Copyright 1982-88 Advanced Engineering oftware (aes)
Ver. 2.7A Release Date: 6/25788 Serla I Df1721
Especially prepared for:
KEITH COMPANIES
----------------------------------------------------------------------------
TIME/DATE OF STUDY: 18:07 15-Af'R-96
~~;---;-----;;--;--;-----==-=;;-;-==;-=---;-=-==;==-;;-;====-===;==;;;;;;=;;
. . . . . . . . . . . . . . . . . . . . . * . * * .
DESCRIPTION OF STUDY
"B-3"
* * . * * * . * * * . . . * * * . * . * * * * * . *
: FLOW DEPTH CALC. FOR C.B.
. . . . . * * . * . * . * . . * * . * . * * * * . . * . . . * . . . * * . * * . . . . . . * . . . . . . . . * . . . . * . * . . . . . . . . * . * .
. . . . . . * * . . . . . . . . . . . . . . . . * . . * . . . . . . * . . * . . * . * * . . * * . . . . . . . . . . . . * * . . . . . . . * . . . * * .
>>>>STREETFLOW MODEL INPUT Ii-FORio\ATION<<<< (,'\\00
-----------------------------------------------------------~---------------
CONSTANT STREET GRADE(FFET/FEfTI = 0.0~7200
CONSTANT STREET FLOW(CFS) = 10.60
AVERAGE STREETFLOW FRICTION FACTOR(io\ANNING) = 0.015000
CONSTANT SVMMETRICAL STREET HALF-WIDT~(FEET) = 43.00
. CONSTANT SVio\io\ETRICAl STREET CROSSFAlL(DECIMAL) = 0.0200DO
CONSTANT SVMMEf~ICAL CU~B HEIGT~(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTfR-NIDTrl(FFET) = 2.00
CONSTANT SVio\MET~ICAL GUTTE~-LIP(FEET) = 0.03125
CONSTANT SVio\METRICAL GUTTE~-rlIKf(FEET) = O.1250D
FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND i~EN SPLITS
-;-;--~-;-;-;==;-;--;---;----;-----;---;--;--=~~-~-;--;-------------=-------
----------------------------------------------------------------------------
STREETFLO~ MODEL RESULTS:
STREET FLOWDEPf;i(FEET) - Oa~5
~ALFSTREET FLOODWIDTrl(FFET) = 11.93
AVERAGE FLO~ VELOCITV(FEfT/SEC.) = 6.75
PRODUCT OF DEPTHIVELOCITY = 2.39
* * . . * . . * . * . . * . . . . * . . . . . . . . . . . . . * . . * . . . . * . . . . . . . * . * . . . . . . . * . . * . . . . . . . . . . . * . . .
~~~~~~~~~~~~~~_~~~~~_~~~~~_~:~~~~~~~~~::::________________~LQ______________
CONSTANT STREET GRADE(FEET/FEET) = 0.067200
CONSTANT STREET FLOW(CFS) = 6.90
AVERAGE STREETFLON FRICTION FACTOR(MANNING) = 0.015000
CONSTANT SVMMETRICAL STREET HALF-wIDT~(FEET) = 43.00
CONSTANT SVio\METRICAL STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SVMMETRICAL CURB HEIGfH(FEET) = 0.50
CONSTANT SVMMETRICAL GUTTER-WIDTrl(FEET) = 2.00
CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125
CONSTANT SVio\METRICAL GUTTER-HIKE(FEET) = 0.12500
FLOW ASSUMED TO FILL STREET ON ONE SIDE, A~D T~EN SPLITS
.~~;;;---;-;;;-;;-----;;;;--;-;-;;;---;;------;--=----;;;;-;------;=----;;-;
----------------------------------------------------------------------------
STREET FLOw MODEL RES0LTS:
STREET FLOwDEPTH(FEET) = 0.32
HALFSTREET FlOODwIDTrl(FEET) = 10.01
e AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.00
PRODUCT OF DEPTHIVELOCITY = 1.90
--;;----=;;;;;----------------------------;-;----------;-;----------------
37
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_ Emergency Escape
Tract 24185
The following catch basins are sump type:
"A-I": 1115,94F,L., 1116,77T,C" 1116,97 ROW,
"A-2": 1126,98 F.L" 1127,81 T,C., 1128,01 ROW,
"B-1": 1116,14F,L" 1116,97 TC" 1117,21 ROW,
"B-2": 1114,83 FL., 1115,66 TC" 1115,90 ROW,
The emergency escape routes for these catch basins are as follows:
Water from C.B, "A-2" will top over the right of way at the end of the cul-de-sac, flow along the
drainage easement toward Alcoba Drive, then flow toward C.B, "A-l ",
Water from C,B, "A-I" will top over the centerline of Alcoba Drive (Elev, 1116,59), then flow
toward C,B, "B-2",
Water from C,B. "B-2" will top over the centerline of De Portola Road (Elev, 1115,96), and will
first flow toward C.B, "B-1",
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Water from CR "B-1" will first top over the centerline of De Portola Road (Elev, 1115,96) and
head toward c.B. "B-2", If water continues to rise, water from C,B.'s "B-1" and "B-2" will top
over the high point at the southeast curb-return of De Portola Road (Elev, 1117,18), and flow
south along Alcoba Drive in Tract 24182,
It is noted that the lowest proposed pad elevation is 1123,9 at this intersection,
Please see attached exhibit map that follows,
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e
SUMMARY OF STRUCTURAL CALCULATIONS I
FLEXURAL STRENGTH FOR C.I.P.P. UNDER STATIC SURCHARGE
I
PROJECT: Paloma Del Sol
TRACT: 24185 I
LINE: "B" (Along De Portola Road)
Station H h1 Stress Safety Remarks
Factor
12+47 12.0 9.5 261 Tension 1.99 Interim Condition
16+98 13.0 14.0 271 Tension 1.92 Interim Condition
17+50 10.5 11.0 261 Tension 1.99 Interim Condition
17+98 9.0 9.5 240 Tension 2.17 Interim Condition
12+47 12.0 3.5 249 Tension 2.09 Ultimate Condition
16+98 13.0 4.5 251 Tension 2.07 Ultimate Condition
17+50 10.5 2.0 242 Tension 2.15 Ultimate Condition
.31-3
?#>
e
e
I STRUCTURAL CALCULATIONS I
FLEXURAL STRENGTH FOR CI.P.P. UNDER STATIC SURCHARGE
I I
PROJECT: Paloma Del Sol
TRACT: 24185 I
LINE: "B" (Along De Portola Road)
D= 48 inch = 4.00 feet
R= 26.5 inch = 2.21 feet
t= 5 inch = 0.42 feet
0'= 58 inch = 4.83 feet
B= 59 inch = 4.92 feet
H= 144 inch = 12.00 feet
hl = 114 inch = 9.50 feet
wp= 860 Ibs
ww= 784 Ibs
(1) Detennine the earth load on the pipe
H/B = 12.00 feet I 4.92 feet = 2.44
From Drawing No.7, Cd= 1.78
I
Average density above pipe, w= 130 pcf
Wed- Cd . w . (B)^2 = 5,594 plf
(2) Detennine live load on pipe from Table VIII
I I
Maximum load = 0.2 kips per lineal foot
I
Total vertical load = 5594 + 200 = 5,794 pit
I
Average density in upper 12 feet beside trench = 130 pcf
zu = k'w"H = 1/3 130 12 - 520 psf
zt= k *w' = 1/3 130 = 43 psf
(3) Computation of thrusts and moments at invert
I
(a) From vertical loads:
Tv= + 0
Mv= + 0.125'V'R
+ 0.125 5,794 2.21
+ 1599
e
Page 1 3+t
3.~1
e
e
(b) From uniform lateral load: I
TLu= + 1.0*zu*R
+ 1.0 I 520 2.21
+ 1148 I
MLu= - 0.25 * zu * R^2
. 0.25 520 2.21 ^2
- 634
(e) From triangular lateral load:
TLt= + 1.375 * zt * R^2
+ 1.375 43 2.21 ^2
+ 291
MLt= - 0.292 * zt * R^3
- 0.292 43 2.21 ^3
- 136
(d) From weight of water in pipe:
Tw= - 0.451 * ww
- 0.451 I 784
. 354
Mw= + 0.070 *ww * R
+ 0.070 784 2.21
+ 121
(e) From head of water:
Th1 = - 31.2 * h1 * 0
- 31.2 10 4.00
- 1185.6
Mh1 = + 0
(I) From weight of pipe:
Tp= + 0.027 * wp
+ 0.027 I 860
+ 23 I
Mp= + 0.070 *wp * R
+ 0.070 860 2.21
+ 133
(g) Total thrust and total moment:
T= + -
+ 1,148
+ 291
- (354)
- (1,186)
+ 23
[17)
e
Page 2 34-!>
~
e
e
M= + 1,599
- (634)
- (136)
+ 121
+ -
+ 133
1,083
(4) Detennine maximum tensile-flexural stress:
I
f= T / (12 t) - 6*M/(t^2)
-1 - 260
-261 psi tension
I
Comparison of this result with the values shown on Drawing NO.4
indicates a good factor of safety with 3,000 psi concrete.
Factor of Safety: 520 / 261 - 1.99
.
REF: Lynch Manual Cast-In-Place Concrete Pipe Process, Tremont Equipment
Co., Inc., Dixon, Califomia, 1980. Reorint Jan., 1990.
e
Page 3 .3ft
~
e
e
I STRUCTURAL CALCULATIONS I
FLEXURAL STRENGTH FOR CI.P.P. UNDER STATIC SURCHARGE
I
PROJECT: Paloma Del Sol
TRACT: 241851
LINE: "B" (Along De Portola Road)
0= 48 inch = 4.00 feet
R= 26.5 inch = 2.21 feet
t- 5 inch = 0.42 feet
DI= 58 inch = 4.83 feet
B= 59 inch = 4.92 feet
H= 156 inch = 13.00 feet
h1 - 168 inch = 14.00 feet
Wp= 860 Ibs
ww= 784 Ibs
(1) Detennine the earth load on the pipe
H/B = 13.00 feet I 4.92 feet = 2.64
From Drawing No.7, Cd= 1.85
[
Average density above pipe. w= 130 pcf
I
Wed = Cd * w * (8)*2 = 5,814 plf
I
(2) Detennine live load on pipe from Table VIII
I I
Maximum load = 0.2 kips per lineal foot
I
Total vertical load = 5814 + 200 = 6,014 plf
I
Average density in upper 13 feet beside trench = 130 pcf
zu = k*w'*H = 1/3 130 13 = 563 psf
zt= k *w' = 1/3 130 = 43 psf
(3) Computation of thrusts and moments at invert
I
(a) From vertical loads:
Tv= + 0
Mv= + 0.125*V*R
+ 0.125 6,014 2.21
+ 1660
e
Page 1 34-1
?PO
e
e
(b) From unifonn lateral load: I
TLu = + 1.0. zu. R
+ 1.0 I 563 2,21
+ 12441
MLu= - 0.25. zu . R^2
- 0.25 563 2.21 ^2
- 687
(c) From triangular lateral load:
TLt= + 1.375. zt. R^2
+ 1.375 43 2.21 ^2
+ 291
MLl = - 0.292. zt . R^3
- 0.292 43 2.21 ^3
- 136
(d) From weight of water in pipe:
Tw= - 0.451 . ww
- 0.451 784
- 354
Mw= + 0.070.ww. R
+ 0.070 784 2.21
+ 121
(e) From head of water:
Th1 = - 31.2. h1. 0
- 31.2 14 4.00
- 1747.2
Mhl = + 0
(f) From weight of pipe:
Tp= + 0.027. wp
+ 0.027 T 860
+ 23 I
Mp= + 0.070 . Wp . R
+ 0.070 860 2.21
+ 133
(g) Total thrust and total moment:
T= + -
+ 1,244
+ 291
- (354)
- (1,747)
+ 23
(543)
e
Page 23ft
~\.
e
e
M= + 1,660
- (687)
- (136)
+ 121
+ -
+ 133
1,091
(4) Detennine maximum tensile-flexural stress:
T
f= T/(12t) - 6*M/(t^2)
-9 - 262
-271 psi tension
T
Comparison of this result with the values shown on Drawing NO.4
indicates a good factor of safety with 3,000 psi concrete.
I
Factor of Safety: 520 / 271 = 1.92
REF: Lynch Manual Cast-In-Place Concrete Pipe Process, Tremont Equipment
Co., Inc., Dixon, California, 1980. ReDrint Jan., 1990.
e
Page 3
34-1
'!}52--
e
e
I STRUCTURAL CALCULATIONS I I
FLEXURAL STRENGTH FOR CI.P.P. UNDER STATIC SURCHARGE
I
PROJECT: Paloma Del Sol
TRACT: 24185
LINE: "B" (Along De Portola Road)
D= 48 inch = 4.00 feet
R= 26.5 inch = 2.21 feet
t= 5 inch = 0.42 feet
D'= 58 inch = 4.83 feet
B= 59 inch = 4.92 feet
H= 126 inch = 10.50 feet
h1 = 132 inch = 11.00 feet
Wp= 860 Ibs
ww- 784 Ibs
(1) Detennine the earth load on the pipe
H/B= 10.50 feet I 4.92 feet = 2.14
From Drawing No.7, Cd= 1.65
I
Average density above pipe, w- 130 pef
Wed = Cd * w * (B)^2 - 5,185 plf
(2) Detennine live load on pipe from Table VIII
I I
Maximum load = 0.23 kips per lineal foot
I
Total vertical load = 5185 + 230 - 5,415 plf
I
Average density in upper 11 feet beside trench = 130 pcf
zu = k*w'*H = 1/3 130 11 = 455 psf
zt= k Ow' = 1/3 130 - 43 psf
(3) Computation of thrusts and moments at invert
I
(a) From vertical loads:
Tv- + 0
Mv= + 0.125 * V * R
+ 0.125 5,415 2.21
+ 1495
e
Page 1 3.>0
~
e
e
(b) From uniform lateral load:
TLu = + 1.0 . zu . R
+ 1.0 455 2.21
+ 1005
MLu= - 0.25 . zu . R^2
- 0.25 455 2.21 ^2
- 555
(c) From triangular lateral load:
TLt= + 1.375. zt. R^2
+ 1.375 43 2.21 ^2
+ 291
MLt= - 0.292 . zt . R^3
- 0.292 43 2.21 ^3
- 136
(d) From weight of water in pipe:
Tw= - 0.451 . ww
- 0.451 784
- 354
Mw= + 0.070 . ww . R
+ 0.070 784 2.21
+ 121
(e) From head of water:
Thl = - 31.2. hI .0
- 31.2 11 4.00
- 1372.8
Mhl = + 0
(I) From weight of pipe:
Tp= + 0.027. wp
+ 0.027 860
+ 23
Mp= + 0.070. wp . R
+ 0.070 860 2.21
+ 133
(g) Total thrust and total moment:
T= + -
+ 1,005
+ 291
- (354)
- (1,373)
+ 23
(408)
e
Page 2 35'1
?>09\
e
e
M= + 1,495
- (555)
- (136)
+ 121
+ -
+ 133
1,058
(4) Determine maximum tensile-flexural stress:
f= T I (12t) - 6. M I (t^2)
-7 - 254
-261 psi tension
I
Comparison of this result with the values shown on Drawing NO.4
indicates a good factor of safety with 3,000 psi concrete.
I
Factor of Safety: 520 I 261 = 1.99
REF: Lynch Manual Cast-In-Place Concrete Pipe Process, Tremont Equipment
Co., Inc., Dixon, California, 1980. Reprint Jan., 1990.
e
Page 3 3S~
~~
e
e
I 1 STRUCTURAL CALCULATIONS I
FLEXURAL STRENGTH FOR CI.P.P. UNDER STATIC SURCHARGE
I 1 1
PROJECT: Paloma Del Sol
TRACT: 241851 I
LINE: "B" (Along De Portola Road)
D= 48 inch = 4.00 feet
R= 26.5 inch = 2.21 feet
t= 5 inch = 0.42 feet
D'= 58 inch = 4.83 feet
B= 59 inch = 4.92 feet
H= 108 inch = 9.00 feet
h1 = 114 inch = 9.50 feet
wp= 860 Ibs
ww= 784 Ibs
(1) Detennine the earth load on the pipe
H/B= 9.00 feet I 4.92 feet = 1.83
From Drawing No.7, Cd= 1.45
I
Average density above pipe, w= 130 pcf
Wed = Cd . w . (B)^2 = 4,557 plf
(2) Detennine live load on pipe from Table VIII
I I
Maximum load = 0.27 kips per lineal foot
1
Total vertical load = 4557 + 270 = 4,827 plf
I
Average density in upper 9 feet beside trench = 130 pcf
zu = k.w'.H - 1/3 130 9 = 390 psf
zt= k. w' = 1/3 130 = 43 psf
(3) Computation of thrusts and moments at invert
I
(a) From vertical loads:
Tv= + 0
Mv= + 0.125 .V. R
+ 0.125 4,827 2.21
+ 1332
e
Page 1
3S}
%-
e
e
(b) From uniform lateral load: I
TLu= + 1.0*zu*R
+ 1.0 I 390 2.21
+ 861 I
MLu= - 0.25 * zu * R^2
- 0.25 390 2.21 ^2
- 475
(e) From triangular lateral load:
TLt= + 1.375 * zt * R^2
+ 1.375 I 43 2.21 ^2
+ 291 I
MLt= - 0.292 * zt * R^3
- 0.292 43 2.21 ^3
- 136
(d) From weight of water in pipe:
Tw= - 0.451 * ww
- 0.451 I 784
- 354 I
Mw= + 0.070 *ww * R
+ 0.070 784 2.21
+ 121
(e) From head of water:
Th, = - 31.2 * h, * D
- 31.2 10 4.00
- 1185.6
Mh,= + 0
(f) From weight of pipe:
Tp= + 0.027 * wp
+ 0.027 I 860
+ 23 I
Mp= + 0.070 * Wp * R
+ 0.070 860 2.21
+ 133
(g) Total thrust and total moment:
T= + -
+ 861
+ 291
- (354)
- (1,186)
+ 23
(364)
e
Page 2 3>t
~
e
e
M= + 1,332
- (475)
- (136)
+ 121
+ -
+ 133
975
(4) Detennine maximum tensile-flexural stress:
I
f= T / (12t) - 6*M/(t^2)
-6 - 234
-240 psi tension
Comparison of this result with the values shown on Drawing NO.4
indicates a good factor of safety with 3,000 psi concrete.
I
Factor of Safety: 520 / 240 = 2.17
REF: Lynch Manual Cast-in-Place Concrete Pipe Process, Tremont Equipment
Co., Inc., Dixon, Califomia, 1980. Reorint Jan., 1990.
e
Page 3 35"5"
~
J
e
e
1 STRUCTURAL CALCULATIONS I
FLEXURAL STRENGTH FOR CI.P.P. UNDER STATIC SURCHARGE
I 1
PROJECT: Paloma Del Sol
TRACT: 241851 1
LINE: "B" (Along De Portola Road)
D= 48 inch = 4.00 feet
R= 26.5 inch = 2.21 feet
t= 5 inch = 0.42 feet
01= 58 inch = 4.83 feet
B= 59 inch = 4.92 feet
H= 144 inch = 12.00 feet
hl = 42 inch = 3.50 feet
wp= 860 Ibs
ww= 784 Ibs
(1) Detennine the earth load on the pipe
H/B= 12.00 feet I 4.92 feet = 2.44
From Drawing No.7, Cd= 1.78
Average density above pipe, w- 130 pcf
1
Wed = Cd *w * {B)^2 - 5,594 pit
1
(2) Detennine live load on pipe from Table VIII
I
Maximum load = 0.2 kips per lineal foot
Total vertical load = 5594 + 200 = 5,794 plf
Average density in upper 12 feet beside trench = 130 pct
zu = k*w'*H - 1/3 130 12 = 520 psf
21- k * w' = 1/3 130 = 43 psf
(3) Computation of thrusts and moments at invert
1
(a) From vertical loads:
Tv= + 0
Mv= + 0.125 *V* R
+ 0.125 5,794 2.21
+ 1599
e
Page 1 3>.6
1>~
e
e
(b) From uniform lateral load: I
TLu= + 1.0 * zu * R
+ 1.0 I 520 2.21
+ 1148 I
MLu= - 0.25 * zu * R^2
- 0.25 520 2.21 ^2
- 634
(c) From triangular lateral load:
TLt = + 1.375 * zt * R^2
+ 1.375 I 43 2.21 ^2
+ 291 I
MLt= - 0.292 * zt * R^3
- 0.292 43 2.21 ^3
- 136
(d) From weight of water in pipe:
Tw= - 0.451 * ww
- 0.451 I 784
- 354 I
Mw= + 0.070 * ww . R
... 0.070 784 2.21
+ 121
(e) From head of water:
Th1 = - 31.2 * h1 . 0
- 31.2 4 4.00
- 436.8
Mh1- + 0
(f) From weight of pipe:
Tp= + 0.027 * wp
+ 0.027 I 860 .
+ 23 I
Mp= ... 0.070 * wp * R
+ 0.070 860 2.21
+ 133
(g) Total thrust and total moment:
T= + -
+ 1,148
+ 291
- (354)
- (437)
+ 23
672
e
Page 2 3>1
?:>r:P ·
. I
.
.
M= + 1,599
- (634)
- (136)
+ 121
+ -
+ 133
1,083
(4) Detennine maximum tensile-flexural stress:
I
f= T/(12t) - 6*M/(t^2)
11 - 260
-249 psi tension
I
Comparison of this result with the values shown on Drawing NO.4
indicates a good factor of safety with 3,000 psi concrete.
I
Factor of Safety: 520 / 249 = 2.09
REF: Lynch Manual Cast-In-Place Concrete Pipe Process, Tremont Equipment
Co., Inc., Dixon, California, 1980. Reprint Jan., 1990.
.
Page 3
31-g
~~
e
e
1 STRUCTURAL CALCULATIONS I
FLEXURAL STRENGTH FOR CI.P.P. UNDER STATIC SURCHARGE
T T
PROJECT: Paloma Del Sol
TRACT: 241851 1
LINE: "S" (Along De Portola Road)
0= 48 inch = 4.00 teet
R= 26.5 inch = 2.21 teet
t = 5 inch = 0.42 teet
D'= 58 inch = 4.83 teet
S= 59 inch = 4.92 teet
H= 156 inch = 13.00 teet
h, = 54 inch = 4.50 teet
wp= 860 Ibs
ww= 784 Ibs
(1) Detennine the earth load on the pipe
HIS = 13.00 teet I 4.92 teet - 2.64
From Drawing NO.7, Cd= 1.85
Average density above pipe, w= 130 pct
I
Wed- Cd * w * (S)'2 = 5,814 pit
1
(2) Detennine live load on pipe trom Table VIII
I 1
Maximum load = 0.2 kips per lineal toot
I
Total vertical load = 5814 + 200 = 6,014 pit
I
Average density in upper 13 teet beside trench = 130 pet
zu = k*w'*H = 1/3 130 13 = 563 pst
zt= k .w' = 1/3 130 = 43 pst
(3) Computation of thrusts and moments at invert
I I
(a) From vertical loads:
Tv= + 0
Mv= + 0.125 * V * R
+ 0.125 6,014 2.21
+ 1660
e
Page 1
3~~
)(;.'Z---
e
e
(b) From uniform lateral load: I
TLu= + 1.0 . zu . R
+ 1,0 I 563 2.21
+ 1244
MLu= - 0.25 . zu . R^2
- 0.25 563 2.21 ^2
- 687
(e) From triangular lateral load:
TLt = + 1.375. zt. R^2
+ 1.375 43 2.21 ^2
+ 291
MLt= - 0.292 . zt . R^3
- 0.292 43 2.21 ^3
- 136
(d) From weight of water in pipe:
Tw= - 0.451 . WIN
- 0.451 I 784
- 354 I
Mw= + 0.070 . WIN . R
+ 0.070 784 2.21
+ 121
(e) From head of water:
Thl = - 31.2. hI .0
- 31.2 5 4.00
- 561.6
Mhl= + 0
(f) From weight of pipe:
Tp= + 0.027. wp
+ 0.027 T 860
+ 23 I
Mp= + 0.070 . wp . R
+ 0.070 860 2.21
+ 133
(g) Total thrust and total moment:
T= + -
+ 1,244
+ 291
- (354)
- (562)
+ 23
643
e
Page 2 3{,O
~3
e
e
M= + 1,660
- (687)
- (136)
+ 121
+ -
+ 133
1,091
(4) Determine maximum tensile..flexural stress:
f= T 1(12t) - 6' M 1 (t^2)
11 - 262
-251 psi tension
Comparison of this result with the values shown on Drawing NO.4
indicates a good factor of safety with 3,000 psi concrete.
I
Factor of Safety: 520 1 251 = 2.07
REF: Lynch Manual Cast-In-Place Concrete Pipe Process, Tremont Equipment
Co., Inc., Dixon, California, 1980. Reprint Jan., 1990.
e
Page 3
.3b1
3/P'\
e
e
I STRUCTURAL CALCULATIONS r T
FLEXURAL STRENGTH FOR CI.P.P. UNDER STATIC SURCHARGE
I
PROJECT: Paloma Del Sol
TRACT: 24185
LINE: "B" (Along De Portola Road)
D= 48 inch = 4.00 feet
R= 26.5 inch = 2.21 feet
t= 5 inch = 0.42 feet
0'= 58 inch = 4.83 feet
B- 59 inch = 4.92 feet
H= 126 inch = 10.50 feet
h1 = 24 inch = 2.00 feet
Wp= 860 Ibs
ww= 784 Ibs
(1) Determine the earth load on the pipe
H/B = 10.50 feet I 4.92 feet = 2.14
From Drawing No.7, Cd= 1.65
Average density above pipe, w= 130 pcf
I
Wed = Cd *w * (B)^2 = 5,185 plf
I
(2) Detennine live load on pipe from Table VIII
I
Maximum load = 0.23 kips per lineal foot
Total vertical load = 5185 + 230 = 5,415 plf
Average density in upper 11 feet beside trench = 130 pcf
zu = k*w'*H = 1/3 130 11 = 455 psf
zt= k * w' = 1/3 130 - 43 psf
(3) Computation of thrusts and moments at invert
I I
(a) From vertical loads:
Tv= + 0
Mv= + 0.125*V*R
+ 0.125 5,415 2.21
+ 1495
e
Page 1
36~
?fp"S
e
e
(b) From uniform lateral load: I
TLu = + 1.0 * zu * R
+ 1.0 I 455 2.21
+ 1005 I
MLu = - 0.25 * zu * R^2
- 0.25 455 2.21 ^2
- 555
(c) From triangular lateral load:
TLt = + 1.375 * zt * R^2
+ 1.375 I 43 2.21 ^2
+ 291 I
MLt= - 0.292 * zt * R^3
- 0.292 43 2.21 ^3
- 136
(d) From weight of water in pipe:
Tw= - 0.451 * ww
- 0.451 I 764
- 354 I
Mw= + 0.070 *ww * R
+ 0.070 784 2.21
+ 121
(e) From head of water:
Th, = - 31.2 * h, * 0
- 31.2 2 4.00
- 249.6
Mh, = + 0
(I) From weight of pipe:
Tp= + 0.027*wp
+ 0.027 I 860
+ 23 I
Mp= + 0.070 * Wp * R
+ 0.070 860 2.21
+ 133
(g) Total thrust and total moment:
T= + -
+ 1,005
+ 291
- (354)
- (250)
+ 23
715
e
Page 2 36'3
~(J>
e
e
M= + 1,495
- (555)
- (136)
+ 121
+ -
+ 133
1,058
(4) Determine maximum tensile-flexural stress:
I
f= T/(12t) - 6*M/(t^2)
12 - 254
-242 psi tension
I
Comparison of this result with the values shown on Drawing NO.4
indicates a good factor of safety with 3,000 psi concrete.
Factor of Safety: 520 / 242 = 2.15
REF: Lynch Manual Cast-In-Place Concrete Pipe Process, Tremont Equipment
Co., Inc., Dixon, California, 1980. Reorint Jan., 1990.
e
Page 3
364-
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-- 1--____ _ --..
!
I
I I
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/
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v
/
/1 RELATION BETWEEN
/ I COMPRES~VE AND FLEXURAL
I STRENGTHS OF CONCRETE
I FOR LYNCH CAST -IN - PLACE
I CONCRETE PIPE
I
5000
en
0.
.
.s=.
-
0>
c:
CIl
-~
-
en 4000
CIl
>
"Iii
on
CIl
...
0.
E
o
u
~ 3000
2000
400
500 : 600 700
Modulus of Rupture, psi
I
t
520
800
Drawing 4
370
~,O;-
e
8
Cd
10
9
7
NeQotive-
Ditch Projecting
Conditi n Condition
6
a:l
0
-
J: 5
-
e 0
0
0 H= De th of Caver ft
a:: 4
8= Width of Trlnch, It
h=Depth of Tr ch Above Pipe, ft
p Projection R tiO,~
:3
'2,44
2
EARTH LOAD COEFFiCIENTS
FOR
LYNCH CAST-iN-PLACE
CONCRETE PI PE
00 2 3 4 5 6 7
J Coefficient
DRAWING 7
e 1,18
311
?~