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Aference (661-1677)
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Madole & AssoclAtes, Inc.
'J.10601
Y,-C- hurclli,St moti- Suite107
Rancho Cuoamwlta!'! CA 91730
('909) 948 1311. l.
-Ifax 448-94,64
Aarori'T. Sie"er's Ddte
R.C.E. 62183 - Exp. 98.0/05
�- CONTENTS
SECTION TITLE
❑ A DISCUSSION
❑ Vicinity Map
o Q Q25INT HYDROLOGY
Q25 HYDROLOGY
Q100 HYDROLOGY
❑ H STORM DRAIN HYDRA ULICS
❑ Proposed Line A from Hemlock to Sultana
❑ Modell Hydraulics
o R REFERENCES & MAPS
❑ Soils Map (from San Bernardino County Hydrology Manual)
❑ Isohyetal Maps (from San Bernardino County Hydrology Manual)
❑ Half Scale Plans
❑ Model 1 Hydraulic Exhibit
❑ Hydrology Map Ultimate
o Hydrology Map Interim
❑ Conceptual Storm Drain Plans
o Foothill Blvd Storm Drain Record Drawing
N
DISCUSSION
Purpose
The purpose of this drainage study is to determine the drainage facility requirements for the
interim and ultimate storm drain along Miller Ave., Beech Ave., Sultana Ave., and Foothill
Blvd. Specifically, the subject area is located south of Baseline Ave., west of Almeria Ave,
north of Foothill Blvd., and east of Hemlock Ave, in the City Fontana, County of San
Bernardino, California.
Interim Condition
In the interim stage, a temporary 66" storm drain will be installed connecting the storm drain
system east of Hemlock Avenue with the system west of Hemlock Avenue along Foothill
Blvd. A hydraulic model was prepared for the interim drainage to determine the effect on
the existing 72" RCP along Foothill Blvd. west of Hemlock Ave after the interim flow was
added. However, this model does not directly add the existing design flow with the interim
flow, since the existing design accounts for full development, which will not be the case in
the interim condition. This model assumes half the tributary area to the existing line will be
developed, therefore reducing the existing flow from 284 cfs to 192 cfs. The total flow will
be 192 cfs plus the additional 206 cfs or 398 cfs.
The above referenced model covers a portion of the existing 72" line (stations 95+64 to
101+67) that appeared to be critical since the hydraulic grade line is shown to be near the
existing ground. However, our analysis shows that even with the added interim flow, the
HGL will remain under the existing ground elevation during a 25 -year storm event.
Madole and Associates recommends that all existing detention basins remain in operation
until the ultimate storm drain design is completed.
Ultimate Condition
The ultimate watershed will consist of mainly single-family residences on approximately
382 acres. The ultimate drainage facilities will consist of reinfored concrete boxes and pipes
along Hemlock Avenue, Foothill Boulevard, Sultana Avenue and Miller Avenue with local
lines connecting from Beech Avenue and Lime Avenue. The ultimate storm improvements
will be installed with the interim system, with the exception of the 90 -inch storm drain along
Hemlock Avenue south of Foothill Avenue. The 90 -inch storm drain will be installed later
to complete the ultimate design. When this occurs, the temporary 66" storm drain line will
be removed. The ultimate storm drain facilities will accommodate the developed 100 -year
flow consisting of 757 cfs. Altough, the facilities will be under pressure, all catch basins are
expected to have at least 6 -inches of freeboard.
The rational method hydrologic model, as defined by Flood Control for San Bernardino
County, was followed in the determination of storm runoff. AES software was utilized for
hydrology calculations. CivilDesign's WSPGW hydraulic software program was used to
validate pipe sizes.
01/23/03
25 INTERIM HYDROLOGY
QINT25-1
*
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2002 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/2002 License ID 1251
Analysis prepared by:
MADOLE & ASSOCIATES
10601 CHURCH STREET, SUITE 107
RANCHO CUCAMONGA, CA 91730
************************** DESCRIPTION OF STUDY **************************
*
* Q25 INTERIM HYDROLOGY
*
*
*
**************************************************************************
FILE NAME: P:\661-1677\Drainage\MSD-INT.DAT
TIME/DATE OF STUDY: 17:20 01/17/2003
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
-------------------
--*TIME-OF-CONCENTRATION MODEL* --
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
�rrSPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
*USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 0.980
100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.470
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.1520
SLOPE OF INTENSITY DURATION CURVE = 0.6000
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD*
*USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 22.0 11.0 0.020/0.920/0.020 0.67 1.50 0.0312 0.167 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
******************************************k*********************************
�+ FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21
'----------------------------------------------------------------------------
01 /23/03 QINT25-2
»» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 930.00
ELEVATION DATA: UPSTREAM(FEET) = 1375.00 DOWNSTREAM(FEET) = 1358.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.334
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.84.0
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR)
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 10.00 0.40
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50
SUBAREA RUNOFF(CFS) = 23.76
TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS)
Ap SCS Tc
(DECIMAL) CN (MIN.)
0.40
0.50 32 13.33
23.76
****************************************************************************
FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 62
------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
UPSTREAM ELEVATION(FEET) = 1358.00 DOWNSTREAM ELEVATION(FEET) = 1337.00
STREET LENGTH(FEET) = 1310.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 22.00
° DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00
�1rr INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0199
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 52.46
***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.63
HALFSTREET FLOOD WIDTH(FEET) = 22.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.83
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.03
STREET FLOW TRAVEL TIME(MIN.) = 4.52 TC(MIN.) = 17.86
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.384
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 29.00 0.40 0.50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50
SUBAREA AREA(ACRES) = 29.00 SUBAREA RUNOFF(CFS) = 57.00
EFFECTIVE AREA(ACRES) = 39.00 AREA -AVERAGED Fm(INCH/HR) = 0.20
`'*W- AREA -AVERAGED Fp(INCH/HR) = 0.40 AREA -AVERAGED Ap = 0.50
N%A✓ TOTAL AREA(ACRES) = 39.00 PEAK FLOW RATE(CFS) = 76.65
01/23/03 QINT25-3
q
m
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.69 HALFSTREET FLOOD WIDTH(FEET) = 23.20
FLOW VELOCITY(FEET/SEC.) = 5.62 DEPTH*VELOCITY(FT*FT/SEC.) = 3.88
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 2240.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 22.00 TO NODE 12.00 IS CODE = 31
----------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« <
ELEVATION DATA: UPSTREAM(FEET) = 1337.00 DOWNSTREAM(FEET) = 1301.00
FLOW LENGTH(FEET) = 1320.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 16.22
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 76.65
PIPE TRAVEL TIME(MIN.) = 1.36 Tc(MIN.) = 19.21
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 12.00 = 3560.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 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.) = 19.21
RAINFALL INTENSITY(INCH/HR) = 2.28
AREA -AVERAGED Fm(INCH/HR) = 0.20
AREA -AVERAGED Fp(INCH/HR) = 0.40
AREA -AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 39.00
TOTAL STREAM AREA(ACRES) = 39.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 76.65
****************************************************************************
FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 21
-----------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00
ELEVATION DATA: UPSTREAM(FEET) = 1348.00 DOWNSTREAM(FEET) = 1343.00
Tc = K*[(LENGTH** 3.00)/(ELEVF.TION CHANGE)1**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.789
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.389
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR)
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 12.90 0.40
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50
SUBAREA RUNOFF(CFS) = 25.42
TOTAL AREA(ACRES) = 12.90 PEAK FLOW RATE(CFS)
01/23/03
QINT25-4
Ap SCS Tc
(DECIMAL) CN (MIN.)
0.40
0.50 32 17.79
25.42
****************************************************************************
"r"" FLOW PROCESS FROM NODE 32.00 TO NODE 10.00 IS CODE = 31
---------------------------------------------------
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1333.00 DOWNSTREAM(FEET) = 1317.00
FLOW LENGTH(FEET) = 802.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 11.05
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 25.42
PIPE TRAVEL TIME(MIN.) = 1.21 Tc(MIN.) = 19.00
LONGEST FLOWPATH FROM NODE 31.00 TO NODE 10.00 = 1802.00 FEET.
FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 81
-------------------------------------------------------------------
»» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« <
MAINLINE Tc(MIN) = 19.00
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.297
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 16.90 0.40 0.50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
'oso.. SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50
%w SUBAREA AREA(ACRES) = 16.90 SUBAREA RUNOFF(CFS) = 31.89
EFFECTIVE AREA(ACRES) = 29.80 AREA -AVERAGED FM(INCH/HR) = 0.20
AREA -AVERAGED Fp(INCH/HR) = 0.40 AREA -AVERAGED Ap = 0.50
TOTAL AREA(ACRES) = 29.80 PEAK FLOW RATE(CFS) = 56.24,
****************************************************************************
FLOW PROCESS FROM NODE 10.00 TO NODE 12.00 IS CODE = 31
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1317.00 DOWNSTREAM(FEET) = 1301.00
FLOW LENGTH(FEET) = 1305.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 10.95
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 56.24
PIPE TRAVEL TIME(MIN.) = 1.99 Tc(MIN.) = 20.98
LONGEST FLOWPATH FROM NODE 31.00 TO NODE 12.00 = 3107.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1
-------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS = 2
11%wl CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
01/23/03 QINT25-5
TIME OF CONCENTRATION(MIN.) = 20.98
RAINFALL INTENSITY(INCH/HR) = 2.16
AREA -AVERAGED Fm(INCH/HR) = 0.20
AREA -AVERAGED Fp(INCH/HR) = 0.40
AREA -AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 29.80
TOTAL STREAM AREA(ACRES) = 29.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 56.24
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 76.65 19.21 2.281 0.40( 0.20) 0.50 39.0 20.00
2 56.24 20.98 2.164 0.40( 0.20) 0.50 29.8 31.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 131.22 19.21 2.281 0.40( 0.20) 0.50 66.3 20.00
2 128.56 20.98 2.164 0.40( 0.20) 0.50 68.8 31.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 131.22 TC(MIN.) = 19.21
EFFECTIVE AREA(ACRES) = 66.28 AREA -AVERAGED Fm(INCH/HR) = 0.20
AREA -AVERAGED Fp(INCH/HR) = 0.40 AREA -AVERAGED Ap = 0.50
TOTAL AREA(ACRES) = 68.80
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 12.00 = 3560.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31
---------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1301.00 DOWNSTREAM(FEET) = 1288.00
FLOW LENGTH(FEET) = 1008.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 45.0 INCH PIPE IS 36.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 13.81
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 131.22
PIPE TRAVEL TIME(MIN.) = 1.22 Tc(MIN.) = 20.43
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 13.00 = 4568.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81
-------------------------------------------------------
»» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 20.43
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.199
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
`10,01, RESIDENTIAL
Nomw "5-7 DWELLINGS/ACRE" A 14.10 0.40 0.50 32
01/23/03 QINT25-6
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50
SUBAREA AREA(ACRES) = 14.10 SUBAREA RUNOFF(CFS) = 25.37
EFFECTIVE AREA(ACRES) = 80.38 AREA -AVERAGED Fm(INCH/HR) = 0.20
AREA -AVERAGED Fp(INCH/HR) = 0.40 AREA -AVERAGED Ap = 0.50 144.61
TOTAL AREA(ACRES) = 82.90 PEAK FLOW RATE(CFS) _
****************************************************************************
FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81
--------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 20.43
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.199
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 10.80 0.40 0.50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50
SUBAREA AREA(ACRES) = 10.80 SUBAREA RUNOFF(CFS) = 19.43
EFFECTIVE AREA(ACRES) = 91.18 AREA -AVERAGED Fm(INCH/HR) = 0.20
AREA -AVERAGED Fp(INCH/HR) = 0.40 AREA -AVERAGED Ap = 0.50
TOTAL AREA(ACRES) = 93.70 PEAK FLOW RATE(CFS) = 164.04
****************************************************************************
FLOW PROCESS FROM NODE 13.00 TO NODE 15.00 IS CODE = 31
--------------------------------------------------
'"^ »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1288.00 DOWNSTREAM(FEET) = 1258.00
FLOW LENGTH(FEET) = 1775.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 16.39
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 164.04
PIPE TRAVEL TIME(MIN.) = 1.80 Tc(MIN.) = 22.23
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 15.00 = 6343.00 FEET.
FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81
---------------------------------------- -----
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 22.23
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.090
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 30.00 0.40 0.50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50
SUBAREA AREA(ACRES) = 30.00 SUBAREA RUNOFF(CFS) = 51.03
EFFECTIVE AREA(ACRES) = 121.18 AREA -AVERAGED Fm(INCH/HR) = 0.20
AREA -AVERAGED Fp(INCH/HR) = 0.40 AREA -AVERAGED Ap = 0.50
01/23/03 QINT225-7
m
TOTAL AREA(ACRES) = 123.70 PEAK FLOW RATE(CFS) = 206.14
FLOW PROCESS FROM NODE 15.00 TO NODE 18.00 IS CODE = 31
-----------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
»» >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1258.00 DOWNSTREAM(FEET) = 1247.50
FLOW LENGTH(FEET) = 2015.00 RANNING'S N = 0.013
DEPTH OF FLOW IN 63.0 INCH PIPE IS 50.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 10.99
ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 206.14
PIPE TRAVEL TIME(MIN.) = 3.06 Tc(MIN.) = 25.29
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 18.00 = 8358.00 FEET.
END OF STUDY SUMMARY: '
TOTAL AREA(ACRES) = 123.70 TC(MIN.) = 25.29
EFFECTIVE AREA(ACRES) = 121.18 AREA -AVERAGED Fm (INCH/HR)= 0.20
AREA -AVERAGED Fp(INCH/HR) = 0.40 AREA -AVERAGED Ap = 0.50
PEAK FLOW RATE(CFS) = 206.14
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 206.14 25.29 1.935 0.40( 0.20) 0.50 121.2 20.00
2 199.91 27.07 1.857 0.40( 0.20) 0.50 123.7 31.00
END OF RATIONAL METHOD ANALYSIS
01/23/03 QINT25-8
Q 25 HYDROLOGY
01/23/03 Q25-1
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-2002 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/2002 License ID 1251
Analysis prepared by:
MADOLE & ASSOCIATES
10601 CHURCH STREET, SUITE 107
RANCHO CUCAMONGA, CA 91730
************************** DESCRIPTION OF STUDY **************************
* Q25 HYDROLOGY FOOTHILL REGIONAL STORM DRAIN
* ULTIMATE DESIGN
**************************************************************************
FILE NAME: P:\661-1677\Drainage\MSDQ25.DAT
TIME/DATE OF STUDY: 14:55 01/23/2003
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--------------------
--*TIME-OF-CONCENTRATION MODEL'
°s",- USER SPECIFIED STORM EVENT(YEAR) = 25.00
N41,1 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
*USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 0.980
100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.470
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.1520
SLOPE OF INTENSITY DURATION CURVE = 0.6000
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD*
*USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT -/PARK -'HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 40.0 20.0 0.020/0.020/0.020 0.67 1.50 0.0312 0.125 0.0150
2 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.125 0.0150
3 20.0 10.0 0.020/0.020/0.020 0.67 1.50 0.0312 0.125 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN
�*• UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
*WW
01/23/03 Q25"2
*WWI
FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21
-----------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« <
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00
ELEVATION DATA: UPSTREAM(FEET) = 1383.00 DOWNSTREAM(FEET) = 1363.00
Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.482
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.822
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR)
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 20.30 0.98
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50
SUBAREA RUNOFF(CFS) = 42.65
TOTAL AREA(ACRES) = 20.30 PEAK FLOW RATE(CFS)
Ap SCS Tc
(DECIMAL) CN (MIN.)
mom -
0.50
•:
0.50 32 13.48
42.65
FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 31
--------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1356.00 DOWNSTREAM(FEET) = 1333.00
FLOW LENGTH(FEET) = 1166.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 12.59
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 42.65
PIPE TRAVEL TIME(MIN.) = 1.54 Tc(MIN.) = 15.03
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 32.00 = 2166.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 81
---------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 15.03
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.644
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GFOUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 35.50 0.98 0.50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50
SUBAREA AREA(ACRES) = 35..50 SUBAREA RUNOFF(CFS) = 68.90
EFFECTIVE AREA(ACRES) = 55.80 AREA -AVERAGED Fm(INCH/HR) = 0.49
AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50
TOTAL AREA(ACRES) = 55.80 PEAK FLOW RATE(CFS) = 108.30
****************************************************************************
FLOW PROCESS FROM NODE 32.00 TO NODE 10.00 IS CODE = 31
01/23/03
Q25-3
-,-------------------------------------
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE -FLOW) «« <----- ----
,. ----------------------
ELEVATION DATA: UPSTREAM(FEET) = 1333.00 DOWNSTREAM(FEET) = 1317.00
FLOW LENGTH(FEET) = 802.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 15.60
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 108.30
PIPE TRAVEL TIME(MIN.) = 0.86 Tc(MIN.) = 15.88
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 10.00 = 2968.00 FEET.
FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 81
----------
-------- -----------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 15.88
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.557
SUBAREA LOSS RATE DATA(AMC II): Ap SCS
AREA Fp
LAND USE
DEVELOPMENT TYPE/ SCSSOIL
(ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 24.50 0.98 0.50 32
SUBAREA AVERAGE PERVIOUS LOSS RETE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50
SUBAREA AREA(ACRES) = 24.50 SUBAREA RUNOFF(CFS) = 45.64
EFFECTIVE AREA(ACRES) = 80.30 AREA -AVERAGED Fm(INCH/HR) = 0.49
AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50
TOTAL AREA(ACRES) = 80.30 PEAK FLOW RATE(CFS) = 149.59
****************************************************************************
FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 31
--
--------------------- --------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
»» >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE -FLOW)<<<<< --------
ELEVATION DATA: UPSTREAM(FEET) = 1317.00 DOWNSTREAM(FEET) = 1310.00
FLOW LENGTH(FEET) = 520.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 36.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 14.67
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 149.59
PIPE TRAVEL TIME(MIN.) = 0.59 Tc(MIN.) = 16.47
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 11.00 = 3488.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81
--------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« <
MAINLINE Tc(MIN) = 16.47
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.502
SUBAREA LOSS RATE DATA(AMC II): SCS
DEVELOPMENT TYPE/ SCS SOIL AREA Fp AP
Aw- LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
v"Ne RESIDENTIAL
01/23/03 Q25-4
"5-7 DWELLINGS/ACRE" A 31.10 0.98 0.50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50
,., SUBAREA AREA(ACRES) = 31.10 SUBAREA RUNOFF(CFS) = 56.38
EFFECTIVE AREA(ACRES) = 111.40 AREA -AVERAGED Fm(INCH/HR) = 0.49
AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50
TOTAL AREA(ACRES) = 111.40 PEAK FLOW RATE(CFS) = 201.97
****************************************************************************
FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1310.00 DOWNSTREAM(FEET) = 1301.00
FLOW LENGTH(FEET) = 670.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 54.0 INCH PIPE IS 40.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 15.83
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 201.97
PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 17.18
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 12.00 = 4158.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81
----------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 17.18
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.440
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 39.30 0.98 0.50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50
SUBAREA AREA(ACRES) = 39.30 SUBAREA RUNOFF(CFS) = 69.05
EFFECTIVE AREA(ACRES) = 150.70 AREA -AVERAGED Fm(INCH/HR) = 0.49
AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50
TOTAL AREA(ACRES) = 150.70 PEAK FLOW RATE(CFS) = 264.78
FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31
----------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1301.00 DOWNSTREAM(FEET) = 1288.00
FLOW LENGTH(FEET) = 1008.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 60.0 INCH PIPE IS 45.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 16.65
ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 264.78
PIPE TRAVEL TIME(MIN.) = 1.01 Tc(MIN.) = 18.19
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 13.00 = 5166.00 FEET.
01/23/03 Q25-5
FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = --81 ----------
---------------------------------------
�...-->>>>>ADDITION-OF- SUBAREA -TO- MAINLINE -PEAK -FLOW<<<<<-----------------------
N. MAINLINE Tc(MIN) = 18.19
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.358
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCSSOIL
AREA Fp
LAND USE (ACRES) (INCH/HR) (DECIMAL) SCS
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 30.30 0.98 0.50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50
SUBAREA AREA(ACRES) = 30.30 SUBAREA RUNOFF(CFS) = 51.00
EFFECTIVE AREA(ACRES) = 181.00 AREA -AVERAGED Fm(INCH/HR) = 0.49
AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50
TOTAL AREA(ACRES) = 181.00 PEAK FLOW RATE(CFS) = 304.65
FLOW PROCESS FROM NODE 13.00 TO NODE 13.50 IS CODE = 31
----------
------------------------------------------------- ---------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ----
ELEVATION DATA: UPSTREAM(FEET) = 1288.00 DOWNSTREAM(FEET) = 1269.00
FLOW LENGTH(FEET) = 980.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 57.0 INCH PIPE IS 46.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 19.83
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 304.65
PIPE TRAVEL TIME(MIN.) = 0.82 Tc(MIN.) = 19.01
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 13.50 = 6146.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 13.50 TO NODE 13.50 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.) = 19.01
RAINFALL INTENSITY(INCH/HR) = 2.30
AREA -AVERAGED Fm(INCH/HR) = 0.49
AREA -AVERAGED Fp(INCH/HR) = 0.97
AREA -AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 181.00
TOTAL STREAM AREA(ACRES) = 181.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 304.65
FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21
--------------------------- ------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 970.00
,401"'^• ELEVATION DATA: UPSTREAM(FEET) = 1317.00 DOWNSTREAM(FEET) = 1302.00
01/23/03 Q25-6
L_
m
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.851
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.663
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR)
RESIDENTIAL
"3-4 DWELLINGS/ACRE" A 10.00 0.98
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60
SUBAREA RUNOFF(CFS) = 18.70
TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS}
Ap SCS Tc
(DECIMAL) CN (MIN.)
0.60 32 14.85
18.70
****************************************************************************
FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 81
---------------------------------------------
»» >ADDITION OF SUBAREA TO :MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 14.85
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.663
SUBAREA LOSS RATE .DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"3-4 DWELLINGS/ACRE" A 10.00 0.98 0.60 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60
SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 18.70
EFFECTIVE AREA(ACRES) = 20.00 AREA -AVERAGED Fm(INCH/HR) = 0.59
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60
TOTAL AREA(ACRES) = 20.00 PEAK FLOW RATE(CFS) = 37.40
****************************************************************************
FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 31
----------------------------------------------
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<<
------------
ELEVATION DATA: UPSTREAM(FEET) = 1294.00 DOWNSTREAM(FEET) = 1278.00
FLOW LENGTH(FEET) = 920.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 11.38
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 37.40
PIPE TRAVEL TIME(MIN.) = 1.35 Tc(MIN.) = 16.20
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 1890.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 81
-----------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 16.20
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.527
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
01/23/03 Q25-7
"3-4 DWELLINGS/ACRE" A 30.00 0.98 0.60 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60
SUBAREA AREA(ACRES) = 30.00 SUBAREA RUNOFF(CFS) = 52.4
EFFECTIVE AREA(ACRES) = 50.00 AREA -AVERAGED Fm(INCH/HR) = 0.59
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 87.41
TOTAL AREA(ACRES) = 50.00 PEAK FLOW RATE(CFS) _
****************************************************************************
FLOW PROCESS FROM NODE 22.00 TO NODE 13.50 IS CODE = 31
-----------------------------------------
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1278.00 DOWNSTREAM(FEET) = 1269.00
FLOW LENGTH(FEET) = 800.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 12.11
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 87.41
PIPE TRAVEL TIME(MIN.) = 1.10 Tc(MIN.) = 17.30
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 13.50 = 2690.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 13.50 TO NODE 13.50 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.) = 17.30
RAINFALL INTENSITY(INCH/HR) = 2.43
AREA -AVERAGED Fm(INCH/HR) = 0.59 ,
AREA -AVERAGED Fp(INCH/HR) = 0.98
AREA -AVERAGED Ap = 0.60
EFFECTIVE STREAM AREA(ACRES) = 50.00
TOTAL STREAM AREA(ACRES) = 50.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 87.41
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 304.65 19.01 2.296 0.97( 0.49) 0.50 181.0 30.00
2 87.41 17.30 2.430 0.98( 0.59) 0.60 50.0 20.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
20.00
NODE
1 385.12 17.30 2.430 0.98( 0.51) 0.52 214.
2 385.71 19.01 2.296 0.98( 0.51) 0.52 231.0 30.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
ter... PEAK FLOW RATE(CFS) = 385.71 Tc(MIN.) = 19.01
rrrr EFFECTIVE AREA(ACRES) = 231.00 AREA -AVERAGED Fm (INCH/HR) = 0.51
01/23/03 Q25-8
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.52
TOTAL AREA(ACRES) = 231.00
�.. LONGEST FLOWPATH FROM NODE 30.00 TO NODE 13.50 = 6146.00 FEET.
FLOW PROCESS FROM NODE 13.50 TO NODE 14.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« <
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<<
------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 1269.00 DOWNSTREAM(FEET) = 1264.00
FLOW LENGTH(FEET) = 330.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 66.0 INCH PIPE IS 51.7 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 19.31
ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 385.71
PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 19.30
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 14.00 = 6476.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81
----------------------------------------------------------------------------
»» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc.(MIN) = 19.30
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.275
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
,.�+• RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 39.50 0.98 0.50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
'SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50
SUBAREA AREA(ACRES) = 39.50 SUBAREA RUNOFF(CFS) = 63.56
EFFECTIVE AREA(ACRES) = 270.50 AREA -AVERAGED Fm(INCH/HR) = 0.51
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.52
TOTAL AREA(ACRES) = 270.50 PEAK FLOW RATE(CFS) = 430.88
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 434.50 17.58 2.406 0.98( 0.51) 0.52 254.2 20.00
2 430.88 19.30 2.275 0.98( 0.51) 0.52 270.5 30.00
NEW PEAK FLOW DATA ARE:
PEAK FLOW RATE(CFS) = 434.50 Tc(MIN.) = 17.58
AREA -AVERAGED Fm(INCH/HR) = 0.51 AREA -AVERAGED Fp(INCH/HR) = 0.98
AREA -AVERAGED Ap = 0.52 EFFECTIVE AREA(ACRES) = 254.19
****************************************************************************
FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 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.) = 17.58
RAINFALL INTENSITY(INCH/HR) = 2.41
AREA -AVERAGED Fm(INCH/HR) = 0.51
01/23/03 Q25-9
AREA -AVERAGED Fp(INCH/HR) = 0.98
AREA -AVERAGED Ap = 0.52
�- EFFECTIVE STREAM AREA(ACRES) = 254.19
TOTAL STREAM AREA(ACRES) = 270.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 434.50
****************************************************************************
FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21
--------------------------------------=-----------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00
ELEVATION DATA: UPSTREAM(FEET) = 1332.00 DOWNSTREAM(FEET) = 1318.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.479
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.703
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR)
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 9.00 0.98
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50
SUBAREA RUNOFF(CFS.) = 17.95
TOTAL AREA(ACRES) = 9.00 PEAK FLOW RATE(CFS)
Ap SCS Tc
(DECIMAL) CN (MIN.)
0.50 32 14.48
0.98
17.95
****************************************************************************
FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 62
------------------------------------------------------
»» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« <
*»» >(STREET TABLE SECTION # 3 USED) ««<
UPSTREAM ELEVATION(FEET) = 1318.00 DOWNSTREAM ELEVATION(FEET) = 1305.00
STREET LENGTH(FEET) = 1000.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0299
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 40.88
***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.56
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.27
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.39
STREET FLOW TRAVEL TIME(MIN.) = 3.90 Tc(MIN.) = 18.38
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.343
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
01/23/03 Q25-10
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 27.30 0.98 0.50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50
SUBAREA AREA(ACRES) = 27.30 SUBAREA RUNOFF(CFS) = 45.58
EFFECTIVE AREA(ACRES) = 36.30 AREA -AVERAGED Fm(INCH/HR) = 0.49
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50
TOTAL AREA(ACRES) = 36.30 PEAK FLOW RATE(CFS) = 60.61
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 20.00
FLOW VELOCITY(FEET/SEC.) = 4.98 DEPTH*VELOCITY(FT*FT/SEC.) = 3.11
LONGEST FLOWPATH FROM NODE 40.00 TO NODE 42.00 = 2000.00 FEET.
++++*++++++*+*+*+*+++++++++*+*++++++++++++++++++++*+++*+*+++++++*+++++++++*+
FLOW PROCESS FROM NODE 42.00 TO NODE 43.00 IS CODE = 31
---------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« <
ELEVATION DATA: UPSTREAM(FEET) = 1298.00 DOWNSTREAM(FEET) = 1280.00
FLOW LENGTH(FEET) = 985.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 13.21
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 60.61
PIPE TRAVEL TIME(MIN.) = 1.24 Tc(MIN.) = 19.63
LONGEST FLOWPATH FROM NODE 40.00 TO NODE 43.00 = 2985.00 FEET.
*+*+*+*+*+++*++*+++*++++++++*+++++++++++++++++++++++++++*+*++*+++++*+++*++++
FLOW PROCESS FROM NODE 43.00 TO NODE 43.00 IS CODE = 81
----------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 19.63
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.252
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
1'5-7 DWELLINGS/ACRE" A 30.10 0.98 0.50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50
SUBAREA AREA(ACRES) = 30.10 SUBAREA RUNOFF(CFS) = 47.81
EFFECTIVE AREA(ACRES) = 66.40 AREA -AVERAGED Fm(INCH/HR) = 0.49
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50
TOTAL AREA(ACRES) = 66.40 PEAK FLOW RATE(CFS) = 105.47
FLOW PROCESS FROM NODE 43.00 TO NODE 14.00 IS CODE = 31
---------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1280.00 DOWNSTREAM(FEET) = 1264.00
FLOW LENGTH(FEET) = 1320.00 MANNING'S N = 0.013
err DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.6 INCHES
01/23/03 Q25-11
cm
2.7
PIPE-FLOW VELOCITY(FEET/SEC.) = 42.00 NUMBER OF PIPES = 1
ESTIMATED PIPE DIAMETER(INCH) _
PIPE-FLOW(CFS) = 105.47
PIPE TRAVEL TIME(MIN.) = 1.72 TC(MIN.) = 21.35
LONGEST FLOWPATH FROM NODE 40.00 TO NODE 14.00 = 4305.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 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.) = 21.35
RAINFALL INTENSITY(INCH/HR) = 2.14
AREA -AVERAGED Fm(INCH/HR) = C.49
AREA -AVERAGED Fp(INCH/HR) = 0.98
AREA -AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 66.40
TOTAL STREAM AREA(ACRES) = 66.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 105.47
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 434.50 17.58 2.406 0.98( 0.51) 0.52 254.2 20.00
1 430.88 19.30 2.275 0.98( 0.51) 0.52 270.5 30.00
2 105.47 21.35 2.142 0.98( 0.49) 0.50 66.4 40.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 535.26 17.58 2.406 0.97( 0.50) 0.52 308.9 20.00
2 533.94 19.30 2.275 0.98( 0.50) 0.52 330.5 30.00
3 503.81 21.35 2.142 0.98( 0.50) 0.51 336.9 40.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 535.26 Tc(MIN.) = 17.58
EFFECTIVE AREA(ACRES) = 308.88 AREA -AVERAGED Fm (INCH/HR) = 0.50
AREA -AVERAGED Fp(INCH/HR) = C.97 AREA -AVERAGED Ap = 0.52
TOTAL AREA(ACRES) = 336.90
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 14.00 = 6476.00 FEET.
FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31
--------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« <
ELEVATION DATA: UPSTREAM(FEET) = 1264.00 DOWNSTREAM(FEET) = 1258.00
FLOW LENGTH(FEET) = 465.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 78.0 INCH PIPE IS 59.1 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 19.85
ESTIMATED PIPE DIAMETER(INCH) = 78.00 NUMBER OF PIPES = 1
01/23/03
Q25-12
•PIPE-FLOW(CFS) = 535.26
PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 17.97
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 15.00 = 6941.00 FEET.
FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81
----------------------------------------------------------------------------
»» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 17.97
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.374
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 4.60 0.98 0.50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50
SUBAREA AREA(ACRES) = 4.60 SUBAREA RUNOFF(CFS) = 7.81
EFFECTIVE AREA(ACRES) = 313.48 AREA -AVERAGED Fm(INCH/HR) = 0.50
AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.52
TOTAL AREA(ACRES) = 341.50 PEAK FLOW RATE(CFS) = 535.26
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
****************************************************************************
FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« <
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<<
vp.w/ ELEVATION DATA: UPSTREAM(FEET) = 1258.00 DOWNSTREAM(FEET) = 1252.00
FLOW LENGTH(FEET) = 685.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 84.0 INCH PIPE IS 63.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 17.18
ESTIMATED PIPE DIAMETER(INCH) = 84.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 535.26
PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 18.64
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 16.00 = 7626.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 81
-----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
MAINLINE Tc(MIN) = 18.64
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.323
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"3-4 DWELLINGS/ACRE" A 15.00 0.98 0.60 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60
SUBAREA AREA(ACRES) = 15.00 SUBAREA RUNOFF(CFS) = 23.47
EFFECTIVE AREA(ACRES) = 328.48 AREA -AVERAGED Fm(INCH/HR) = 0.51
AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.52
4wk TOTAL AREA(ACRES) = 356.50 PEAK FLOW RATE(CFS) = 537.03
01/23/03 Q25-13
FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = --36----------
------------------------------------
w� >>>>>COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED BOX SIZE (PRESSURE FLOW)<<<<<--------- ----
ELEVATION DATA: UPSTREAM(FEET) = 1252.00 DOWNSTREAM(FEET) = 1249.00
FLOW LENGTH(FEET) = 990.00 8 NONOING'STIM= 0.013
BOX HEIGHT(FEET) = 7.16
*GIVEN BOX BASEWIDTH(FEET) _
BOX -FLOW VELOCITY(FEET/SEC.) = 9.37
BOX-FLOW(CFS) = 537.03
BOX -FLOW TRAVEL TIME(MIN.) = 1.76 Tc(MIN.) = 20.40
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 17.00 = 8616.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE=--81----------
-------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 20.40
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.201
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 25.00 0.98 0.10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 25.00 SUBAREA RUNOFF(CFS) = 47.33
EFFECTIVE AREA(ACRES) = 353.48 AREA -AVERAGED Fm(INCH/HR) = 0.48
AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.49
TOTAL AREA(ACRES) = 381.50 PEAK FLOW RATE(CFS) = 548.15
****************************************************************************
FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE -_--36----------
------------------------------------
>>>>>COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA«« <
>>>>>USING COMPUTER -ESTIMATED BOX SIZE (PRESSURE -FLOW)<<<<<--------- ----
ELEVATION DATA: UPSTREAM(FEET) = 1249.00 DOWNSTREAM(FEET) = 1247.50
FLOW LENGTH(FEET) = 290.00 MANNING'S N = 0.013
*GIVEN BOX BASEWIDTH(FEET) = 8.00 ESTIMATED BOX HEIGHT(FEET) _
5.98
BOX -FLOW VELOCITY(FEET/SEC.) = 11.46
BOX-FLOW(CFS) = 548.15
BOX -FLOW TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 20,82
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 18.00 = 8906.00 FEET.
END OF STUDY SUMMARY: 20.82
TOTAL AREA(ACRES) = 381.50 TC (MIN.) _
EFFECTIVE AREA(ACRES) = 353.48 AREA -AVERAGED Fm (INCH/HR)= 0.48
AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.49
PEAK FLOW RATE(CFS) = 548.15
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HP.) (INCH/HR) (ACRES) NODE
1 548.15 20.82 2.174 0.97( 0.48) 0.49 353.5 20.00
A.. 2 546.38 22.54 2.073 0.98( 0.48) 0.49 375.1 30.00
3 517.49 24.64 1.965 0.98( 0.48) 0.49 381.5 40.00
01/23/03 Q25-14
On
01/23/03
Q 100 HYDROLOGY
Q-1
tri
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-2002 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/2002 License ID 1251
Analysis prepared by:
M_kDOLE & ASSOCIATES
10601 CHURCH STREET, SUITE 107
RANCHO CUCAMONGA, CA 91730
************************** DESCRIPTION OF STUDY **************************
* Q100 HYDROLOGY FOR FOOTHILL REGIONAL STORM DRAIN
* ULTIMATE DESIGN
*
*
**************************************************************************
FILE NAME: P:\661-1677\Drainage\MSDQ100.DAT
TIME/DATE OF STUDY: 14:55 01/23/2003
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
--*TIME-OF-CONCENTRATION MODEL*--
�USER SPECIFIED STORM EVENT(YEAR) = 100.00
`; SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
*USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 0.980
100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.470
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.4700
SLOPE OF INTENSITY DURATION CURVE = 0.6000
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD*
*USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OTiT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 40.0 20.0 0.020/0.020/0.020 0.67 1.50 0.0312 0.125 0.0150
2 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.125 0.0150
3 20.0 10.0 0.020/0.020/0.020 0.67 1.50 0.0312 0.125 0.0150
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN
UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
01/23/03 Q-2
------------------- --------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
low >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1333.00 DOWNSTREAM(FEET) = 1317.00
FLOW LENGTH(FEET) = 802.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 16.99
ESTIMATED PIPE DIAMETER(INCH) = 45.0'0 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 145.65
PIPE TRAVEL TIME(MIN.) = 0.79 Tc(MIN.) = 15.71
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 10.00 = 2968.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 81
-------------------------------------------
»» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 15.71
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.285
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 24.50 0.98 0.50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50
SUBAREA AREA(ACRES) = 24.50 SUBAREA RUNOFF(CFS) = ) =
0.49
EFFECTIVE AREA(ACRES) = 80.30 AREA -AVERAGED Fm(INCH/HR=
AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50
TOTAL AREA(ACRES) = 80.30 PEAK FLOW RATE(CFS) = 202.17
****************************************************************************
FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 31
-------------------------------------------
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1317.00 DOWNSTREAM(FEET) = 1310.00
FLOW LENGTH(FEET) = 520.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 54.0 INCH PIPE IS 40.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 15.84
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 202.17 _
PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 16.26
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 11.00 = 3488.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81
------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« <
MAINLINE Tc(MIN) = 16.26
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.218
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
✓ RESIDENTIAL
01/23/03 Q-4
115-7 DWELLINGS/ACRE" A 31.10 0.98 0.50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 76.43
*AMW' SUBAREA AREA(ACRES) = 31.10 SUBAREA RUNOFF(CFS) _
EFFECTIVE AREA(ACRES) = 111.40 AREA -AVERAGED Fm(INCH/HR) = 0.49
AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50
TOTAL AREA(ACRES) = 111.40 PEAK FLOW RATE(CFS) = 273.78
FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31
----------------------------------------
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« <
ELEVATION DATA: UPSTREAM(FEET) = 1310.00 DOWNSTREAM(FEET) = 1301.00
FLOW LENGTH(FEET) = 670.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 60.0 INCH PIPE IS 45.8 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 17.02
ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 273.78
PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 16.91
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 12.00 = 4158.00 FEET.
FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81
-----------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 16.91
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.143
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp CSCS
CI
LAND USE GROUP (ACRES) (INCH/HR) (DE
CMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 39.30 0.98 0.50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50
SUBAREA AREA(ACRES) = 39.30 SUBAREA RUNOFF(CFS) = 93.91
EFFECTIVE AREA(ACRES) = 150.70 AREA -AVERAGED Fm(INCH/HR) = 0.49
AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50
TOTAL AREA(ACRES) = 150.70 PEAK FLOW RATE(CFS) = 360.12
****************************************************************************
FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31
-------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1301.00 DOWNSTREAM(FEET) = 1288.00
FLOW LENGTH(FEET) = 1008.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 66.0 INCH PIPE IS 52.3 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 17.82
ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 360.12
PIPE TRAVEL TIME(MIN.) = 0.94 Tc(MIN.) = 17.85
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 13.00 = 5166.00 FEET.
01/23/03 Q-5
FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81
----------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 17.85
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.042
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 30.30 0.98 0.50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50
SUBAREA AREA(ACRES) = 30.30 SUBAREA RUNOFF(CFS) = 69.66
EFFECTIVE AREA(ACRES) = 181.00 AREA -AVERAGED Fm(INCH/HR) = 0.49
AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 416.14
TOTAL AREA(ACRES) = 181.00 PEAK FLOW RATE(CFS) _
FLOW PROCESS FROM NODE 13.00 TO NODE 13.50 IS CODE = 31
----------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1288.00 DOWNSTREAM(FEET) = 1269.00
FLOW LENGTH(FEET) = 980.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 66.0 INCH PIPE IS 49.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 21.75
ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 416.14
PIPE TRAVEL TIME(MIN.) = 0.75 Tc(MIN.) = 18.60
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 13.50 = 6146.00 FEET.
FLOW PROCESS FROM NODE 13.50 TO NODE 13.50 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) = 2.97
AREA -AVERAGED Fm(INCH/HR) = 0.49
AREA -AVERAGED Fp(INCH/HR) = 0.97
AREA -AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 181.00
TOTAL STREAM AREA(ACRES) = 181.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 416.14
FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21
----------------- ----------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 970.00
ELEVATION DATA: UPSTREAM(FEET) = 1317.00 DOWNSTREAM(FEET) = 1302.00
�rYw'•'
01/23/03 Q-6
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.851
,r.•. * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.398
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
RESIDENTIAL
"3-4 DWELLINGS/ACRE" A 10.00 0.98 0.60 32 14.85
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60
SUBAREA RUNOFF(CFS) = 25.31
TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 25.31
****************************************************************************
FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE =
81
--------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 14.85
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.398
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap
SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL)
CN
RESIDENTIAL
"3-4 DWELLINGS/ACRE" A 10.00 0.98 0.60
32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60
SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 25.31
EFFECTIVE AREA(ACRES) = 20.00 AREA -AVERAGED Fm(INCH/HR) =
0.59
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60
TOTAL AREA(ACRES) = 20.00 PEAK FLOW RATE(CFS) =
50.63
****************************************************************************
FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 31
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« <
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1294.00 DOWNSTREAM(FEET) = 1278.00
FLOW LENGTH(FEET) = 920.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.6 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 12.23
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 50.63
PIPE TRAVEL TIME(MIN.) = 1.25 Tc(MIN.) = 16.10
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 1890.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 16.10
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.236
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
01/23/03 Q-7
"3-4 DWELLINGS/ACRE" A 30.00 0.98 0.60 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60
SUBAREA AREA(ACRES) = 30.00 SUBAREA RUNOFF(CFS) = 71.58
EFFECTIVE AREA(ACRES) = 50.00 AREA -AVERAGED Fm(INCH/HR) = 0.59
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60
TOTAL AREA(ACRES) = 50.00 PEAK FLOW RATE(CFS) = 119.31
****************************************************************************
FLOW PROCESS FROM NODE 22.00 TO NODE 13.50 IS CODE = 31
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1278.00 DOWNSTREAM(FEET) = 1269.00
FLOW LENGTH(FEET) = 800.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 45.0 INCH PIPE IS 35.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 12.88
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 119.31
PIPE TRAVEL TIME(MIN.) = 1.03 Tc(MIN.) = 17.14
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 13.50 = 2690.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 13.50 TO NODE 13.50 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.) = 17.14
RAINFALL INTENSITY(INCH/HR) = 3.12
AREA -AVERAGED Fm(INCH/HR) = 0.59
AREA -AVERAGED Fp(INCH/HR) = 0.98
AREA -AVERAGED Ap = 0.60
EFFECTIVE STREAM AREA(ACRES) = 50.00
TOTAL STREAM AREA(ACRES) = 50.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 119.31
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 416.14 18.60 2.968 0.97( 0.49) 0.50 181.0 30.00
2 119.31 17.14 3.118 0.98( 0.59) 0.60 50.0 20.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 525.81 17.14 3.118 0.98( 0.51) 0.52 216.7 20.00
2 528.39 18.60 2.968 0.98( 0.51) 0.52 231.0 30.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE (CFS) = 528.39 Tc (MIN. ) = 18.60
EFFECTIVE AREA(ACRES) = 231.00 AREA -AVERAGED Fm(INCH/HR) = 0.51
01/23/03 Q-8
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.52
TOTAL AREA(ACRES) = 231.00
ww, LONGEST FLOWPATH FROM NODE 30.00 TO NODE 13.50 = 6146.00 FEET.
FLOW PROCESS FROM NODE 13.50 TO NODE 14.00 IS CODE = 31
----------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« <
»» >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1269.00 DOWNSTREAM(FEET) = 1264.00
FLOW LENGTH(FEET) = 330.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 75.0 INCH PIPE IS 57.4 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 20.98
ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 528.39
PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 18.87
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 14.00 = 6476.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81
---------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 18.87
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.943
SUBAREA LOSS RATE DATA(AMC IT):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 39.50 0.98 0.50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50
SUBAREA AREA(ACRES) = 39.50 SUBAREA RUNOFF(CFS) = 87.29
EFFECTIVE AREA(ACRES) = 270.50 AREA -AVERAGED Fm(INCH/HR) = 0.51
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.52
TOTAL AREA(ACRES) = 270.50 PEAK FLOW RATE(CFS) = 593.40
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 595.63 17.40 3.089 0.97( 0.51) 0.52 256.2 20.00
2 593.40 18.87 2.943 0.98( 0.51) 0.52 270.5 30.00
NEW PEAK FLOW DATA ARE:
PEAK FLOW RATE(CFS) = 595.63 Tc(MIN.) = 17.40
AREA -AVERAGED Fm(INCH/HR) = 0.51 AREA -AVERAGED Fp(INCH/HR) = 0.97
AREA -AVERAGED Ap = 0.52 EFFECTIVE AREA(ACRES) = 256.24
****************************************************************************
FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 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.) = 17.40
,r000+ RAINFALL INTENSITY(INCH/HR) = 3.09
AREA -AVERAGED Fm(INCH/HR) = 0.51
01/23/03 Q-9
AREA -AVERAGED Fp(INCH/HR) = 0.97
AREA -AVERAGED Ap = 0.52
,,•,. EFFECTIVE STREAM AREA(ACRES) = 256.24
w TOTAL STREAM AREA(ACRES) = 270.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 595.63
FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21
---------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS «« <
>>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00
ELEVATION DATA: UPSTREAM(FEET) = 1332.00 DOWNSTREAM(FEET) = 1318.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.479
* 100. YEAR RAINFALL INTENSITY(INCH/HR) = 3.450
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp
LAND USE GROUP (ACRES) (INCH/HR)
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 9.00 0.98
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) =
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50
SUBAREA RUNOFF(CFS) = 23.99
TOTAL AREA(ACRES) = 9.00 PEAK FLOW RATE(CFS)
Ap SCS Tc
(DECIMAL) CN (MIN.)
mom -
0.50
•:
0.50 32 14.48
23.99
+++**+++++++++*+++++++*++++++++*+*++*++++++++++*++++*++*++++*++*+++++++*++*+
FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 62
----------------------------------------------------------
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« <
»»>(STREET TABLE SECTION # 3 USED) ««<
UPSTREAM ELEVATION(FEET) = 1318.00 DOWNSTREAM ELEVATION(FEET) = 1305.00
STREET LENGTH(FEET) = 1000.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = D.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0299
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 55.41
***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.61
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.81
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.92
STREET FLOW TRAVEL TIME(MIN.) = 3.47 Tc(MIN.) = 17.95
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.033
1000-� SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
,�
01/23/03 Q-10
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 27.30 0.98 0.50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50
SUBAREA AREA(ACRES) = 27.3C SUBAREA RUNOFF(CFS) = 62.53
EFFECTIVE AREA(ACRES) = 36.30 AREA -AVERAGED Fm(INCH/HR) = 0.49
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50
TOTAL AREA(ACRES) = 36.30 PEAK FLOW RATE(CFS) = 83.15
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.69 HALFSTREET FLOOD WIDTH(FEET) = 21.07
FLOW VELOCITY(FEET/SEC.) = 5.65 DEPTH*VELOCITY(FT*FT/SEC.) = 3.88
LONGEST FLOWPATH FROM NODE 40.00 TO NODE 42.00 = 2000.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 42.00 TO NODE 43.00 IS CODE = 31
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1298.00 DOWNSTREAM(FEET) = 1280.00
FLOW LENGTH(FEET) = 985.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.9 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 14.14
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 83.15
PIPE TRAVEL TIME(MIN.) = 1.16 Tc(MIN.) = 19.11
LONGEST FLOWPATH FROM NODE 40.00 TO NODE 43.00 = 2985.00 FEET.
FLOW PROCESS FROM NODE 43.00 TO NODE 43.00 IS CODE = 81
----------------------------------------------------------------------------
»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 19.11
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.921
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 30.10 0.98 0.50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50
SUBAREA AREA(ACRES) = 30.10 SUBAREA RUNOFF(CFS) = 65.91
EFFECTIVE AREA(ACRES) = 66.40 AREA -AVERAGED Fm(INCH/HR) = 0.49
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50
TOTAL AREA(ACRES) = 66.40 PEAK FLOW RATE(CFS) = 145.41
FLOW PROCESS FROM NODE 43.00 TO NODE 14.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1280.00 DOWNSTREAM(FEET) = 1264.00
FLOW LENGTH(FEET) = 1320.00 MANNING'S N = 0.013
r* DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.1 INCHES
01/23/03 Q-11
PIPE -FLOW VELOCITY(FEET/SEC.) _
ESTIMATED PIPE DIAMETER(INCH) _
PIPE-FLOW(CFS) = 145.41
PIPE TRAVEL TIME(MIN.) = 1.58
LONGEST FLOWPATH FROM NODE
13.95
48.00 NUMBER OF PIPES = 1
Tc(MIN.) = 20.68
40.00 TO NODE 14.00 = 4305.00 FEET.
*************************i.**************************************************
FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 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.) = 20.68
RAINFALL INTENSITY(INCH/HR) = 2.78
AREA -AVERAGED Fm(INCH/HR) = 0.49
AREA -AVERAGED Fp(INCH/HR) = 0.98
AREA -AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 66.40
TOTAL STREAM AREA(ACRES) = 66.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 145.41
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 595.63 17.40 3.089 0.97( 0.51) 0.52 256.2 20.00
1 593.40 18.87 2.943 0.98( 0.51) 0.52 270.5 30.00
2 145.41 20.68 2.785 0.98( 0.49) 0.50 66.4 40.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 734.15 17.40 3.089 0.97( 0.50) 0.52 312.1 20.00
2 735.15 18.87 2.943 0.98( 0.50) 0.52 331.1 30.00
3 700.33 20.68 2.785 0.98( 0.50) 0.51 336.9 40.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 735.15 Tc(MIN.) = 18.87
EFFECTIVE AREA(ACRES) = 331.06 AREA -AVERAGED Fm(INCH/HR) = 0.50
AREA -AVERAGED Fp(INCH/HR) _ 0.98 AREA -AVERAGED Ap = 0.52
TOTAL AREA(ACRES) = 336.90
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 14.00 = 6976.00 FEET.
FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31
----------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« <
>>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FFET) = 1264.00 DOWNSTREAM(FEET) = 1258.00
FLOW LENGTH(FEET) = 465.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 87.0 INCH PIPE IS 67.5 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 21.40
ESTIMATED PIPE DIAMETER(INCH) = 87.00 NUMBER OF PIPES = 1
01/23/03 Q-12
•PIPE-FLOW(CFS) = 735.15
PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 19.23
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 15.00 = 6941.00 FEET.
FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81
--------------------------------------------
»» >ADDITION OF SUBAREA TO MkINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 19.23
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.910
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 4.60 0.98 0.50 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50
SUBAREA AREA(ACRES) = 4.60 SUBAREA RUNOFF(CFS) = 10.03
EFFECTIVE AREA(ACRES) = 335.66 AREA -AVERAGED Fm(INCH/HR) = 0.50
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.51 735.15
TOTAL AREA(ACRES) = 341.50 PEAK FLOW RATE(CFS) _
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
****************************************************************************
FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31
------------------------------------------
>>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« <
»»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1258.00 DOWNSTREAM(FEET) = 1252.00
FLOW LENGTH(FEET) = 685.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 93.0 INCH PIPE IS 73.2 INCHES
PIPE -FLOW VELOCITY(FEET/SEC.) = 18.46
ESTIMATED PIPE DIAMETER(INCH) = 93.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 735.15
PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 19.85
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 16.00 = 7626.00 FEET.
FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 81
-----------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 19.85
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.855
SUBAREA LOSS RATE DATA(AMC !I):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"3-4 DWELLINGS/ACRE" A 15.00 0.98 0.60 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREti FRACTION, Ap = 0.60
SUBAREA AREA(ACRES) = 15.00 SUBAREA RUNOFF(CFS) = 30.64
EFFECTIVE AREA(ACRES) = 350.66 AREA -AVERAGED Fm(INCH/HR) = 0.51
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.52 741.42
TOTAL AREA(ACRES) = 356.50 PEAK FLOW RATE(CFS) _
''t�rrr
01/2303 Q-13
****************************************************************************
FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 36
>>>>>COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA«« <
>>>>>USING COMPUTER -ESTIMATED BOX SIZE (PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 1252.00 DOWNSTREAM(FEET) = 1249.00
FLOW LENGTH(FEET) = 990.00 MANNING'S N = 0.013
*GIVEN BOX BASEWIDTH(FEET) = 8.00 ESTIMATED BOX HEIGHT(FEET) = 9.12
BOX -FLOW VELOCITY(FEET/SEC.) = 10.16
BOX-FLOW(CFS) = 741.42
BOX -FLOW TRAVEL TIME(MIN.) = 1.62 Tc(MIN.) = 21.47
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 17.00 = 8616.00 FEET.
FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81
-----------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
MAINLINE Tc(MIN) = 21.47
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.723
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 25.00 0.98 0.10 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10
SUBAREA AREA(ACRES) = 25.00 SUBAREA RUNOFF(CFS) = 59.08
EFFECTIVE AREA(ACRES) = 375.66 AREA -AVERAGED Fm(INCH/HR) = 0.48
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.49 758.97
TOTAL AREA(ACRES) = 381.50 PEAK FLOW RATE(CFS) _
****************************************************************************
FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 36
---------------------------------------
»» >COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER -ESTIMATED BOX SIZE (PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 1249.00 DOWNSTREAM(FEET) = 1247.50
FLOW LENGTH(FEET) = 290.00 MANNING'S N = 0.013 7,59
*GIVEN BOX BASEWIDTH(FEET) = 8.00 ESTIMATED BOX HEIGHT(FEET) _
BOX -FLOW VELOCITY(FEET/SEC.) = 12.49
BOX-FLOW(CFS) = 758.97
BOX -FLOW TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 21.86
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 18.00 = 8906.00 FEET.
END OF STUDY SUMMARY: 21.86
TOTAL AREA(ACRES) 37= 381.50 TC (MIN.) _
EFFECTIVE AREA(ACRES) ES) = 5.66 AREA -AVERAGED Fm(INCH/HR)= 0.48
AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.49
PEAK FLOW RATE(CFS) = 758.97
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 758.68 20.39 2.809 0.97( 0.48) 0.49 356.7 20.00
++�• 2 758.97 21.86 2.694 0.98( 0.48) 0.49 375.7 30.00
3 725.30 23.72 2.565 0.98( 0.48) 0.49 381.5 40.00
01/23/03 Q-14
IN
a
END OF RATIONAL METHOD ANALYSIS
01/23/03
Q-15
olm
CONCEPTUAL
STORM DRAIN HYDRAULICS
01/23/03 H-1
01/23/03 H-2
FILE: FH-INT.WSW
W S P G
W - EDIT LISTING
- Version 14.01
Date:
1-21-2003
Time:10:46:20
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING
PAGE
1
CARD SECT
CHN
NO
OF AVE
PIER HEIGHT 1 BASE
ZL ZR INV
Y(1) Y(2) Y(3) Y(4)
Y(5) Y(6)
Y(7) Y(8) Y(9) Y(10)
CODE NO
TYPE
PIER/PIP
WIDTH DIAMETER WIDTH
DROP
CD 1
4
1
5.500
CD 2
3
0 .000 6.000
8.000
.000 .000
.00
CD 3
4
1
3.000
CD 4
4
1
7.500
W S P G W
PAGE NO
1
WATER SURFACE
PROFILE -
TITLE CARD LISTING
HEADING LINE
NO
1
IS
-
INTERIM Q25
FOOTHILL STORM DRAIN
HEADING LINE
NO
2
IS
-
EAST OF HEMLOCK
AVE
HEADING LINE
NO
3
IS
-
W S P G W
PAGE NO
2
WATER SURFACE
PROFILE -
ELEMENT CARD LISTING
ELEMENT NO
1
IS
A
SYSTEM OUTLET
U/S DATA
STATION
INVERT
SECT
W
S ELEV
2108.580
1247.490
1
1253.690
ELEMENT NO
2
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
2159.580
1247.740
1
.013
.000
.000
.000
0
ELEMENT NO
3
IS
A
TRANSITION
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
2183.580
1247.860
2
.013
.000
.000
ELEMENT NO
4
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
2455.000
1249.220
2
.013
.000
.000
.000
0
ELEMENT NO
5
IS
A
JUNCTION
U/S DATA
STATION
INVERT
SECT LAT -1 LAT -2
N Q3 Q4
INVERT -3 INVERT -4 PHI
3 PHI 4
2458.000
1249.300
2 3 0
.013 .010 .000
1250.800
.000
45.000
.000
RADIUS
ANGLE
.000
.000
ELEMENT NO
6
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
2461.000
1249.420
2
.013
.000
.000
.000
0
ELEMENT NO
7
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
2950.000
1251.870
2
.013
.000
.000
.000
0
ELEMENT NO
8
IS
A
REACH
*
*
°
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
2956.000
1252.070
2
.013
.000
.000
.000
0
ELEMENT NO
9
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
01/23/03 H-2
z
3445.000 1254.510 2 .013
ELEMENT NO 10 IS A JUNCTION
U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3
3448.000 1254.610 2 3 0 .013 .010
.000 .000 .000 0
* *
Q4 INVERT -3 INVERT -4 PHI 3 PHI 4
.000 1256.100 .000 45.000 .000
RADIUS ANGLE
.000 .000
01/23/03 H-3
W S
P G W
PAGE
NO
3
WATER SURFACE
PROFILE -
ELEMENT
CARD LISTING
WARNING -
ADJACENT
SECTIONS ARE
NOT IDENTICAL
- SEE
SECTION
NUMBERS AND CHANNEL
DEFINITIONS
ELEMENT
NO
11
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG
PT
MAN H
3451.000
1254.710
4
.013
.000
.000
.000
0
ELEMENT
NO
12
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG
PT
MAN H
3940.000
1257.160
4
.013
.000
.000
.000
0
ELEMENT
NO
13
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG
PT
MAN H
3946.000
1257.360
4
.013
.000
.000
.000
0
ELEMENT
NO
14
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG
PT
MAN H
4123.490
1258.240
4
.013
.000
.000
.000
0
ELEMENT
NO
15
IS
A
SYSTEM HEADWORKS
U/S DATA
STATION
INVERT
SECT
W S ELEV
4123.490
1258.240
4
1258.240
01/23/03 H-3
01/23/03 H-4
FILE: FH-INT.WSW
W S P G W- CIVILDESIGN Version
14.01
PAGE 1
Program
Package Serial Number: 1296
WATER SURFACE
PROFILE LISTING
Date: 1-21-2003
Time:10:46:24
INTERIM
Q25 FOOTHILL STORM DRAIN
EAST
OF HEMLOCK
AVE
**************************************************************************************************************************
********
I Invert I
Depth I
Water I
Q I Vel
Vel I
Energy
I Super
ICriticallFlow
ToplHeight/IBase
Wt1
INo Wth
Station
I Elev I
(FT) I
Elev I
(CFS) I (FPS)
Head I
Grd.E1.1
Elev
I Depth
I Width
IDia.-FTIor
I.D.I
ZL
IPrs/Pip
-I-
L/Elem
-I-
ICh Slope I
-I-
I
-I-
I
-I- -I- -I-
I SF Avel
-I-
HF
-I-
ISE DpthlFroude
-I-
NINorm
-I-
Dp
-I-
I "N"
-I-
I X -Fall)
ZR
-I
(Type Ch
2108.580
I I
1247.490
I
6.200
1253.690
I I
206.02 8.67
I
1.17
1254.86
I
.00
I
4.02
I
.00
I
5.500
I I
.000
.00
I
1 .0
-I-
51.000
-I-
.0049
-I-
-I-
-I- -I-
-I-
.0038
-I-
.19
-I-
6.20
-I-
.00
-I-
3.99
-I-
.013
-I-
.00
.00
1-
PIPE
2159.580
I
1247.740
I I
6.142
1253.882
I I
206.02 8.67
I
1.17
1255.05
I
.00
I
4.02
I
.00
I
5.500
I I
.000
.00
I
1 .0
TRANS STR
.0050
.0007
.02
6.14
.00
.013
.00
.00
PIPE
2183.580
I I
1247.860
I
7.045
1254.905
I I
206.02 4.29
I
.29
1255.19
I
.00
I
2.74
I
8.00
I
6.000
I I
8.000
.00
I
0 .0
-I-
241.717
-I-
.0050
-I-
-I-
-I- -I-
-I-
.0007
-I-
.17
-I-
7.05
-I-
.31
-I-
2.42
-I-
.013
-I-
.00
.00
1-
BOX
2425.297
I
1249.071
I I
6.000
1255.071
I I
206.02 4.29
I
.29
1255.36
I
.00
I
2.74
I
8.00
I
6.000
I I
8.000
.00
I
0 .0
-I-
29.703
-I-
.0050
-I-
-I-
-I- -I-
-I-
.0004
-I-
.01
-I-
6.00
-I-
.31
-I-
2.42
-I-
.013
-I-
.00
.00
1-
BOX
2455.000
I
1249.220
I I
5.849
1255.069
I I
206.02 4.40
I
.30
1255.37
I
.00
I
2.74
I
8.00
I
6.000
I I
8.000
.00
I
0 .0
-I-
JUNCT STR
-I-
.0267
-I-
-I-
-I- -I-
-I-
.0005
-I-
.00
-I-
5.' 85
-I-
.32
-I-
-I-
.013
-I-
.00
.00
I-
BOX
--------------------
WARNING - Flow
depth
near top
of box conduit --------------------
2458.000
I
1249.300
I I
5.761
1255.061
I I
206.01 4.47
I
.31
1255.37
I
.00
I
2.74
I
8.00
I
6.000
I 1
8.000
.00
1
0 .0
-I-
3.000
-I-
.0400
-I-
-I-
-I- -I-
-I-
.0005
-I-
.00
-I-
5.76
-I-
.33
-I-
1.19
-I-
.013
-I-
.00
.00
1-
BOX
--------------------
WARNING - Flow
depth
near top
of box conduit --------------------
2461.000
I
1249.420
I I
5.628
1255.048
I I
206.01 4.58
I
.33
1255.37
I
.00
I
2.74
I
8.00
I
6.000
I 1
8.000
.00
1
0 .0
-I-
51.428
-I-
.0050
-I-
-I-
-I- -I-
-I-
.0005
-I-
.03
-I-
5.63
-I-
.34
-I-
2.42
-I-
.013
-I-
.00
.00
1-
BOX
--------------------
WARNING - Flow
depth
near top
of box conduit
--------------------
01/23/03 H-4
01/23/03 H-5
C)
FILE: FH-INT.WSW
W S P
G W- CIVILDESIGN
Version
14.01
PAGE 2
Program
Package Serial
Number: 1296
WATER
SURFACE
PROFILE LISTING
Date: 1-21-2003
Time:10:46:24
INTERIM Q25 FOOTHILL STORM
DRAIN
EAST OF HEMLOCK
AVE
I Invert I
Depth I
Water I
Q I
Vel
Vel I
Energy I
Super
ICriticallFlow
ToplHeight/IBase
Wt1
INo Wth
Station
I Elev I
(FT) I
Elev
I (CFS) I
(FPS)
Head I
Grd.El.l
Elev
I Depth
I Width
IDia.-FTlor
I.D.1
ZL
IPrs/Pip
-I-
L/Elem
-I-
ICh Slope I
-I-
I
-I-
I
-I-
I
-I-
-I-
Sw Avel
-I- -I-
HF ISE DpthlFroude
-I-
NINorm
-I-
Dp
-I-
I "N"
-1-
I X-Fa111
-1
ZR
(Type Ch
I
2512.428
! I
1249.678
I
5.366
I
1255.043
!
206.01
4.80
I
.36
I
1255.40
.00
!
2.74
I
8.00
I
6.000
I
8.000
.00
I
0 .0
48.750
.0050
.0006
.03
5.37
.37
2.42
.013
.00
.00
BOX
2561.178
I I
1249.922
I
5.116
1255.038
I I
206.01
5.03
I
.39
I
1255.43
.00
I
2.74
I
8.00
I
6.000
I I
8.000
.00
I
0 .0
-I-
46.144
-I-
.0050
-I-
-I-
-I-
-I-
-I-
.0007
-I-
.03
-I-
5.12
-I-
.39
-I-
2.42
-I-
.013
-I-
.00
.00
1-
BOX
2607.322
I
1250.153
I I
4.878
1255.031
I I
206.01
5.28
I
.43
I
1255.46
.00
I
2.74
I
8.00
I
6.000
I I
8.000
.00
I
0 .0
-I-
43.597
-I-
.0050
-I-
-I-
-I-
-I-
-I-
.0007
-I-
.03
-i-
4.88
-I-
.42
-I-
2.42
-I-
.013
-I-
.00
.00
1-
BOX
2650.919
I
1250.372
I I
4.651
1255.022
I I
206.01
5.54
I
.48
I
1255.50
.00
I
2.74
I
8.00
I
6.000
I I
8.000
.00
I
0 .0
-I-
41.094
-I-
.0050
-I-
-I-
-I-
-I-
-I-
.0008
-I-
.03
-i-
4.65
-I-
.45
-I-
2.42
-I-
.013
-I-
.00
.00
1-
BOX
2692.013
I
1250.578
I I
4.434
1255.012
I I
206.01
5.81
I
.52
I
1255.54
.00
I
2.74
I
8.00
I
6.000
I I
8.000
.00
I
0 .0
38.617
.0050
.0010
.04
4.43
.49
2.42
.013
.00
.00
BOX
2730.630
I
1250.771
I I
4.228
1254.999
I I
206.01
6.09
I
.58
I
1255.58
.00
I
2.74
I
8.00
I
6.000
I
8.000
I
.00
I
0 .0
-I-
36.142
-I-
.0050
-I-
-I-
-I-
-I-
-I-
.0011
-I-
.04
-I-
4.23
-I-
.52
-I-
2.42
-I-
.013
-I-
.00
.00
1-
BOX
2766.771
I
1250.952
I
4.031
I
1254.983
I I
206.01
6.39
I
.63
I
1255.62
.00
I
2.74
I
8.00
I
6.000
I
8.000
I
.00
I
0 .0
-I-
33.639
-I-
.0050
-I-
-I-
-I-
-I-
-I-
.0012
-I-
.04
-I-
4.03
-I-
.56
-I-
2.42
-I-
.013
-I-
.00
.00
1-
BOX
2800.411
I
1251.121
I
3.844
I
1254.964
I I
206.01
6.70
I
.70
I
1255.66
.00
I
2.74
I
8.00
I
6.000
I
8.000
1
.00
1
0 .0
-I-
31.069
-I-
.0050
-I-
-i-
-I-
-I-
-I-
.0014
-I-
.04
-I-
3.84
-I-
.60
-I-
2.42
-I-
.013
-I-
.00
.00
1-
BOX
01/23/03 H-5
01/23/03 H-6
FILE: FH-INT.WSW
W S P
G W- CIVILDESIGN
Version
14.01
PAGE 3
Program
Package Serial
Number: 1296
WATER
SURFACE
PROFILE LISTING
Date: 1-21-2003
Time:10:46:24
INTERIM Q25 FOOTHILL STORM
DRAIN
EAST OF HEMLOCK
AVE
I Invert I
Depth I
Water
I Q I
Vel
Vel I
Energy I
Super
ICriticallFlow
ToplHeight/IBase
WtI
INo Wth
Station
-I-
I Elev I
(FT) I
Elev
I (CFS) I
-I-
(FPS)
-I-
Head I
-I-
Grd.El.l
Elev
-I-
I Depth I
-I-
Width
IDia.-FTlor
-I- -I-
I.D.I
-I-
ZL
-I
IPrs/Pip
L/Elem
-I-
ICh Slope I
-I-
I
-I-
I I
SF Avel
-I-
HF ISE
DpthlFroude
NINorm
Dp
I "N" I
X -Fall)
ZR
(Type Ch
2831.480
I I
1251.276
I
3.665
1254.941
I I
206.01
7.03
I
.77
I
1255.71
.00
i I
2.74
8.00
I
6.000
I I
8.000
.00
I
0 .0
-I-
28.373
-I-
.0050
-I-
-I-
-I-
-i-
-I-
.0016
-I-
.05
-I-
3.66
-I-
.65
2.42
-I- -I-
.013
-I-
.00
.00
1-
BOX
2859.853
I I
1251.418
I
3.494
1254.913
I I
206.01
7.37
I
.84
I
1255.76
.00
I I
2.74
8.00
I
6.000
I I
8.000
.00
I
0 .0
-I-
25.464
-I-
.0050
-I-
-I-
-I-
-I-
-I-
.0018
-I-
.05
-i-
3.49
-I-
.69
2.42
-I- -I-
.013
-i-
.00
.00
1-
BOX
2885.317
I I
1251.546
I
3.332
1254.878
I I
206.01
7.73
I
.93
I
1255.81
.00
I
2.74
I
8.00
i
6.000
I I
8.000
.00
I
0 .0
-I-
8.700
-I-
.0050
-I-
-I-
-I-
-I-
-I-
.0021
-I-
.02
-I-
3.33
-I-
.75
2.42
-I- -i-
.013
-I-
.00
.00
1-
BOX
2894.017
I I
1251.590
I
3.274
1254.864
I I
206.01
7.86
I
.96
I
1255.82
.00
I
2.74
I
8.00
I
6.000
I I
8.000
.00
I
0 .0
HYDRAULIC
JUMP
2894.017
I I
1251.590
I
2.268
1253.857
I I
206.01
11.36
I
2.00
I
1255.86
.00
i
2.74
i
8.00
I
6.000
I I
8.000
.00
I
0 .0
-I-
55.983
-I-
.0050
-I-
-I-
-I-
-I-
-I-
.0064
-I-
.36
-I-
2.27
-I-
1.33
2.42
-I- -I-
.013
-I-
.00
.00
1-
BOX
2950.000
I I
1251.870
2.187
I
1254.057
I I
206.01
11.78
I
2.15
i
1256.21
.00
I
2.74
I
8.00
I
6.000
I I
8.000
.00
I
0 .0
-I-
.632
-I-
.0333
-I-
-I-
-I-
-i-
-I-
.0066
-I-
.00
-I-
2.19
-I-
1.40
1.27
-i- -I-
.013
-I-
.00
.00
1-
BOX
2950.632
I I
1251.891
2.203
I
1254.094
I I
206.01
11.69
i
2.12
I
1256.22
.00
I
2.74
I
8.00
I
6.000
I I
8.000
.00
i
0 .0
-I-
3.135
-I-
.0333
-I-
-I-
-I-
-I-
-I-
.0061
-I-
.02
-I-
2.20
-I-
1.39
1.27
-i- -I-
.013
-I-
.00
.00
1-
BOX
2953.767
I I
1251.995
2.311
I
1254.307
I I
206.01
11.14
I
1.93
I
1256.23
.00
I
2.74
I
8.00
I
6.000
I I
8.000
.00
I
0 .0
-I-
2.233
-I-
.0333
-I-
-I-
-I-
-I-
-i-
.0054
-I-
.01
-I-
2.31
-I-
1.29
1.27
-I- -I-
.013
-I-
.00
.00
1-
BOX
2956.000
I i
1252.070
2.424
-I-
I
1254.494
-I-
I I
206.01
-I-
10.62
-i-
I
1.75
I
1256.25
.00
I
2.74
I
8.00
I
6.000
I I
8.000
.00
I
0 .0
-I-
327.055
-I-
.0050
-I-
.0050
-I-
1.63
-I-
2.42
-I-
1.20
2.42
-I- -I-
.013
-i-
.00
.00
1-
BOX
01/23/03 H-6
01/23/03 H-7
FILE: FH-INT.WSW
W S P
G W- CIVILDESIGN
Version
14.01
PAGE 4
Program
Package Serial
Number: 1296
WATER
SURFACE
PROFILE LISTING
Date: 1-21-2003
Time:10:46:24
INTERIM Q25 FOOTHILL STORM DRAIN
EAST OF HEMLOCK
AVE
I
Invert I
Depth I
Water I
Q I
Vel
Vel I
Energy I
Super
ICriticallFlow
ToplHeight/IBase
Wtl
INo Wth
Station I
Elev I
(FT) I
Elev I
(CFS) I
-I-
(FPS)
-i-
Head I
-I-
Grd.E1.1
-I-
Elev
-I-
I Depth
-I-
I Width
-I-
IDia.-FTlor
-I-
I.D.f
-I-
ZL
-I
IPrs/Pip
-I-
L/Elem ICh
-I-
Slope I
-I-
I
-I-
I
I
SF Avel
HF ISE
DpthlFroude
NINorm
Dp
I "N"
I X-Fa111
ZR
IType Ch
I
I
3283.055
I
1253.702
I
2.424
I
1256.126
I
206.01
10.62
I
1.75
I
1257.88
.00
I
2.74
I
8.00
i
6.000
I I
8.000
.00
0 .0
-I-
161.945
-I-
.0050
-I-
-I-
-I-
-I-
-I-
.0051
-I-
.83
-I-
2.42
-I-
1.20
-I-
2.42
-I-
.013
-I-
.00
.00
1-
BOX
I
3445.000
I
1254.510
I
2.375
I
1256.885
I
206.01
10.84
I
1.83
I
1258.71
.00
I
2.74
I
8.00
I
6.000
I I
8.000
.00
I
0 .0
-I-
JUNCT STR
-I-
.0333
-I-
-I-
-I-
-I-
-I-
.0044
-i-
.01
-I-
2.38
-I-
1.24
-I-
-I-
.013
-I-
.00
.00
I-
BOX
3448.000
-I-
1
1254.610
-I-
I
2.741
-I-
1257.351
-I-
I I
206.00
-I-
9.40
-I-
I
1.37
-I-
I
1258.72
-I-
.00
-I-
I
2.74
-I-
I
8.00
-I-
I
6.000
-I-
I I
8.000
-I-
.00
I
0 .0
I-
I
3448.000
I
1254.610
I
3.095
1257.705
I I
206.00
11.98
I
2.23
I
1259.93
.00
I
3.67
I
7.38
I
7.500
I I
.000
.00
I
1 .0
-I-
3.000
-I-
.0333
-I-
-I-
-I-
-I-
-I-
.0053
-I-
.02
-I-
3.10
-I-
1.38
-I-
1.94
-I-
.013
-I-
.00
.00
1-
PIPE
I
3451.000
1254.710
I I
3.201
1257.911
I I
206.00
11.45
I
2.04
I
1259.95
.00
I
3.67
I
7.42
i
7.500
I I
.000
.00
I
1 .0
-I-
86.699
-I-
.0050
-I-
-I-
-I-
-I-
-I-
.0050
-I-
.43
-I-
3.20
-I-
1.30
-I-
3.20
-I-
.013
-I-
.00
.00
1-
PIPE
I
3537.699
I
1255.144
I
3.201
1258.345
I I
206.00
11.45
I
2.04
I
1260.38
.00
I
3.67
I
7.42
I
7.500
I I
.000
.00
I
1 .0
-I-
249.145
-I-
.0050
-I-
-I-
-I-
-I-
-I-
.0052
-I-
1.29
-f-
3.20
-I-
1.30
-I-
3.20
-i-
.013
-I-
.00
.00
1-
PIPE
I
3786.844
1256.393
I I
3.150
1259.543
I I
206.00
11.70
I
2.12
i
1261.67
.00
I
3.67
I
7.40
I
7.500
I I
.000
.00
I
1 .0
-I-
153.156
-I-
.0050
-I-
-I-
-I-
-I-
-I-
.0057
-I-
.87
-I-
3.15
-i-
1.34
-I-
3.20
-I-
.013
-I-
.00
.00
1-
PIPE
I
3940.000
1257.160
I I
3.039
1260.199
I I
206.00
12.27
I
2.34
I
1262.54
.00
I
3.67
I
7.36
I
7.500
i I
.000
.00
I
1 .0
-I-
3.147
-I-
.0333
-I-
-I-
-I-
-I-
-I-
.0057
-I-
.02
-I-
3.04
-I-
1.43
-I-
1.94
-i-
.013
-I-
.00
.00
I-
PIPE
I
3943.147
1257.265
I I
3.132
1260.397
I I
206.00
11.79
I
2.16
I
1262.55
.00
I
3.67
I
7.40
I
7.500
i I
.000
.00
I
1 .0
-I-
2.853
I
-i-
.0333
-I-
I I
-I-
-I-
I I
-I-
-I-
.0051
I
-I-
.01
I
-I-
3.13
-I-
1.35
I
-I-
1.94
I
-I-
.013
I
-I-
.00
I
.00
I
1-
PIPE
I
01/23/03 H-7
3946.000 1257.360 3.248 1260.607 206.00 11.24 1.96 1262.57 .00 3.67 7.43 7.500 .000 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1-
68.095 .0050 .0047 .32 3.25 1.26 3.21 .013 .00 .00 PIPE
01/23/03 H-8
01/23/03 H-9
FILE: FH-INT.WSW
W S P
G W- CIVILDESIGN
Version 14.01
PAGE 5
Program
Package Serial
Number: 1296
WATER
SURFACE
PROFILE LISTING
Date: 1-21-2003
Time:10:46:24
INTERIM Q25 FOOTHILL STORM DRAIN
EAST OF HEMLOCK
AVE
I Invert I
Depth I Water I
Q I
Vel
Vel I
Energy
I Super
ICriticallFlow
ToplHeight/IBase
Wt1
INo Wth
Station
I Elev I
(FT) I Elev I
(CFS) I
(FPS)
Head I
Grd.E1.1
Elev
I Depth
I Width
IDia.-FTlor
I.D.I
ZL
IPrs/Pip
-I-
L/Elem
-I-
ICh Slope I
-I- -I-
I I
-I-
I
-I-
-I-
SF Avel
-I-
HF
-I-
ISE DpthlFroude
-I- -I-
NINorm Dp
-i-
I "N" I X-Fa111
-I-
ZR
-I
(Type Ch
4014.095
I I
1257.698
I I
3.282 1260.980
I
206.00
11.08
I
1.91
1262.89
1
.00
I
3.67
I
7.44
I I
7.500
I
.000
.00
I
1 .0
-I-
77.818
-I-
.0050
-I- -I-
-I-
-I-
-I-
.0043
-I-
.33
-I-
3.28
1.24
-I- -I-
3.21
-I-
.013
-I-
.00
.00
1-
PIPE
4091.913
I I
1258.083
I
3.404 1261.487
I I
206.00
10.56
I
1.73
1263.22
I
.00
I
3.67
1
7.47
I I
7.500
I
.000
.00
I
1 .0
25.893
.0050
.0038
.10
3.40
1.15
3.21
.013
.00
.00
PIPE
4117.807
I I
1258.212
I
3.531 1261.743
I I
206.00
10.07
I
1.58
1263.32
I
.00
I
3.67
I
7.49
I I
7.500
I
.000
.00
I
1 .0
-I-
5.684
-I-
.0050
-I- -I-
-I-
-I-
-I-
.0033
-I-
.02
-I-
3.53
1.07
-I- -I-
3.21
-I-
.013
-I-
.00
.00
1-
PIPE
4123.490
I i
1258.240
I
3.666 1261.906
I I
206.00
9.60
i
1.43
1263.34
I
.00
I
3.67
I
7.50
I I
7.500
I
.000
.00
I
1 .0
01/23/03 H-9
01/23/03 1I-10
FILE: FH-ULT.WSW
W S P G
W - EDIT LISTING - Version 14.01
Date:
1-23-2003
Time: 4:12:43
WATER
SURFACE PROFILE
- CHANNEL DEFINITION LISTING
PAGE
1
CARD SECT
CHN
NO OF AVE
PIER HEIGHT
1 BASE
ZL ZR
INV Y(1) Y(2) Y(3) Y(4)
Y(5) Y(6)
Y(7) Y(8) Y(9) Y(10)
CODE NO
TYPE
PIER/PIP WIDTH DIAMETER
WIDTH
DROP
CD
1
4
1
7.500
CD
2
3
0 .000 6.000
8.000
.000 .000 .00
CD
3
4
1
3.000
CD
4
4
1
8.000
W S P G
W
PAGE NO
1
WATER SURFACE
PROFILE -
TITLE CARD
LISTING
HEADING LINE
NO
1
IS
-
ULTIMATE FOOTHILL STORM DRAIN
Q100
HEADING LINE
NO
2
IS
-
EAST OF HEMLOCK
AVE
HEADING LINE
NO
3
IS
-
W S P G
W
PAGE NO
2
WATER SURFACE
PROFILE -
ELEMENT CARD LISTING
ELEMENT
NO
1
IS
A
SYSTEM OUTLET
U/S DATA
STATION
INVERT
SECT
W
S ELEV
2108.580
1245.000
1
1245.000
ELEMENT
NO
2
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
2159.580
1246.000
1
.013
.000
.000
.000
0
ELEMENT
NO
3
IS
A
TRANSITION
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
2183.580
1247.860
2
.013
.000
.000
ELEMENT
NO
4
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
2455.000
1249.220
2
.013
.000
.000
.000
0
ELEMENT
NO
5
IS
A
JUNCTION
U/S DATA
STATION
INVERT
SECT LAT -1
LAT -2 N Q3 Q4
INVERT -3 INVERT -4 PHI 3 PHI 4
2461.000
1249.420
2 3
0 .013 44.000 .000
1250.800
.000
45.000
.000
RADIUS
ANGLE
.000
.000
ELEMENT
NO
6
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
2950.000
1251.870
2
.013
.000
.000
.000
0
ELEMENT
NO
7
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
2956.000
1252.070
2
.013
.000
.000
.000
0
ELEMENT
NO
8
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
3445.000
1254.510
2
.013
.000
.000
.000
0
ELEMENT
NO
9
IS
A
JUNCTION
01/23/03 1I-10
01/23/03 H-11
U/S DATA
STATION
INVERT
SECT LAT -1 LAT -2
N
Q3 Q4 INVERT -3 INVERT
-4
PHI 3 PHI 4
3451.000
1254.710
4 3 0
.013
29.000 .000 1256.100
.000
45.000
.000
RADIUS
ANGLE
.000
.000
ELEMENT
NO
10
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
3940.000
1257.160
4
.013
.000
.000
.000
0
W S P G W
PAGE NO
3
WATER SURFACE PROFILE
- ELEMENT CARD LISTING
ELEMENT
NO
11
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
3946.000
1257.360
4
.013
.000
.000
.000
0
ELEMENT
NO
12
IS
A
REACH
U/S DATA
STATION
INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
4123.490
1258.240
4
.013
.000
.000
.000
0
ELEMENT
NO
13
IS
A
SYSTEM HEADWORKS
U/S DATA
STATION
INVERT
SECT
W S ELEV
4123.490
1258.240
4
1258.240
01/23/03 H-11
It
FILE: FH-ULT.WSW
W S P
G W- CIVILDESIGN Version
14.01
PAGE 1
Program
Package Serial Number: 1296
WATER
SURFACE
PROFILE LISTING
Date: 1-23-2003
Time:
4:12:47
ULTIMATE
FOOTHILL
STORM
DRAIN Q100
EAST OF HEMLOCK
AVE
I Invert I
Depth I
Water I
Q I
Vel
Vel I
Energy I
Super
ICriticallFlow
ToplHeight/lBase
Wtl
INo Wth
Station
I Elev I
(FT) I
Elev
-I-
I (CFS)
I (FPS)
-I-
Head I
-I-
Grd.El.l
-I-
Elev
-I-
I Depth
I Width
-I-
IDia.-FTlor
I.D.I
ZL
IPrs/Pip
-I
-I-
L/Elem
-I-
ICh Slope I
-I-
I
-I-
I
I
SF Avel
HF ISE
DpthlFroude
-I-
NINorm
Dp
-i-
I "N"
-I-
I X -Fall)
•LR
(Type Ch
2108.580
I I
1245.000
I
5.879
1250.879
I
757.00
I
20.37
I
6.45
I
1257.33
.00
I
6.84
I
6.17
I
7.500
i I
.000
.00
I
1 .0
22.300
.0196
.0102
.23
5.88
1.46
4.64
.013
.00
.00
PIPE
2130.880
I I
1245.437
I
6.091
1251.528
I
757.00
I
19.70
I
6.03
I
1257.55
.00
I
6.84
I
5.86
I
7.500
I I
.000
.00
I
1 .0
-I-
20.771
-I-
.0196
-I-
-I-
-1-
-I-
-I-
.0095
-I-
.20
-I-
6.09
-I-
1.36
-I-
4.64
-I-
.013
-I-
.00
.00
1-
PIPE
2151.651
I I
1245.844
i
6.428
1252.273
I
757.00
1
18.78
I
5.48
I
1257.75
.00
I
6.84
i
5.25
I
7.500
I I
.000
.00
I
1 .0
-I-
7.929
-I-
.0196
-I-
-I-
-I-
-i-
-I-
.0088
-I-
.07
-I-
6.43
-I-
1.19
-I-
4.64
-I-
.013
-I-
.00
.00
1-
PIPE
2159.580
I I
1246.000
I
6.841
1252.841
I
757.00
t
17.91
I
4.98
I
1257.82
.00
I
6.84
I
4.25
I
7.500
I I
.000
.00
I
1 .0
TRANS STR
.0775
.0085
.20
6.84
1.00
.013
.00
.00
PIPE
2183.580
I I
1247.860
6.422
I
1254.282
I
757.00
I
15.77
I
3.86
I
1258.14
.00
i
6.00
I
8.00
I
6.000
I I
8.000
.00
I
0 .0
-I-
271.420
-I-
.0050
-I-
-I-
-I-
-i-
-I-
.0093
-I-
2.52
-I-
6.42
-i-
1.13
-I-
6.00
-I-
.013
-I-
.00
.00
1-
BOX
2455.000
I I
1249.220
I
7.580
1256.800
I
757.00
I
15.77
I
3.86
I
1260.66
.00
I
6.00
I
8.00
I
6.000
I I
8.000
.00
I
0 .0
-I-
JUNCT STR
-I-
.0333
-I-
-I-
-I-
-i-
-I-
.0082
-I-
.05
-I-
7.58
-i-
1.13
-I-
-I-
.013
-i-
.00
.00
I-
BOX
2461.000
I I
1249.420
8.179
t
1257.599
I
713.00
I
14.85
3.43
I I
1261.03
.00.
I
6.00
I
8.00
I
6.000
I I
8.000
.00
I
0 .0
-I-
489.000
-i-
.0050
-I-
-I-
-I-
-I-
-I-
.0082
-I-
4.02
-I-
8.18
-I-
1.07
-I-
6.00
-I-
.013
-I-
.00
.00
1-
BOX
2950.000
I I
1251.870
-I-
9.754
I
1261.624
I
713.00
I
14.85
3.43
I I
1265.05
.00
t
6.00
i
8.00
I
6.000
I
8.000
I
.00
I
0 .0
-I-
6.000
.0333
-I-
-I-
-I-
-I-
-I-
.0082
-I-
.05
-i-
9.75
-I-
1.07
-I-
2.99
-I-
.013
-I-
.00
.00
1-
BOX
2956.000
I I
1252.070
9.603
I
1261.673
-I-
I
713.00
i
14.85
3.43
I I
1265.10
.00
I
6.00
I
8.00
I
6.000
I
8.000
I
.00
I
0 .0
-I-
489.000
-I-
.0050
-I-
-I-
-I-
-I-
.0082
-I-
4.02
-I-
9.60
-I-
1.07
6.00
-I- -I-
.013
-i-
.00
.00
1-
BOX
01/23/03 H-12
01/23/03 H-13
FILE: FH-ULT.WSW
W S P
G W- CIVILDESIGN Version
14.01
PAGE
2
Program
Package Serial
Number: 1296
WATER
SURFACE PROFILE LISTING
Date: 1-23-2003
Time:
4:12:47
ULTIMATE FOOTHILL STORM
DRAIN Q100
EAST OF HEMLOCK AVE
I
Invert I
Depth I
Water
I Q I
Vel
Vel I Energy I
Super
ICriticallFlow
ToplHeight/IBase
Wtl
INo Wth
Station I
Elev I
(FT) I
Elev
I (CFS) I
(FPS)
Head I Grd.E1.1
Elev
1 Depth
I Width
IDia.-FTlor
I.D.1
ZL
IPrs/Pip
-I-
L/Elem ICh
-I-
Slope I
-I-
I
-I-
-I-
I I
-I-
-I- -I-
SF Avel HF ISE
-I-
DpthlFroude
-I-
NINorm
-I-
Dp
-I-
I "N"
-I-
I X-Fa111
-I
ZR
(Type Cki
I
3445.000
I
1254.510
I
11.188
1265.698
I I
713.00
14.85
i I
3.43 1269.12
.00
I
6.00
I
8.00
I
6.000
I I
8.000
.00
I
0 .0
-I-
JUNCT STR
-I-
.0333
-I-
-I-
-I-
-I-
-I- -I-
.0069 .04
-I-
11.19
-i-
1.07
-I-
-I-
.013
-I-
.00
.00
I-
BOX
I
3451.000
I
1254.710
I
11.788
1266.498
I I
684.00
13.61
I I
2.88 1269.37
.00
I
6.62
I
.00
I
8.000
I 1
.000
.00
1
1 .0
-I-
489.000
-I-
.0050
-I-
-I-
-I-
-I-
-I- -i-
.0056 2.75
-I-
11.79
-I-
.00
-I-
7.11
-I-
.013
-I-
.00
.00
1-
PIPE
I
3940.000
I
1257.160
I
12.088
1269.248
I I
684.00
13.61
I I
2.88 1272.12
.00
I
6.62
I
.00
I
8.000
I I
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1
1 .0
6.000
.0333
.0056 .03
12.09
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3.57
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I
3946.000
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1257.360
11.922
I
1269.281
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684.00
13.61
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2.88 1272.16
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6.62
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I
8.000
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.000
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1 .0
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177.490
-I-
.0050
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-I-
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.0056 1.00
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11.92
-I-
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7.19
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-I-
.00
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1-
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4123.490
-I-
I
1258.240
-I-
12.040
-I-
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1270.280
-I-
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684.00
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13.61
-I-
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2.88 1273.16
-I- -I-
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6.62
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8.000
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.000
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01/23/03 H-13
R
FILE: MODELI.WSW
W S P G
W - EDIT LISTING - Version 14.01
Date:
1-23-2003 Time: 5:30:55
WATER SURFACE PROFILE
- CHANNEL DEFINITION LISTING
PAGE
1
CARD SECT
CHN
NO
OF AVE PIER HEIGHT 1 BASE
ZL ZR
INV Y(l) Y(2) Y(3) Y(4)
Y(5) Y(6)
Y(7) Y(8)
Y(9)
Y(10)
CODE NO
TYPE
PIER/PIP
WIDTH DIAMETER WIDTH
DROP
CD 1
4
1 6.000
W S P G
W
PAGE NO
1
WATER SURFACE PROFILE -
TITLE CARD
LISTING
HEADING LINE
NO
1
IS
-
HYDRAULICS @ Q25 MODEL 1
HEADING LINE
NO
2
IS
-
INTERIM TRIBUTARY FLOW FROM BASELINE TO MILLER EAST OF HEMLOCK
HEADING LINE
NO
3
IS
-
W S P G
W
PAGE NO
2
WATER SURFACE PROFILE -
ELEMENT CARD LISTING
ELEMENT NO
1
IS
A
SYSTEM OUTLET
U/S DATA STATION INVERT
SECT
W
S ELEV
9564.550 1228.480
1
1238.910
ELEMENT NO
2
IS
A
REACH
U/S DATA STATION INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
9877.670 1230.610
1
.013
.000
.000
.000
0
ELEMENT NO
3
IS
A
REACH
U/S DATA STATION INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
10050.000 1231.760
1
.013
.000
.000
.000
0
ELEMENT NO
4
IS
A
REACH
U/S DATA STATION INVERT
SECT
N
RADIUS
ANGLE
ANG PT
MAN H
10167.670 1232.580
1
.013
.000
.000
.000
0
ELEMENT NO
5
IS
A
SYSTEM HEADWORKS
U/S DATA STATION INVERT
SECT
W
S ELEV
10167.670 1232.580
1
1232.580
01/23/03 H-14
FILE: MODELI.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1
Program Package Serial Number: 1296
WATER SURFACE PROFILE LISTING Date: 1-23-2003 Time: 5:31: 0
HYDRAULICS @ Q25 MODEL 1
INTERIM TRIBUTARY FLOW FROM BASELINE TO MILLER EAST OF HEMLOCK
I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth
Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I
L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch
I I I I I I I I I I I I I
9564.550 1228.480 10.430 1238.910 398.00 14.08 3.08 1241.99 .00 5.32 .00 6.000 .000 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1-
313.120 .0068 .0088 2.77 10.43 .00 6.00 .013 .00 .00 PIPE
i I I I I I I I I I I I I
9877.670 1230.610 11.065 1241.675 398.00 14.08 3.08 1244.75 .00 5.32 .00 6.000 .000 .00 1 .0
172.330 .0067 .0088 1.52 11.07 .00 6.00 .013 .00 .00 PIPE
I I I I I I I I I I I I I
10050.000 1231.760 11.437 1243.197 398.00 14.08 3.08 1246.27 .00 5.32 .00 6.000 .000 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1-
117.670 .0070 .0088 1.04 11.44 .00 6.00 .013 .00 .00 PIPE
I I I I I I I I I I I I I
10167.670 1232.580 11.657 1244.237 398.00 14.08 3.08 1247.31 .00 5.32 .00 6.000 .000 .00 1 .0
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I-
01/23/03 H-15
REFERENCES & MAPS
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• 1.2 - I \ _ i• . .,I, 5 1 YnANV TLNn.}cE
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R 4 W V�- �-EY AREA
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i ' r — • of I- A�_--...-.i, " ' „ I _ - R UCED. DRAW Y,�-IootYEARaOL.HOUR
M X owl.
ED MILES
_
SCALE 1 4
I T I I _- j __I "_r" -1 � .. I -• - -" -1- l _ __ - _ I —
1 'PRECHES) lr`a's 4 �sd
1*82° coNTROL-
IF -NIN�p�COUNTY
SAN B R 1PITllTtON (INC
B ISOL'NES
u3fl ,�., u L 1.T3S _i ��I
't•
•
j
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.1 411
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�--- L-----
t 'fvht.._0................... - -
a
Qs !'=192. _.�.fs.................
EXJ USING 50%
UNDEVELOPED
Qu =398 ofs
PROP. INTERIM
JFUTURE;-9�
I
INV
13011301 1��
EX. DETENTION BASIN
30" RCP
INTERIM
PER 'I i - - - ........... -
I rnn7}j of uP \, - ...... _ ---...__._.... _...
�T
1S
I- �I 12 8 INV {
1 ._.......
N
z
z
:I
Lj
a
U
N
a
I
SCALE IN FEET
0 300 600 900 1200
PRELIMINARY REGIONAL
INTERIM HYDROLOGY MAP
PLANS PREPARED BY
MADOLE & ASSOCIATES, INC.
CONSULTING CIVIL ENGINEERS
gar AND LAND PLANNERS
10601 CHURCH STREET, SUITE 107
RANCHO CUCAMONGA, CA 91730
(909) 948-1311
LEGEND
INTERIM TRIBUTARY AREA
SUBAREA BOUNDARY
A2
SUBAREA NUMBER
AI.T
INTERIM AREA
L=500'
DISTANCE BETWEEN NODES
FLOW ARROW
02W
25 -YR STORM INTERIM FLOW
TRIBUTARY TO EXIST. 66" RCP
PRELIMINARY REGIONAL
INTERIM HYDROLOGY MAP
PLANS PREPARED BY
MADOLE & ASSOCIATES, INC.
CONSULTING CIVIL ENGINEERS
gar AND LAND PLANNERS
10601 CHURCH STREET, SUITE 107
RANCHO CUCAMONGA, CA 91730
(909) 948-1311
INTERIM HGL (025)
o $ — ` IN,
RCp 5=0.005
zn — — — — 30
�? INTER HGL (025)--/5= .0050
wx
N
025-713cfs,251NT=206cfs
INSTALL 445 L 8' % 6' RCB
30+00 31+00 32+00 33+00
6
Noo
z - - -
00 31+00 32+00 33+00
- - -I -
F— - -4—
to =
wx
N U
CONSTRUCTION NOTES
0 INSTALL 66" RCP, D -LOAD PER PROFILE
O2 INSTALL S' % 6' RCB
O3 INSTALL 96" RCP, D -LOAD PER PROFILE
® CONSTRUCT MANHOLE PER A.P.W.A. STD. 322-1.
50 CONSTRUCT MANHOLE PER A.P.W.A. STD. 320-1.
DIAL TWO W
BEFORE ORKING
ORE DAYS BEFORE
EF
DIG YOu DIG
TOLL TREE OUND SERVICE
ALERT A PUBLIC SERVICE BY UNDERGROUND SERVICE ALERT
025-684cfs, 0451NT=2060f:
INSTALL 489 F 90" RCP
Icfs, 0251NT=206cfs
177.49 LF 90" RCP
PROFILE
HDRIZ 1'= 40'
VERT 1- 4'
34+00 35+00 PLAN 1- 40' 6+00 37+00 38+00 39+00 40+00
SCALE IN FEET
0 40 80 120 160
5
5
x
U U
o 0
o a
m
a +
34+00 35+00 36+00 37+00 38+00 39+00 40+00
- - -
r
41+00 42+00
I I I
Li I I
I
Q
Q
Z
Q
I J I i
I � iCAI
I I I
I 1
I 1 I
ELEVATION: r
PRELIMINARY - NOT FOR CONSTRUCTION
_; 0:
SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT
COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL
SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER,
THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO
BRING THEM INTO CONFORMANCE WITH CONDITIONS AND
STANDARDS IN EFFECT.
�� "°"S
N. 62183
O E.P 9 -aa -o3 a
�r9'f cp 6o��z
Prepared Under The Supervision Of :
raoaa NDINA PMOF
10B01 GHURCH STIW, SM. 107
RANCHO cucvaoNOA, CA 917'30
pryOME QiOH) WB 1911
Date :
-)w+46-(U
C.L. MH
STORM DRAIN CONCEPTUAL PLANS
DR""" �v
FOOTHILL BLVD .
REGIONAL STORM
EAST OF HEMLOCK
SCALE.
Ern
DAIS:
artWD BY:
MJG
1271.0
IM—
2
2
RCE W93 Ew'a'�
cl Y ENGINEER R.C.E. 1152 OATS
on
—
a
— — —
EXIST. GROUND
OVER PIPE— —
n
—
ULTIMATE HCL (0100)
ULTIMATE HGL (0100)
INTERIM HGL (025)
o $ — ` IN,
RCp 5=0.005
zn — — — — 30
�? INTER HGL (025)--/5= .0050
wx
N
025-713cfs,251NT=206cfs
INSTALL 445 L 8' % 6' RCB
30+00 31+00 32+00 33+00
6
Noo
z - - -
00 31+00 32+00 33+00
- - -I -
F— - -4—
to =
wx
N U
CONSTRUCTION NOTES
0 INSTALL 66" RCP, D -LOAD PER PROFILE
O2 INSTALL S' % 6' RCB
O3 INSTALL 96" RCP, D -LOAD PER PROFILE
® CONSTRUCT MANHOLE PER A.P.W.A. STD. 322-1.
50 CONSTRUCT MANHOLE PER A.P.W.A. STD. 320-1.
DIAL TWO W
BEFORE ORKING
ORE DAYS BEFORE
EF
DIG YOu DIG
TOLL TREE OUND SERVICE
ALERT A PUBLIC SERVICE BY UNDERGROUND SERVICE ALERT
025-684cfs, 0451NT=2060f:
INSTALL 489 F 90" RCP
Icfs, 0251NT=206cfs
177.49 LF 90" RCP
PROFILE
HDRIZ 1'= 40'
VERT 1- 4'
34+00 35+00 PLAN 1- 40' 6+00 37+00 38+00 39+00 40+00
SCALE IN FEET
0 40 80 120 160
5
5
x
U U
o 0
o a
m
a +
34+00 35+00 36+00 37+00 38+00 39+00 40+00
- - -
r
41+00 42+00
I I I
Li I I
I
Q
Q
Z
Q
I J I i
I � iCAI
I I I
I 1
I 1 I
ELEVATION: r
PRELIMINARY - NOT FOR CONSTRUCTION
REV" DESCRIPTION DATE ENOR, CITY DATE
SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT
COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL
SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER,
THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO
BRING THEM INTO CONFORMANCE WITH CONDITIONS AND
STANDARDS IN EFFECT.
�� "°"S
N. 62183
O E.P 9 -aa -o3 a
�r9'f cp 6o��z
Prepared Under The Supervision Of :
raoaa NDINA PMOF
10B01 GHURCH STIW, SM. 107
RANCHO cucvaoNOA, CA 917'30
pryOME QiOH) WB 1911
Date :
CITY OF FONTANA, CALIFORNIA
STORM DRAIN CONCEPTUAL PLANS
DR""" �v
FOOTHILL BLVD .
REGIONAL STORM
EAST OF HEMLOCK
SCALE.
OESIWD BY:
MJG
DAIS:
artWD BY:
MJG
APPROM Br.
DRAW= Na:
2
2
RCE W93 Ew'a'�
cl Y ENGINEER R.C.E. 1152 OATS
J,
�a
V,p
o_
N
+
65
_
EXIST. GROUND
OVER PIPE
v
—
_ _ ._
_ — _ _
ULTIMATE HCL (0100)
�
000 n
/
—
—
ULTIMATE HGL (p 100)
--
-�
O
M
+,
oZ
II
_
1258
JQ
INTERIM HGL (025)
t^
INTERIM HGL (025)
G
6R
S=0.0050
tHt?4y 3g I
'A
I
, }
S=0.0050
12484 3�P
-- '^.•
2y9 S=0.00
0
?L
5=0.0050
o-
Z
pGn+NNN
_ R��
Cao
C; °o2
Z
?
^
N Ntz
1245
Np
_
001 Nd N�
ri
N
+N
,+Y
d
and
O+N
Oi ♦jm
LLN- +d wN
dT
NN
d
N
0100-757tfs,0251NT=206tfs
0100=75
cfs. 0251X7=206tfs
Otoo=713cfs
0251X7=206cfs
INSTALL 51.00 LF 86" RCP
INSTALL 27
.42 LF 8' X 6' RCB
INSTALL 489
LF 8• X 6' RCS
025=
13cfs, 0251NT=206cfs
PROFILE
INSTAI
L 44 LF 8' X 6' RCB
HORIz 1'= 40'
VERT 1'= a
20+00 21+00
22+00
23+00
24+00 25+00
PLAN 1'= 40'
6+00 27+00 28+00 29+00
30+00
31+00 32+00
HEMLOCK
AVE.
SCALE
IN FEET
a
I
0 40
80
120 160
II
X
I I
a
? 5
5
I
<
CONSTRUCTION NOTES
o
0
U
N
O1 INSTALL 66" RCP, D -LOAD PER PROFILE
N
o0
o
INSTALL 8' X 6' RCB
m
v
N
N 0
O3 INSTALL 96" RCP, 0 -LOAD PER PROFILE
1
2
2
2
M
® CONSTRUCT MANHOLE PER A.P.W.A. STD. 322-1.
20+00 21+0
- + -- -
22+00 23+00
2a+00 25+00
26+00 27+00 28+00 29+00
30 n z
5 CONSTRUCT MANHOLE PER AP. W.A. STD. 320-1.
}-
� - I -
_ _ { - - -
r -
- r � - r— - � _ - �- -
w
M
Z W
U N
5
0
N
O
I
? I
ml
1
I
I 4I 1
FOOTHILL BLVD.
BEN91 MAN: #
BASIS OF 8EAPoNGS:
PRELIMINARY - NOT FOR CONSTRUCTION
EUVADON. •
aEY
RE"SPO'+ DESCRwRON DATE
ENOR. aTY Of
SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT Prepared
Under The Supervision Of :
CITY OF FONTANA, CALIFORNIA
IJ�,)
'T'lao-) T
COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL 2 �s
SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, � Na, 62183 w
g PrAp"m ON� offm OF
10801 CHURCH STREET.IiTE./07
STORM DRAIN CONCEPTUAL PLANS
r.
°"""" v FOOTHILL BLVD.
JV �� i"=40'
DIAL TWO WORKING
THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO a E.p 9-30-05 ,
+PHONE« 948-1311 9173°
uvcNED BY: REGIONAL STORM DATE:
BEFORE DAYS BEFORE
0�s
MJG EAST OF HEMLOCK
YOU DIG r0u DIG
ctvl� ?mac
BRING THEM INTO CONFORMANCE WITH CONDITIONS AND � CAl\F
Dote :
CNEE(ED
BY APPROVED BC DRAWING NO.: 1
TOLL FREE M)ND SERVICE
A PUBLIC SERVICE BY UNDERGROUND SERVICE ALERT
ALERT
STANDARDS IN EFFECT. RCEOM83 EXP.
MJG 2
ITV ENGINEER R.C.E. 511 DATE
Ln
1250. 000
cr.
1248. 000
1246.000
(.
1244. 000
i
1242. 000
I
1240. 000
�
1238. 000
u)
1236. 000
ao
1234. 000
ti
1232. 000
1230. 000
1228. 000
ELEVATIONS
0
u-)
U-)
4
ON
WATER SURFACE PRESSURE GRADIENT ANALYSIS
MODEL 1 HYDRAULIC EXHIBIT
N N
4 4
U U
co
FS OVER EXISTING 72" RCP I
HGL (Q25 398 cfs)
Ln
co
00
0
r-
0
o
r-
D
,,D
0
�
r�
u)
�o
ao
o
0
0
m