HomeMy WebLinkAboutArea 2 AREA 2
Rational method, 100 year storm
Yb calculation
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RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
(c) Copyright 1983-2003 Advanced Engineering Software (aes)
Ver. 8.0 Release Date: 01/01/2003 License ID 1400
Analysis prepared by:
Allard Engineering
8253 Sierria Avenue
Fontana Ca. 92335
************************** DESCRIPTION OF STUDY **************************
* MASTER PLAN OF DRAINAGE
* 100 YEAR STORM
* area 2
**************************************************************************
FILE NAME: MASTER22.DAT
TIME/DATE OF STUDY: 12:36 01/24/2007
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 = 0.90
*USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000
USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.2300
*ANTECEDENT MOISTURE CONDITION (AMC) III 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 18.0 12.0 0.020/0.020/0.020 0.67 1.50 0.0200 0.125 0.0180
2 22.0 12.0 0.020/0.020/0.020 0.67 1.50 0.0200 0.125 0.0180
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.25 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 10.0 (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
****************************************************************************
FLOW PROCESS FROM NODE 1160.00 TO NODE 1161.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
»USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA«
INITIAL SUBAREA FLOW - LENGTH(FEET) = 910.00
ELEVATION DATA: UPSTREAM(FEET) = 1005.00 DOWNSTREAM(FEET) = 990.00
Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)J* *0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.494
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.011
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.)
RESIDENTIAL
"5 -7 DWELLINGS /ACRE" A 1.70 0.80 0.50 52 13.49
RESIDENTIAL
"5 -7 DWELLINGS /ACRE" B 13.70 0.45 0.50 76 13.49
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.49
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50
SUBAREA RUNOFF(CFS) = 38.34
TOTAL AREA(ACRES) = 15.40 PEAK FLOW RATE(CFS) = 38.34
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 1161.00 TO NODE 1163.00 IS CODE = 62
» »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « <
» »>( STREET TABLE SECTION # 2 USED) « «<
UPSTREAM ELEVATION(FEET) = 990.00 DOWNSTREAM ELEVATION(FEET) = 976.00
STREET LENGTH(FEET) = 1710.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 22.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00
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) = 0.0180
Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 65.60
** *STREET FLOWING FULL * **
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.72
HALFSTREET FLOOD WIDTH(FEET) = 24.44
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.84
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 2.75
STREET FLOW TRAVEL TIME(MIN.) = 7.41 Tc(MIN.) = 20.91
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.315
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
RESIDENTIAL
"5 -7 DWELLINGS /ACRE" A 22.60 0.80 0.50 52
RESIDENTIAL
"5 -7 DWELLINGS /ACRE" B 7.90 0.45 0.50 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.71
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50
SUBAREA AREA(ACRES) = 30.50 SUBAREA RUNOFF(CFS) = 53.85
EFFECTIVE AREA(ACRES) = 45.90 AREA- AVERAGED Fm(INCH/HR) = 0.32
AREA - AVERAGED Fp(INCH /HR) = 0.63 AREA- AVERAGED Ap = 0.50
TOTAL AREA(ACRES) = 45.90 PEAK FLOW RATE(CFS) = 82.55
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.77 HALFSTREET FLOOD WIDTH(FEET) = 27.19
FLOW VELOCITY(FEET /SEC.) = 4.15 DEPTH *VELOCITY(FT *FT /SEC.) = 3.20
*NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS,
AND L = 1710.0 FT WITH ELEVATION -DROP = 14.0 FT, IS 55.6 CFS,
WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 1163.00
LONGEST FLOWPATH FROM NODE 1160.00 TO NODE 1163.00 = 2620.00 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 1163.00 TO NODE 40.00 IS CODE = 61
» »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «<
» »>(STANDARD CURB SECTION USED) « « <
UPSTREAM ELEVATION(FEET) = 976.00 DOWNSTREAM ELEVATION(FEET) = 970.00
STREET LENGTH(FEET) = 1025.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 22.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00
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 = 0.0200
* *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 127.21
** *STREET FLOWING FULL * **
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.92
HALFSTREET FLOOD WIDTH(FEET) = 34.90
AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.58
PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 4.24
STREET FLOW TRAVEL TIME(MIN.) = 3.73 Tc(MIN.) = 24.64
* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.098
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN
RESIDENTIAL
"5 -7 DWELLINGS /ACRE" B 37.70 0.45 0.50 76
RESIDENTIAL
"5 -7 DWELLINGS /ACRE" A 16.80 0.80 0.50 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.56
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50
SUBAREA AREA(ACRES) = 54.50 SUBAREA RUNOFF(CFS) = 89.23
EFFECTIVE AREA(ACRES) = 100.40 AREA- AVERAGED Fm(INCH /HR) = 0.30
AREA- AVERAGED Fp(INCH /HR) = 0.59 AREA- AVERAGED Ap = 0.50
TOTAL AREA(ACRES) = 100.40 PEAK FLOW RATE(CFS) = 162.81
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 1.00 HALFSTREET FLOOD WIDTH(FEET) = 38.87
FLOW VELOCITY(FEET /SEC.) = 4.84 DEPTH *VELOCITY(FT *FT /SEC.) = 4.86
*NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS,
AND L = 1025.0 FT WITH ELEVATION -DROP = 6.0 FT, IS 113.1 CFS,
WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 40.00
LONGEST FLOWPATH FROM NODE 1160.00 TO NODE 40.00 = 3645.00 FEET.
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 100.40 TC(MIN.) = 24.64
EFFECTIVE AREA(ACRES) = 100.40 AREA- AVERAGED Fm(INCH/HR)= 0.30
AREA - AVERAGED Fp(INCH /HR) = 0.59 AREA- AVERAGED Ap = 0.50
PEAK FLOW RATE(CFS) = 162.81
END OF RATIONAL METHOD ANALYSIS
MASTER PLAN OF DRAINAGE
AREA 2
YB CALCULATION
* ** NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm)
AND LOW LOSS FRACTION ESTIMATIONS FOR AMC II:
TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 8.00 (inches)
SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE
TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD
1 41.10 50.00 32. 0.975 0.520
2 59.30 50.00 56. 0.748 0.666
TOTAL AREA (Acres) = 100.40
AREA- AVERAGED LOSS RATE, Fm (in./hr.) = 0.420
AREA- AVERAGED LOW LOSS FRACTION, Y = 0.394
MASTER PLAN OF DRAINAGE
AREA 2
YB CALCULATION
* ** NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm)
AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III:
TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 8.00 (inches)
SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE
TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD
1 41.10 50.00 52.(32.) 0.796 0.639
2 59.30 50.00 76.( 56.) 0.452 0.807
TOTAL AREA (Acres) = 100.40
AREA- AVERAGED LOSS RATE, Fm (in./hr.) = 0.296
AREA-AVERAGED LOSS FRACTION, Y = 0.262