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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 3 * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: MASTER23.DAT TIME /DATE OF STUDY: 08:48 10/11/2006 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 1020.00 TO NODE 1021.00 IS CODE = 21 ---------------------------------------------------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 450.00 ELEVATION DATA: UPSTREAM(FEET) = 1000.00 DOWNSTREAM(FEET) = 995.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.018 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.401 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" B 5.10 0.45 0.50 76 11.02 NATURAL POOR COVER "BARREN" B 4.90 0.03 1.00 97 14.87 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.18 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.75 SUBAREA RUNOFF(CFS) = 29.42 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 29.42 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1021.00 TO NODE 1022.00 IS CODE = 61 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » »>(STANDARD CURB SECTION USED) « «< UPSTREAM ELEVATION(FEET) = 995.00 DOWNSTREAM ELEVATION(FEET) = 990.00 STREET LENGTH(FEET) = 936.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 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) = 52.69 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.73 HALFSTREET FLOOD WIDTH(FEET) = 31.78 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.11 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 2.27 STREET FLOW TRAVEL TIME(MIN.) = 5.02 Tc(MIN.) = 16.03 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.715 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 10.90 0.45 0.50 76 NATURAL POOR COVER "BARREN" B 9.10 0.03 1.00 97 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.19 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.73 SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 46.38 EFFECTIVE AREA(ACRES) = 30.00 AREA- AVERAGED Fm(INCH /HR) = 0.14 AREA- AVERAGED Fp(INCH /HR) = 0.19 AREA- AVERAGED Ap = 0.73 TOTAL AREA(ACRES) = 30.00 PEAK FLOW RATE(CFS) = 69.63 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.79 HALFSTREET FLOOD WIDTH(FEET) = 38.03 FLOW VELOCITY(FEET /SEC.) = 3.27 DEPTH *VELOCITY(FT *FT /SEC.) = 2.59 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 936.0 FT WITH ELEVATION -DROP = 5.0 FT, IS 44.5 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 1022.00 LONGEST FLOWPATH FROM NODE 1020.00 TO NODE 1022.00 = 1386.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1022.00 TO NODE 1023.00 IS CODE = 61 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » » >(STANDARD CURB SECTION USED) « «< UPSTREAM ELEVATION(FEET) = 990.00 DOWNSTREAM ELEVATION(FEET) = 975.00 STREET LENGTH(FEET) = 765.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 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) = 114.64 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.76 HALFSTREET FLOOD WIDTH(FEET) = 34.59 AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.09 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 4.62 STREET FLOW TRAVEL TIME(MIN.) = 2.09 Tc(MIN.) = 18.13 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.522 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 6.80 0.45 0.50 76 NATURAL POOR COVER "BARREN" B 33.90 0.03 1.00 97 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.07 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.92 SUBAREA AREA(ACRES) = 40.70 SUBAREA RUNOFF(CFS) = 90.00 EFFECTIVE AREA(ACRES) = 70.70 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.11 AREA- AVERAGED Ap = 0.84 TOTAL AREA(ACRES) = 70.70 PEAK FLOW RATE(CFS) = 154.43 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.82 HALFSTREET FLOOD WIDTH(FEET) = 39.77 FLOW VELOCITY(FEET /SEC.) = 6.55 DEPTH *VELOCITY(FT *FT /SEC.) = 5.38 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 765.0 FT WITH ELEVATION -DROP = 15.0 FT, IS 115.0 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 1023.00 LONGEST FLOWPATH FROM NODE 1020.00 TO NODE 1023.00 = 2151.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1023.00 TO NODE 50.00 IS CODE = 61 » »> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » »>(STANDARD CURB SECTION USED) « «< UPSTREAM ELEVATION(FEET) = 975.00 DOWNSTREAM ELEVATION(FEET) = 974.00 STREET LENGTH(FEET) = 650.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 181.10 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 1.25 HALFSTREET FLOOD WIDTH(FEET) = 60.95 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.73 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 3.41 STREET FLOW TRAVEL TIME(MIN.) = 3.96 Tc(MIN.) = 22.09 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.240 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 7.50 0.45 0.50 76 NATURAL POOR COVER "BARREN" B 20.00 0.03 1.00 97 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.10 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.86 SUBAREA AREA(ACRES) = 27.50 SUBAREA RUNOFF(CFS) = 53.32 EFFECTIVE AREA(ACRES) = 98.20 AREA- AVERAGED Fm(INCH /HR) = 0.09 AREA- AVERAGED Fp(INCH /HR) = 0.11 AREA- AVERAGED Ap = 0.85 TOTAL AREA(ACRES) = 98.20 PEAK FLOW RATE(CFS) = 189.79 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 1.27 HALFSTREET FLOOD WIDTH(FEET) = 61.92 FLOW VELOCITY(FEET /SEC.) = 2.76 DEPTH *VELOCITY(FT *FT /SEC.) = 3.50 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 650.0 FT WITH ELEVATION -DROP = 1.0 FT, IS 58.7 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 50.00 LONGEST FLOWPATH FROM NODE 1020.00 TO NODE 50.00 = 2801.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 98.20 TC(MIN.) = 22.09 EFFECTIVE AREA(ACRES) = 98.20 AREA - AVERAGED Fm(INCH /HR)= 0.09 AREA- AVERAGED Fp(INCH /HR) = 0.11 AREA- AVERAGED Ap = 0.85 PEAK FLOW RATE(CFS) = 189.79 END OF RATIONAL METHOD ANALYSIS * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierria Avenue Fontana Ca. 92335 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Problem Descriptions: MASTER PLAN OF DRAINAGE AREA 3 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 30.30 50.00 56. 0.748 0.666 2 67.90 100.00 86. 0.272 0.791 TOTAL AREA (Acres) = 98.20 AREA- AVERAGED LOSS RATE, Fm (in. /hr.) = 0.303 AREA- AVERAGED LOW LOSS FRACTION, Ti = 0.247 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierria Avenue Fontana Ca. 92335 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Problem Descriptions: MASTER PLAN OF DRAINAGE AREA 3 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 30.30 50.00 76.( 56.) 0.452 0.807 2 67.90 100.00 97.( 86.) 0.036 0.955 TOTAL AREA (Acres) = 98.20 AREA- AVERAGED LOSS RATE, Fm (in. /hr.) = 0.095 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.091