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HomeMy WebLinkAboutTract 16572 Hydrology & Hydraulics Report Vol 2 of 2- t e a � ALLARD ENGINEERING L ■� eu tme .w.rmi lod �s TRACT No.16572 HYDROLOGY & HYDRAULICS REPORT VOLUME 2 OF 2 April 19, 2004 Revised June 30, 2004 Revised August 22, 2004 Revised October 4, 2004 Revised December 9, 2004 Prepared For: Young Homes 10370 Trademark Street Rancho Cucamonga, CA 91730 (909) 477 -6722 Fax (909) 477 -6725 Job Number 159.16.02 Prepared under the supervision of: ASS /0" No. 43976 * Exo. 6/3C/05 u ^ y j . C V F OF' CAL David 5 Hammer ACE 43976 E . 06 -30 -05 8253 Sierra Avenue Fontana, CA 92335 (909) 356 -1815 * (909) 356 -1795 Volume 2 EAST SIDE ♦ In -Tract Hydrology and Hydraulic Calculations A) 100 and 25 -Year Rational Method AMC H Developed Condition B) Street Capacity Calculations 100 and 25 -Year C) Catch basin calculations D) 100 and 25 -Year Rational Method AMC H Undeveloped Condition E) Juniper Ave. Storm Drain.. 100 and 25 year storm event. Ultimate condition rational method ♦ Detention Basin Hydrology and Hydraulics A) Undeveloped condition 100, 25, 10, and 2 -Year Rational Method (AMC -II) B) Developed condition, 100, 25, 10, and 2 -Year Rational Method (AMC -III) C) Developed Unit Hydrograph (AMCIII) 2, 10, 25, and 100 -Year Storm Return Frequency C, D) Orifice and weir calculations E) Detention Basin Routing (2,10, 25, and 100 -Year) F) Emergency Spillway Calculations G) Storm Drain W.S.P. G. W. Hydrology Maps Developed Condition (West and East side) Pr- edeveloped Condition (West and East side) ♦ Reference material City of Fontana. Appendix A. Detention basin policy and design criteria Cypress Av4 sewer plan (with future storm drain) D EASTSIDE N x In- Tract Hydrology and Hydraulic Calculations A A A) 100 and 25 -Year Rational Method AMC H Developed Condition x ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 Serria Avenue Fontana Ca. 92335 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 16572, EAST SIDE, FONTANA * 25 YEAR STORM EVENT, 25 YEAR INTENSITY, AMC II * DEVELOPED CONDITION BY: E.I. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 16572E25.DAT TIME /DATE OF STUDY: 15:45 08/05/2004 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 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) = 1.2100 *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 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 2 18.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 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) *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 - - - - -- 300 - TO - NODE - - - - -- 400 - IS CODE = 21 >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 630.00 ELEVATION DATA: UPSTREAM(FEET) = 1464.00 DOWNSTREAM(FEE`T) = 1452.50 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 27.433 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.935 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 5.10 0.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 4.59 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 38 27.43 0.94 4.59 ********************************************* * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 10.00 IS CODE = 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< --------------- - ELEVATION DATA: UPSTREAM(FEET) = 1452.50 DOWNSTREAM(FEET) = 1447.20 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.76 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.59 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 27.72 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 10.00 = 780.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED) < <<< ---------------------------------------- UPSTREAM ELEVATION(FEET) = 1447.20 DOWNSTREAM ELEVATION(FEET) = 1445.20 STREET LENGTH(FEET) = 110.00 CURB HEIGHT(INCHES) = 6.0 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 = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.58 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.17 AVERAGE FLOW VELOCITY(FEET /SEC.) _ ' 2.91 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) �` STREET FLOW TRAVEL TIME(MIN.) = 0.63 * 25 YEAR RAINFALL INTENSITY(INCH /HR) _ SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND UeV r -unTTn m RESIDENTIAL 0.90 Tc(MIN.) = 28.35 1.897 Fp Ap SCS (INCH /HR) (DECIMAL) CN 11 3 -4 DWELLINGS /ACRE" A 1.68 0.98 0.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.68 SUBAREA RUNOFF(CFS) = 1.98 EFFECTIVE AREA(ACRES) = 6.78 AREA - AVERAGED FM(INCH /HR) _ AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 6.78 PEAK FLOW RATE(CFS) _ 32 0.85 6.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.77 FLOW VELOCITY(FEET /SEC.) = 2.98 DEPTH *VELOCITY(FT *FT /SEC.) = 0.96 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 20.00 = 890.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 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.) RAINFALL INTENSITY(INCH /HR) AREA - AVERAGED Fm(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) _ AREA- AVERAGED Ap = 0.90 EFFECTIVE STREAM AREA(ACRES) TOTAL STREAM AREA(ACRES) _ PEAK FLOW RATE(CFS) AT CONFI 28.35 = 1.90 0.85 0.94 6.78 6.78 UENCE = 6.40 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 750.00 ELEVATION DATA: UPSTREAM(FEET) = 1466.30 DOWNSTREAM(FEET) = 1450.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 28.406 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.895 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 2.80 0.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 2.42 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 38 28.41 0.94 2.42 FLOW PROCESS FROM NODE 6.00 TO NODE 30.00 IS CODE = 41 ------------------------------------------------------------ '---------- - - - - -- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1450.00 DOWNSTREAM(FEET) = 1446.90 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.04 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.42 PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 28.82 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 30.00 = 900.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 28.82 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.879 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 1.80 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) = 1.80 SUBAREA RUNOFF(CFS) = 2.10 EFFECTIVE AREA(ACRES) = 4.60 AREA - AVERAGED Fm(INCH /HR) = 0.80 AREA- AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.84 TOTAL AREA(ACRES) = 4.60 PEAK FLOW RATE(CFS) = 4.47 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 20.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 1446.90 DOWNSTREAM ELEVATION(FEET) = 1445.20 STREET LENGTH(FEET) = 170.00 CURB HEIGHT(INCHES) = 6.0 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 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.81 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: cl STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.85 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.21 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.71 STREET FLOW TRAVEL TIME(MIN.) = 1.28 Tc(MIN.) = 30.10 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.830 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 0.60 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) = 0.60 SUBAREA RUNOFF(CFS) = 0.67 EFFECTIVE AREA(ACRES) = 5.20 AREA- AVERAGED Fm(INCH /HR) = 0.77 AREA - AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.82 TOTAL AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) = 4.94 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.92 FLOW VELOCITY(FEET /SEC.) = 2.24 DEPTH *VELOCITY(FT *FT /SEC.) = 0.73 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 20.00 = 1070.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 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.) = 30.10 RAINFALL INTENSITY(INCH /HR) = 1.83 AREA- AVERAGED Fm(INCH /HR) = 0.77 AREA- AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.82 EFFECTIVE STREAM AREA(ACRES) = 5.20 TOTAL STREAM AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.94 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 6.40 28.35 1.897 0.94( 0.85) 0.90 6.8 3.00 2 4.94 30.10 1.830 0.95( 0.77) 0.82 5.2 5.00 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 11.34 28.35 1.897 0.95( 0.82) 0.87 11.7 3.00 2 10.93 30.10 1.830 0.95( 0.82) 0.86 12.0 5.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.34 Tc(MIN.) = 28.35 EFFECTIVE AREA(ACRES) = 11.68 AREA- AVERAGED Fm(INCH /HR) = 0.82 AREA - AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.87 TOTAL AREA(ACRES) = 11.98 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 20.00 = 1070.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 40.00 IS CODE'= 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< UPSTREAM ELEVATION(FEET) = 1445.20 DOWNSTREAM ELEVATION(FEET) = 1438.20 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 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 = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.06 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.07 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.83 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.41 STREET FLOW TRAVEL TIME(MIN.) = 1.31 Tc(MIN.) = 29.66 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.847 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 1.26 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) = 1.26 SUBAREA RUNOFF(CFS) = 1.43 EFFECTIVE AREA(ACRES) = 12.94 AREA- AVERAGED FM(INCH /HR) = 0.79 AREA- AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.84 TOTAL AREA(ACRES) = 13.24 PEAK FLOW RATE(CFS) = 12.25 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.15 FLOW VELOCITY(FEET /SEC.) = 3.84 DEPTH *VELOCITY(FT *FT /SEC.) = 1.42 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 40.00 = 1370.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 ------------------------------------------------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 29.66 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.847 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 0.50 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) = 0.50 SUBAREA RUNOFF(CFS) = 0.57 EFFECTIVE AREA(ACRES) = 13.44 AREA- AVERAGED Fm(INCH /HR) = 0.79 AREA- AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.83 TOTAL AREA(ACRES) = 13.74 PEAK FLOW RATE(CFS) = 12.82 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 60.00 IS CODE = 62 ----------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< UPSTREAM ELEVATION(FEET) = 1438.20 DOWNSTREAM ELEVATION(FEET) = 1428.20 STREET LENGTH(FEET) = 620.00 CURB HEIGHT(INCHES) = 6.0 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 = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.31 k w� ' STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.34 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.52 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.46 STREET FLOW TRAVEL TIME(MIN.) = 2.93 Tc(MIN.) = 32.59 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.745 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 4.79 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) = 4.79 SUBAREA RUNOFF(CFS) = 5.00 EFFECTIVE AREA(ACRES) = 18.23 AREA- AVERAGED F /HR) = 0.73 AREA - AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.77 TOTAL AREA(ACRES) = 18.53 PEAK FLOW RATE(CFS) = 16.59 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.80 FLOW VELOCITY(FEET /SEC.) = 3.59 DEPTH *VELOCITY(FT *FT /SEC.) = 1.52 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 60.00 = 1990.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) « <<< UPSTREAM ELEVATION(FEET) = 1428.20 STREET LENGTH(FEET) = 170.00 C' STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL G INSIDE STREET CROSSFALL(DECIMAL) _ OUTSIDE STREET CROSSFALL(DECIMAL) DOWNSTREAM ELEVATION(FEET) = 1426.30 URB HEIGHT(INCHES) = 6.0 RADEBREAK(FEET) = 10.00 0.020 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) = 17.10 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.13 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.14 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.41 STREET FLOW TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) = 33.49 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.717 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 1.00 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) = 1.00 SUBAREA RUNOFF(CFS) = 1.02 EFFECTIVE AREA(ACRES) = 19.23 AREA- AVERAGED FM(INCH /HR) = 0.73 AREA- AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 19.53 PEAK FLOW RATE(CFS) = 17.14 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.13 FLOW VELOCITY(FEET /SEC.) = 3.15 DEPTH *VELOCITY(FT *FT /SEC.) = 1.41 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 70.00 = 2160.00 FEET. FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 10 -------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 « «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 90.00 IS CODE = 21 ----------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 800.00 ELEVATION DATA: UPSTREAM(FEET) = 1443.50 DOWNSTREAM(FEET) = 1427.70 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 i% SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.092 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.016 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 11 3 -4 DWELLINGS /ACRE" A 5.15 0.98 0.60 32 13.09 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 11.27 TOTAL AREA(ACRES) = 5.15 PEAK FLOW RATE(CFS) = 11.27 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 13.09 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.016 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.20 0.98 0.10 32 RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 0.30 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.18 EFFECTIVE AREA(ACRES) = 5.65 AREA- AVERAGED FM(INCH /HR) = 0.57 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 5.65 PEAK FLOW RATE(CFS) = 12.45 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 90.00 TO NODE 70.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< » »> (STREET TABLE SECTION ## 1 USED) « «< --------------- -- UPSTREAM ELEVATION(FEET) = 1427.70 DOWNSTREAM ELEVATION(FEET) = 1426.30 STREET LENGTH(FEET) = 150.00 CURB HEIGHT(INCHES) = 6.0 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 = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.12 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.04 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.76 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.18 STREET FLOW TRAVEL TIME(MIN.) = 0.91 Tc(MIN.) = 14.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR)'= 2.897 Idook SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.20 0.98 0.10 32 RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 0.40 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.43 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.34 EFFECTIVE AREA(ACRES) = 6.25 AREA- AVERAGED Fm(INCH /HR) = 0.55 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 6.25 PEAK FLOW RATE(CFS) = 13.18 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.12 FLOW VELOCITY(FEET /SEC.) = 2.74 DEPTH *VELOCITY(FT *FT /SEC.) = 1.18 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 70.00 = 950.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 14.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.897 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 0.40 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) = 0.40 SUBAREA RUNOFF(CFS) = 0.83 EFFECTIVE AREA(ACRES) = 6.65 AREA- AVERAGED FM(INCH /HR) = 0.56 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 6.65 PEAK FLOW RATE(CFS) = 14.02 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 11 --------------------------------------------------------------------------- >>>>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY <<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 14.02 14.00 2.897 0.97( 0.56) 0.57 6.7 80.00 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 70.00 = 950.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 17.14 33.49 1.717 0.95( 0.73) 0.76 19.2 3.00 2 16.46 35.30 1.663 0.95( 0.73) 0.76 19.5 5.00 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 70.00 = 2160.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 29.72 14.00 2.897 0.96( 0.65) 2 24.09 33.49 1.717 0.96( 0.68) 3 23.09 35.30 1.663 0.96( 0.68) TOTAL AREA(ACRES) = 26.18 Rl Ap Ae HEADWATER (ACRES) NODE 0.67 14.7 80.00 0.71 25.9 3.00 0.71 26.2 5.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 29.72 Tc(MIN.) = 13.999 EFFECTIVE AREA(ACRES) = 14.69 AREA- AVERAGED Fm(INCH /HR) = 0.65 AREA - AVERAGED Fp(INCH /HR) = 0.96 AREA- AVERAGED Ap = 0.67 TOTAL AREA(ACRES) = 26.18 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 70.00 = 2160.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 100.00 IS CODE = 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1421.77 DOWNSTREAM(FEET) = 1421.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 16.82 PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 29.72 PIPE TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 14.05 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 100.00 = 2210.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 10 ----------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 55.00 TO NODE 66.00 IS CODE = 21 --------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 750.00 ELEVATION DATA: UPSTREAM(FEET) = 1467.00 DOWNSTREAM(FEET) = 1451.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 28.512 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.891 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 2.70 0.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 2.32 TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 38 28.51 0.94 2.32 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 66.00 TO NODE 35.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ---------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1451.00 DOWNSTREAM(FEET) = 1448.80 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.27 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.32 PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 28.99 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 35.00 = 900.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 510.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED) < <<< UPSTREAM ELEVATION(FEET) = 1448.80 DOWNSTREAM ELEVATION(FEET) = 1448.30 STREET LENGTH(FEET) = 100.00 CURB HEIGHT(INCHES) = 6.0 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 = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.60 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.71 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.48 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.45 STREET FLOW TRAVEL TIME(MIN.) = 1.12 Tc(MIN.) = 30.11 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.830 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 0.50 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) = 0.50 SUBAREA RUNOFF(CFS) = 0.56 EFFECTIVE AREA(ACRES) = 3.20 AREA- AVERAGED FM(INCH /HR) = 0.88 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.94 TOTAL.AREA(ACRES) = 3.20 PEAK FLOW RATE(CFS) = 2.73 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.90 ® FLOW VELOCITY(FEET /SEC.) = 1.50 DEPTH *VELOCITY(FT *FT /SEC.) = 0.46 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 510.00 = 1000.00 FEET. FLOW PROCESS FROM NODE 510.00 TO NODE 510.00 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.) = 30.11 RAINFALL INTENSITY(INCH /HR) = 1.83 AREA - AVERAGED Fm(INCH /HR) = 0.88 AREA - AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.94 EFFECTIVE STREAM AREA(ACRES) = 3.20 TOTAL STREAM AREA(ACRES) = 3.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.73 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 500.00 TO NODE 510.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 ELEVATION DATA: UPSTREAM(FEET) = 1465.00 DOWNSTREAM(FEET) = 1448.30 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.254 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.493 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.) COMMERCIAL A 0.60 0.98 0.10 32 10.25 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.83 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 1.83 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 510.00 TO NODE 510.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.25 RAINFALL INTENSITY(INCH /HR) = 3.49 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.60 TOTAL STREAM AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.83 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 2.73 30.11 1.830 0.94( 0.88) 0.94 3.2' 55.00 2 1.83 10.25 3.493 0.98( 0.10) 0.10 0.6 500.00 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 4.39 10.25 3.493 0.94( 0.60) 0.64 1.7 500.00 2 3.67 30.11 1.830 0.94( 0.76) 0.81 3.8 55.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.39 Tc(MIN.) = 10.25 EFFECTIVE AREA(ACRES) = 1.69 AREA- AVERAGED Fm(INCH /HR) = 0.60 AREA - AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.64 TOTAL AREA(ACRES) = 3.80 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 510.00 = 1000.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 510.00 TO NODE 520.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 1448.30 DOWNSTREAM ELEVATION(FEET) = 1427.80 STREET LENGTH(FEET) = 930.00 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 = 1 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) = 5.13 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 11.05 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.64 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.38 STREET FLOW TRAVEL TIME(MIN.) = 4.26 Tc(MIN.) = 14.51 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.835 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.60 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) = 0.60 SUBAREA RUNOFF(CFS) = 1.48 EFFECTIVE AREA(ACRES) = 2.29 AREA - AVERAGED Fm(INCH /HR) = 0.47 ® AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) = 4.87 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 10.82 FLOW VELOCITY(FEET /SEC.) = 3.58 DEPTH *VELOCITY(FT *FT /SEC.) = 1.34 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 520.00 = 1930.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 520.00 TO NODE 100.00 IS CODE = 41 ------------------------------------------ r --------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1423.30 DOWNSTREAM(FEET) = 1421.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.62 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.87 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 14.73 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 100.00 = 2030.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY <<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 4.87 14.73 2.810 0.94( 0.47) 0.50 2.3 500.00 2 4.03 34.82 1.677 0.94( 0.67) 0.71 4.4 55.00 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 100.00 = 2030.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 29.72 14.05 2.891 0.96( 0.65) 2 24.09 33.55 1.715 0.96( 0.68) 3 23.09 35.36 1.662 0.96( 0.68) LONGEST FLOWPATH FROM NODE 5.00 TO NODE ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 34.53 14.05 2.891 0.96( 0.63) 2 34.40 14.73 2.810 0.96( 0.63) 3 28.17 33.55 1.715 0.96( 0.68) 4 27.42 34.82 1.677 0.96( 0.68) 5 27.05 35.36 1.662 0.96( 0.68) TOTAL AREA(ACRES) = 30.58 Ap Ae HEADWATER (ACRES) NODE 0.67 14.7 80.00 0.71 25.9 3.00 0.71 26.2 5.00 100.00 = 2210.00 FEET. Ap Ae HEADWATER (ACRES) NODE 0.65 16.9 80.00 0.65 17.4 500.00 0.71 30.1 3.00 0.71 30.5 55.00 0.71 30.6 5.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 34.53 Tc(MIN.) = 14.049 EFFECTIVE AREA(ACRES) = 16.87 AREA- AVERAGED Fm(INCH /HR) = 0.63 AREA- AVERAGED Fp(INCH /HR) = 0.96 AREA- AVERAGED Ap = 0.71 TOTAL AREA(ACRES) = 30.58 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 100.00 = 2210.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 30.58 TC(MIN.) = 14.05 EFFECTIVE AREA(ACRES) = 16.87 AREA - AVERAGED Fm(INCH /HR)= 0.63 AREA - AVERAGED Fp(INCH /HR) = 0.96 AREA- AVERAGED Ap = 0.65 PEAK FLOW RATE(CFS) = 34.53 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 34.53 14.05 2.891 0.96( 0.63) 0.65 16.9 80.00 2 34.40 14.73 2.810 0.96( 0.63) 0.65 17.4 500.00 3 28.17 33.55 1.715 0.96( 0.68) 0.71 30.1 3.00 4 27.42 34.82 1.677 0.96( 0.68) 0.71 30.5 55.00 5 27.05 35.36 1.662 0.96( 0.68) 0.71 30.6 5.00 END OF RATIONAL METHOD ANALYSIS C� A ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 Serria Avenue Fontana Ca. 92335 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 16572, EAST SIDE, FONTANA * 100 YEAR STORM EVENT, 100 YEAR INTENSITY, AMC II * DEVELOPED CONDITION BY: E.I. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 16572EOO.DAT TIME /DATE OF STUDY: 15:54 08/05/2004 -------- - - - - -- 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) = 1.5200 *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 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 2 18.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 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) *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 - - - - -- 300 -TO- NODE - - - - -- 400 -IS -CODE = 21 ---------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 630.00 ELEVATION DATA: UPSTREAM(FEET) = 1464.00 DOWNSTREAM(FEET) = 1452.50 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 27.433 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.431 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 5.10 0.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 6.86 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 38 27.43 0.94 6.86 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 10.00 IS CODE = 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ----------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1452.50 DOWNSTREAM(FEET) = 1447.20 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.78 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 6.86 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 27.69 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 10.00 = 780.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED) < <<< --------------------------------------- UPSTREAM ELEVATION(FEET) = 1447.20 DOWNSTREAM ELEVATION(FEET) = 1445.20 STREET LENGTH(FEET) = 110.00 CURB HEIGHT(INCHES) = 6.0 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 = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.22 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.90 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.15 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) STREET FLOW TRAVEL TIME(MIN.) = 0.58 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL 1.08 Tc(MIN.) = 28.27 2.387 Fp Ap SCS (INCH /HR) (DECIMAL) CN 11 3 -4 DWELLINGS /ACRE" A 1.68 0.98 0.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.68 SUBAREA RUNOFF(CFS) = 2.73 EFFECTIVE AREA(ACRES) = 6.78 AREA- AVERAGED Fm(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 6.78 PEAK FLOW RATE(CFS) _ 32 0.85 9.39 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.45 FLOW VELOCITY(FEET /SEC.) = 3.29 DEPTH *VELOCITY(FT *FT /SEC.) = 1.17 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 20.00 = 890.00 FEET. FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 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.) = 28.27 RAINFALL INTENSITY(INCH /HR) = 2.39 AREA- AVERAGED Fm(INCH /HR) = 0.85 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.90 EFFECTIVE STREAM AREA(ACRES) = 6.78 TOTAL STREAM AREA(ACRES) = 6.78 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.39 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 750.00 ELEVATION DATA: UPSTREAM(FEET) = 1466.30 DOWNSTREAM(FEET) = 1450.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 28.406 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.381 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 2.80 0.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 3.64 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 38 28.41 0.94 3.64 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 30.00 IS CODE = 41 ---------------------------------------------------------------------- - - - - -- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1450.00 DOWNSTREAM(FEET) = 1446.90 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.77 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.64 PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 28.78 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 30.00 = 900.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------- - - - - -- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 28.78 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.362 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 1.80 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) = 1.80 SUBAREA RUNOFF(CFS) = 2.88 EFFECTIVE AREA(ACRES) = 4.60 AREA - AVERAGED Fm(INCH /HR) = 0.80 AREA- AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.84 TOTAL AREA(ACRES) = 4.60 PEAK FLOW RATE(CFS) = 6.47 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 20.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< --------------- - - - -- UPSTREAM ELEVATION(FEET) = 1446.90 DOWNSTREAM ELEVATION(FEET) = 1445.20 STREET LENGTH(FEET) = 170.00 CURB HEIGHT(INCHES) = 6.0 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 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.94 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: cwl STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.44 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.43 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) STREET FLOW TRAVEL TIME(MIN.) = 1.16 * 100 YEAR RAINFALL INTENSITY(INCH /HR) SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA E GROUP (ACRES) 0.86 Tc (MIN. ) = 29.94 2.307 Fp Ap SCS LAND US (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.60 0.98 0.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 0.93 EFFECTIVE AREA(ACRES) = 5.20 AREA- AVERAGED Fm(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.82 TOTAL AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) = 32 0.77 7.17 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.65 FLOW VELOCITY(FEET /SEC.) = 2.43 DEPTH *VELOCITY(FT *FT /SEC.) = 0.87 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 20.00 = 1070.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 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.) = 29.94 RAINFALL INTENSITY(INCH /HR) = 2.31 AREA- AVERAGED Fm(INCH /HR) = 0.77 AREA - AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.82 EFFECTIVE STREAM AREA(ACRES) = 5.20 TOTAL STREAM AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.17 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 9.39 28.27 2.387 0.94( 0.85) 0.90 6.8 3.00 2 7.17 29.94 2.307 0.95( 0.77) 0.82 5.2 5.00 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 16.52 28.27 2.387 0.95( 0.82) 0.86 11.7 3.00 2 16.07 29.94 2.307 0.95( 0.82) 0.86 12.0 5.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.52 Tc(MIN.) = 28.27 EFFECTIVE AREA(ACRES) = 11.69 AREA- AVERAGED Fm(INCH /HR) = 0.82 AREA- AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.86 TOTAL AREA(ACRES) = 11.98 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 20.00 = 1070.00 FEET. FLOW PROCESS FROM NODE 20.00 TO NODE 40.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< ---------------- - - - - -- UPSTREAM ELEVATION(FEET) = 1445.20 DOWNSTREAM ELEVATION(FEET) = 1438.20 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 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 = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.51 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.10 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.15 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.70 STREET FLOW TRAVEL TIME(MIN.) = 1.20 Tc(MIN.) = 29.47 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.328 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 1.26 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) = 1.26 SUBAREA RUNOFF(CFS) = 1.98 EFFECTIVE AREA(ACRES) = 12.95 AREA- AVERAGED Fm(INCH /HR) = 0.79 AREA - AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.84 TOTAL AREA(ACRES) = 13.24 PEAK FLOW RATE(CFS) = 17.87 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.18 FLOW VELOCITY(FEET /SEC.) = 4.20 DEPTH *VELOCITY(FT *FT /SEC.) = 1.72 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 40.00 = 1370.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 ---------------------------------------------------------------------- - - - - -- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 29.47 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.328 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 0.50 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) = 0.50 SUBAREA RUNOFF(CFS) = 0.78 EFFECTIVE AREA(ACRES) = 13.45 AREA- AVERAGED Fm(INCH /HR) = 0.79 AREA- AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.83 TOTAL AREA(ACRES) = 13.74 PEAK FLOW RATE(CFS) = 18.66 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 60.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< UPSTREAM ELEVATION(FEET) = 1438.20 DOWNSTREAM ELEVATION(FEET) = 1428.20 STREET LENGTH(FEET) = 620.00 CURB HEIGHT(INCHES) = 6.0 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 = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 22.16 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.60 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.85 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.77 STREET FLOW TRAVEL TIME(MIN.) = 2.68 Tc(MIN.) = 32.16 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.210 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 4.79 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) = 4.79 SUBAREA RUNOFF(CFS) = 7.01 EFFECTIVE AREA(ACRES) = 18.24 AREA- AVERAGED Fm(INCH /HR) = 0.73 AREA - AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.77 TOTAL AREA(ACRES) = 18.53 PEAK FLOW RATE(CFS) = 24.23 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.23 FLOW VELOCITY(FEET /SEC.) = 3.93 DEPTH *VELOCITY(FT *FT /SEC.) = 1.85 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 60.00 = 1990.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) « <<< UPSTREAM ELEVATION(FEET) = 1428.20 DOWNSTREAM ELEVATION(FEET) = 1426.30 STREET LENGTH(FEET) = 170.00 CURB HEIGHT(INCHES) = 6.0 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 = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 24.95 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 18.73 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.45 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.72 STREET FLOW TRAVEL TIME(MIN.) = 0.82 Tc(MIN.) = 32.98 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.177 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 1.00 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) = 1.00 SUBAREA RUNOFF(CFS) = 1.43 EFFECTIVE AREA(ACRES) = 19.24 AREA- AVERAGED Fm(INCH /HR) = 0.73 AREA - AVERAGED Fp(INCH /HR) = 0.95 AREA- AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 19.53 PEAK FLOW RATE(CFS) = 25.12 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 18.89 FLOW VELOCITY(FEET /SEC.) = 3.44 DEPTH *VELOCITY(FT *FT /SEC.) = 1.73 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 70.00 = 2160.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 90.00 IS CODE = 21 ---------------------------------------------------------------------- - - - - -- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 800.00 ELEVATION DATA: UPSTREAM(FEET) = 1443.50 DOWNSTREAM(FEET) = 1427.70 1 �a Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 0 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.092 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.789 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 11 3 -4 DWELLINGS /ACRE" A 5.15 0.98 0.60 32 13.09 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 14.85 TOTAL AREA(ACRES) = 5.15 PEAK FLOW RATE(CFS) = 14.85 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 13.09 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.789 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.20 0.98 0.10 32 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.30 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.53 EFFECTIVE AREA(ACRES) = 5.65 AREA- AVERAGED Fm(INCH /HR) = 0.57 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 5.65 PEAK FLOW RATE(CFS) = 16.38 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 90.00 TO NODE 70.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< -------------------------- UPSTREAM ELEVATION(FEET) = 1427.70 DOWNSTREAM ELEVATION(FEET) = 1426.30 STREET LENGTH(FEET) = 150.00 CURB HEIGHT(INCHES) = 6.0 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 = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.25 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.76 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.95 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.36 STREET FLOW TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = 13.94 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.649 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.20 0.98 0.10 32 RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 0.40 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.43 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.74 EFFECTIVE AREA(ACRES) = 6.25 AREA - AVERAGED Fm(INCH /HR) = 0.55 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 6.25 PEAK FLOW RATE(CFS) = 17.41 A END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.84 FLOW VELOCITY(FEET /SEC.) = 2.95 DEPTH *VELOCITY(FT *FT /SEC.) = 1.36 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 70.00 = 950.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 81 ---------------------------------------------------------------------- - - - - -- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 13.94 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.649 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 0.40 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) = 0.40 SUBAREA RUNOFF(CFS) = 1.10 EFFECTIVE AREA(ACRES) = 6.65 AREA - AVERAGED Fm(INCH /HR) = 0.56 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 6.65 PEAK FLOW RATE(CFS) = 18.51 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY <<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 18.51 13.94 3.649 0.97( 0.56) LONGEST FLOWPATH FROM NODE 80.00 TO NODE ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 25.12 32.98 2.177 0.95( 0.73) 2. 24.33 34.70 2.111 0.95( 0.73) LONGEST FLOWPATH FROM NODE 5.00 TO NODE Ap Ae (ACRES) 0.57 6.7 70.00 = Ap Ae (ACRES) 0.76 19.2 0.76 19.5 70.00 = HEADWATER NODE 80.00 950.00 FEET. HEADWATER NODE 3.00 5.00 2160.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 39.91 13.94 3.649 0.96( 0.65) 0.68 14.8 80.00 2 34.82 32.98 2.177 0.96( 0.68) 0.71 25.9* 3.00 3 33.64 34.70 2.111 0.96( 0.68) 0.71 26.2 5.00 TOTAL AREA(ACRES) = 26.18 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 39.91 Tc(MIN.) = 13.941 EFFECTIVE AREA(ACRES) = 14.78 AREA- AVERAGED Fm(INCH /HR) = 0.65 AREA - AVERAGED Fp(INCH /HR) = 0.96 AREA- AVERAGED Ap = 0.68 TOTAL AREA(ACRES) = 26.18 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 70.00 = 2160.00 FEET. m A ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 100.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) < <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1421.77 DOWNSTREAM(FEET) = 1421.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 22.58 PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 39.91 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 13.98 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 100.00 = 2210.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 10 -------------------------=-------------------------------------------- - - - - -- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 55.00 TO NODE 66.00 IS CODE = 21 ---------------------------------------------------------------------- - - - - -- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 750.00 ELEVATION DATA: UPSTREAM(FEET) = 1467.00 DOWNSTREAM(FEET) = 1451.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE))* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 28.512 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.375 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 2.70 0.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 3.50 TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 38 28.51 0.94 3.50 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 66.00 TO NODE 35.00 IS CODE = 41 ------------------------------------------------------------ '---------- - - - - -- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1451.00 DOWNSTREAM(FEET) = 1448.80 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.92 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.50 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 28.93 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 35.00 = 900.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 510.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1448.80 DOWNSTREAM ELEVATION(FEET) = 1448.30 STREET LENGTH(FEET) = 100.00 CURB HEIGHT(INCHES) = 6.0 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 = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.88 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.43 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.61 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.54 STREET FLOW TRAVEL TIME(MIN.) = 1.03 Tc(MIN.) = 29.97 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.305 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 0.50 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) = 0.50 SUBAREA RUNOFF(CFS) = 0.77 EFFECTIVE AREA(ACRES) = 3.20 AREA - AVERAGED Fm(INCH /HR) = 0.88 AREA - AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.94 TOTAL.AREA(ACRES) = 3.20 PEAK FLOW RATE(CFS) = 4.10 0 1 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.66 FLOW VELOCITY(FEET /SEC.) = 1.63 DEPTH *VELOCITY(FT *FT /SEC.) = 0.55 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 510.00 = 1000.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 510.00 TO NODE 510.00 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.) = 29.97 RAINFALL INTENSITY(INCH /HR) = 2.31 AREA - AVERAGED Fm(INCH /HR) = 0.88 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.94 EFFECTIVE STREAM AREA(ACRES) = 3.20 TOTAL STREAM AREA(ACRES) = 3.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.10 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 500.00 TO NODE 510.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 ELEVATION DATA: UPSTREAM(FEET) = 1465.00 DOWNSTREAM(FEET) = 1448.30 ' Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.254 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.387 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.) COMMERCIAL A 0.60 0.98 . 0.10 32 10.25 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.32 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 2.32 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 510.00 TO NODE 510.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.25 RAINFALL INTENSITY(INCH /HR) = 4.39 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.60 TOTAL STREAM AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.32 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 4.10 29.97 2.305 0.94( 0.88) 0.94 3.2' 55.00 2 2.32 10.25 4.387 0.98( 0.10) 0.10 0.6 500.00 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 5.77 10.25 4.387 0.94( 0.60) 0.64 1.7 500.00 2 5.29 29.97 2.305 0.94( 0.76) 0.81 3.8 55.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.77 Tc(MIN.) = 10.25 EFFECTIVE AREA(ACRES) = 1.69 AREA- AVERAGED Fm(INCH /HR) = 0.60 AREA - AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.64 TOTAL AREA(ACRES) = 3.80 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 510.00 = 1000.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 510.00 TO NODE 520.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 1448.30 DOWNSTREAM ELEVATION(FEET) = 1427.80 STREET LENGTH(FEET) = 930.00 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 = 1 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) = 6.72 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 12.46 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.86 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.57 STREET FLOW TRAVEL TIME(MIN.) = 4.02 Tc(MIN.) = 14.27 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.598 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.60 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) = 0.60 SUBAREA RUNOFF(CFS) = 1.89 EFFECTIVE AREA(ACRES) = 2.29 AREA- AVERAGED Fm(INCH /HR) = 0.47 � # AREA - AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) = 6.46 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 12.23 FLOW VELOCITY(FEET /SEC.) = 3.83 DEPTH *VELOCITY(FT *FT /SEC.) = 1.54 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 520.00 = 1930.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 520.00 TO NODE 100.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1423.30 DOWNSTREAM(FEET) = 1421.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.22 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE= FLOW(CFS) = 6.46 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 14.48 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 100.00 = 2030.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY <<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 6.46 14.48 3.567 0.94( 0.47) 0.50 2.3 500.00 2 5.81 34.30 2.126 0.94( 0.67) 0.71 4.4 55.00 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 100.00 = 2030.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 39.91 13.98 3.643 0.96( 0.65) 2 34.82 33.02 2.175 0.96( 0.68) 3 33.64 34.74 2.110 0.96( 0.68) LONGEST FLOWPATH FROM NODE 5.00 TO NODE ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 46.29 13.98 3.643 0.96( 0.63) 2 46.23 14.48 3.567 0.96( 0.63) 3 40.67 33.02 2.175 0.96( 0.68) 4 39.75 34.30 2.126 0.96( 0.68) 5 39.39 34.74 2.110 0.96( 0.68) TOTAL AREA(ACRES) = 30.58 Ap Ae HEADWATER (ACRES) NODE 0.68 14.8 80.00 0.71 25.9 3.00 0.71 26.2 5.00 100.00 = 2210.00 FEET. Ap Ae HEADWATER (ACRES) NODE 0.65 17.0 80.00 0.65 17.4 500.00 0.71 30.2 3.00 0.71 30.5 55.00 0.71 30.6 5.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 46.29 Tc(MIN.) = 13.977 EFFECTIVE AREA(ACRES) = 17.00 AREA - AVERAGED Fm(INCH /HR) = 0.63 AREA - AVERAGED Fp(INCH /HR) = 0.96 AREA- AVERAGED Ap = 0.71 TOTAL AREA(ACRES) = 30.58 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 100.00 = 2210.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 30.58 TC(MIN.) = 13.98 EFFECTIVE AREA(ACRES) = 17.00 AREA - AVERAGED Fm(INCH /HR)= 0.63 AREA - AVERAGED Fp(INCH /HR) = 0.96 AREA- AVERAGED Ap = 0.65 PEAK FLOW RATE(CFS) = 46.29 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 46.29 13.98 3.643 0.96( 0.63) 0.65 17.0 80.00 2 46.23 14.48 3.567 0.96( 0.63) 0.65 17.4 500.00 3 40.67 33.02 2.175 0.96( 0.68) 0.71 30.2 3.00 4 39.75 34.30 2.126 0.96( 0.68) 0.71 30.5 55.00 5 39.39 34.74 2.110 0.96( 0.68) 0.71 30.6 5.00 END OF RATIONAL METHOD ANALYSIS A B) Street Capacity Calculations (100 and 25 Year) [a A HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Serria Avenue Fontana Ca. 92335 ---------------------------------------------------------------------------- TIME /DATE OF STUDY: 11:11 04/05/2004 Problem Descriptions: TRACT 16572 EAST, FONTANA STREET CAPACITY CALCULATION, JUNIPER AVE. @ "D" STREET 100 YEAR STORM BY : E.I. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >>>>STREETFLOW MODEL INPUT INFORMATION <<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) = 0.020000 CONSTANT STREET FLOW(CFS) = 6.30 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.71 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.63 PRODUCT OF DEPTH &VELOCITY = 1.38 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2003 Advanced Engineering Software {aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Serria Avenue Fontana Ca. 92335 ---------------------------------------------------------------------------- TIME /DATE OF STUDY: 11:11 04/05/2004 Problem Descriptions: TRACT 16572 EAST, FONTANA STREET CAPACITY CALCULATION, JUNIPER AVE. @ "D" STREET 100 YEAR STORM BY : E.I. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >>>>STREETFLOW MODEL INPUT INFORMATION <<<< CONSTANT STREET GRADE(FEET /FEET) = 0.020000 CONSTANT STREET FLOW(CFS) = 6.30 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: -------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.71 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.63 PRODUCT OF DEPTH &VELOCITY = 1.38 M HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Serria Avenue Fontana Ca. 92335 ------------------------------------------------------------ TIME /DATE OF STUDY: 13:00 04/05/2004 Problem Descriptions: TRACT 16572 EAST SIDE, FONTANA STREET CAPACITY CALCULATION, @ "D" STREET, FROM WEST TO EAST BY: E.I. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >>>>STREETFLOW MODEL INPUT INFORMATION <<<< ---------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) = 0.013600 CONSTANT STREET FLOW(CFS) = 8.57 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: ----------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.44 < 0.50 OK HALFSTREET FLOOD WIDTH(FEET) = 15.66 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.33 PRODUCT OF DEPTH &VELOCITY = 1.46 A .HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Serria Avenue Fontana Ca. 92335 ---------------------------------------------------------------- TIME /DATE OF STUDY: 13:21 04/05/2004 Problem Descriptions: TRACT 16572 EAST SIDE, FONTANA STREET CAPACITY CALCULATION, Q "D" STREET, FROM EAST TO WEST BY: E.I. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >>>>STREETFLOW MODEL INPUT INFORMATION <<<< ------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) = 0.010000 CONSTANT STREET FLOW(CFS) = 5.90 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: ---------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.42 < 0.50 OK HALFSTREET FLOOD WIDTH(FEET) = 14.51 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.65 PRODUCT OF DEPTH &VELOCITY M C) Catch basin calculations N A ,HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 ------------------------------------------------------------------- TIME /DATE OF STUDY: 09:50 04/05/2004 Problem Descriptions: TRACT 16572, EAST SIDE SUMP CONDITION Cal "D" STREET BY: E.I. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >>>>SUMP TYPE BASIN INPUT INFORMATION <<<< ----------------------------------------------------------- - - - - -- Curb Inlet Capacities Public Roads nomograp BASIN INFLOW(CFS) _ BASIN OPENING(FEET) _ DEPTH OF WATER(FEET) are approximated based on the Bureau of h plots for flowby basins and sump basins. 18.45 0.71 0.99 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 6.90 W needed 7' Use W = 10' M HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Serria Avenue Fontana Ca. 92335 ---------------------------------------------------------------------------- TIME /DATE OF STUDY: 11:15 04/05/2004 Problem Descriptions: TRACT 16572, EAST SIDE FLOW -BY CONDITION @ "D" STREET BY: E.I. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION <<<< ---------------------------------------------------------------------- - - - - -- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins STREETFLOW(CFS) = 6.30 GUTTER FLOWDEPTH(FEET) = 0.38 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 1.74 0.93 2.00 1.06 2.50 1.31 3.00 1.56 3.50 1.81 4.00 2.06 4.50 2.30 5.00 2.54 5.50 2.78 6.00 3.00 6.50 3.20 7.00 3.39 7.50 3.58 8.00 3.77 8.50 3.96 9.00 4.14 9.50 4.31 10.00 4.48 10.50 4.65 y1= V = Z E09 11.00 4.79 11.50 4.93 12.00, 5.06 12.50 5.19 13.00 5.32 13.50 5.44 14.00 5.56 14.50 5.68 15.00 5.79 15.50 5.90 16.00 6.01 16.50 6.12 17.00 6.22 17.37 6.30 y1= V = Z E09 (A D) 100 and 25 -Year Rational Method AMC H Undeveloped Condition m m ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 Serria Avenue Fontana Ca. 92335 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 16572, EAST SIDE, FONTANA * 100 YEAR STORM EVENT, 100 YEAR INTENSITY, AMC II * UNDEVELOPED CONDITION BY: E.I. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 16572EU9.DAT TIME /DATE OF STUDY: 11:01 04/01/2004 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) = 1.5200 *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 20.0 10.0 0.020/0.020/0.020 0.67 1.50 0.0313 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) *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 10.00 TO NODE 20.00 IS CODE = 21 >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< Lol I V o.n A INITIAL SUBAREA FLOW- LENGTH(FEET) = 110.00 ELEVATION DATA: UPSTREAM(FEET) = 1464.80 DOWNSTREAM(FEET) = 1463.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.951 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.647 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 0.20 0.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 0.49 TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 38 13.95 0.94 0.49 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1463.00 DOWNSTREAM(FEET) = 1458.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 250.00 CHANNEL SLOPE = 0.0200 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.49 FLOW VELOCITY(FEET /SEC) = 2.12 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.96 Tc(MIN.) = 15.91 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 360.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------- 7 ----------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 15.91 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.370 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 1.70 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 3.72 EFFECTIVE AREA(ACRES) = 1.90 AREA - AVERAGED Fm(INCH /HR) = 0.94 AREA - AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) = 4.16 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 52 -------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< - - - - -- ___________________________________________________ ELEVATION DATA: UPSTREAM(FEET) = 1458.00 DOWNSTREAM(FEET) = 1452.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0200 CHANNEL FLOW THRU SUBAREA(CFS) = 4.16 FLOW VELOCITY(FEET /SEC) = 2.86 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.75 Tc(MIN.) = 17.66 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 40.00 = 660.00 FEET. FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 17.66 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.166 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 5.00 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 10.03 EFFECTIVE AREA(ACRES) = 6.90 AREA- AVERAGED FM(INCH /HR) = 0.94 AREA - AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) = 13.85 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 52 ---------------------------------------------------------------------------- » >>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ---------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1452.00 DOWNSTREAM(FEET) = 1445.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 390.00 CHANNEL SLOPE = 0.0179 CHANNEL FLOW THRU SUBAREA(CFS) = 13.85 FLOW VELOCITY(FEET /SEC) = 3.64 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.79 Tc(MIN.) = 19.45 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 1050.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 19.45 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.988 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 6.20 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 6.20 SUBAREA RUNOFF(CFS) = 11.45 EFFECTIVE AREA(ACRES) = 13.10 AREA- AVERAGED FM(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 13.10 PEAK FLOW RATE(CFS) = 24.19 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ----------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1445.00 DOWNSTREAM(FEET) = 1436.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 390.00 CHANNEL SLOPE = 0.0231 CHANNEL FLOW THRU SUBAREA(CFS) = 24.19 FLOW VELOCITY(FEET /SEC) = 4.79 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.36 Tc(MIN.) = 20.80 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 1440.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 20.80 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.870 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 5.80 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 5.80 SUBAREA RUNOFF(CFS) = 10.09 EFFECTIVE AREA(ACRES) = 18.90 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA - AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 18.90 PEAK FLOW RATE(CFS) = 32.89 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1436.00 DOWNSTREAM(FEET) = 1431.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 370.00 CHANNEL SLOPE = 0.0135 CHANNEL FLOW THRU SUBAREA(CFS) = 32.89 FLOW VELOCITY(FEET /SEC) = 3.99 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.54 Tc(MIN.) = 22.35 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 70.00 = 1810.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 81 ---------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE TC(MIN) _ * 100 YEAR RAINFALL SUBAREA LOSS RATE D, DEVELOPMENT TYPE/ LAND USE NATURAL GOOD COVER "GRASS" 22.35 INTENSITY(INCH /HR) = 2.749 kTA (AMC II): SCS SOIL AREA Fp Ap SCS GROUP (ACRES) (INCH /HR) (DECIMAL) CN A 5.10 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ArRES) = 5.10 SUBAREA RUNOFF(CFS) = 8.32 EFFECTIVE AREA(ACRES) = 24.00 AREA - AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 24.00 PEAK FLOW RATE(CFS) = 39.16 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 80.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1431.00 DOWNSTREAM(FEET) = 1425.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0200 CHANNEL FLOW THRU SUBAREA(CFS) = 39.16 FLOW VELOCITY(FEET /SEC) = 5.10 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.98 Tc(MIN.) = 23.33 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 2110.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 23.33 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.679 lU SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 4.80 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS) = 7.53 EFFECTIVE AREA(ACRES) = 28.80 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA - AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 28.80 PEAK FLOW RATE(CFS) = 45.18 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 23.33 RAINFALL INTENSITY(INCH /HR) = 2.68 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA - AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 28.80 TOTAL STREAM AREA(ACRES) = 28.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 45.18 FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 21 ------------------------------------------------------------------- » >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME- OF- QONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 150.00 ELEVATION DATA: UPSTREAM(FEET) = 1465.00 DOWNSTREAM(FEET) = 1462.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 6.751 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.) COMMERCIAL A 0.10 0.98 0.10 32 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.60 TOTAL AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) = 0.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< -------- - - - - -- UPSTREAM ELEVATION(FEET) = 1462.00 DOWNSTREAM ELEVATION(FEET) = 1456.50 STREET LENGTH(FEET) = 300.00 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 = 1 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) = 1.08 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.78 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.40 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.58 STREET FLOW TRAVEL TIME(MIN.) = 2.09 Tc(MIN.) = 7.09 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.476 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.20 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.97 EFFECTIVE AREA(ACRES) = 0.30 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 1.45 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.78 FLOW VELOCITY(F,EET /SEC.) = 2.51 DEPTH *VELOCITY(FT *FT /SEC.) = 0.66 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 450.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< ----------------------------- UPSTREAM ELEVATION(FEET) = 1456.50 DOWNSTREAM ELEVATION(FEET) = 1444.50 STREET LENGTH(FEET) = 600.00 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 = 1 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) = 2.21 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.11 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.85 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.82 STREET FLOW TRAVEL TIME(MIN.) = 3.51 Tc(MIN.) = 10.59 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.303 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.40 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.51 EFFECTIVE AREA(ACRES) = 0.70 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 2.65 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.77 FLOW VELOCITY(FEET /SEC.) = 2.99 DEPTH *VELOCITY(FT *FT /SEC.) = 0.90 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 1050.00 FEET. ********************************************* * * * * * * * * * * * * * * * * ** * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 80.00 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<< UPSTREAM ELEVATION(FEET) = 1444.50 DOWNSTREAM ELEVATION(FEET) = 1425.00 STREET LENGTH(FEET) = 930.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 10 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 = 1 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) = 3.55 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.90 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.24 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.05 STREET FLOW TRAVEL TIME(MIN.) = 4.79 Tc(MIN.) = 15.38 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.440 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.60 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) = 0.60 SUBAREA RUNOFF(CFS) = 1.80 EFFECTIVE AREA(ACRES) = 1.30 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 3.91 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.35 FLOW VELOCITY(FEET /SEC.) = 3.29 DEPTH *VELOCITY(FT *FT /SEC.) = 1.10 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 80.00 = 1980.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 15.38 RAINFALL INTENSITY(INCH /HR) = 3.44 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 1.30 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.91 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 45.18 23.33 2 3.91 15.38 Intensity Fp(Fm) (INCH /HR) (INCH /HR) 2.679 0.94( 0.94) 3.440 0.97( 0.10) Ap Ae HEADWATER (ACRES) NODE 1.00 28.8 10.00 0.10 1.3 100.00 0 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 46.70 15.38 3.440 0.94( 0.88) 0.94 20.3 100.00 2 48.20 23.33 2.679 0.94( 0.90) 0.96 30.1 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: m PEAK FLOW RATE(CFS) = 48.20 Tc(MIN.) = 23.33 EFFECTIVE AREA(ACRES) = 30.10 AREA - AVERAGED Fm(INCH /HR) = 0.90 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.96 TOTAL AREA(ACRES) = 30.10 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 2110.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 30.10 TC(MIN.) = 23.33 EFFECTIVE AREA(ACRES) = 30.10 AREA - AVERAGED Fm(INCH /HR)= 0.90 AREA - AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.96 PEAK FLOW RATE(CFS) = 48.20 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 46.70 15.38 3.440 0.94( 0.88) 0.94 20.3 100.00 2 48.20 23.33 2.679 0.94( 0.90) 0.96 30.1 10.00 END OF RATIONAL METHOD ANALYSIS m 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 Serria Avenue Fontana Ca. 92335 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 16572, EAST SIDE, FONTANA * 25 YEAR STORM EVENT, 25 YEAR INTENSITY, AMC II * UNDEVELOPED CONDITION BY: E.I. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 16572EU4.DAT TIME /DATE OF STUDY: 11:00 04/01/2004 --------------- - - -- 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 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) = 1.2100 *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 20.0 10.0 0.020/0.020/0.020 0.67 1.50 0.0313 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) *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 10.00 TO NODE 20.00 IS CODE = 21 --- - - - - -- ---------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< C7 INITIAL SUBAREA FLOW- LENGTH(FEET) = 110.00 ELEVATION DATA UPSTREAM(FEET) = 1464.80 DOWNSTREAM(FEET) = 1463.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.951 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.904 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 0.20 0.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 38 13.95 0.94 0.35 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1463.00 DOWNSTREAM(FEET) = 1458.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 250.00 CHANNEL SLOPE = 0.0200 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.35 FLOW VELOCITY(FEET /SEC) = 2.12 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.96 Tc(MIN.) = 15.91 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 360.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 -------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 15.91 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.683 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 1.70 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 2.67 EFFECTIVE AREA(ACRES) = 1.90 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) = 2.99 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 52 --------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<< «< ------- - - - --- ELEVATION DATA: UPSTREAM(FEET) = 1458.00 DOWNSTREAM(FEET) = 1452.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0200 CHANNEL FLOW THRU SUBAREA(CFS) = 2.99 FLOW VELOCITY(FEET /SEC) = 2.65 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.88 Tc(MIN.) = 17.80 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 40.00 = 660.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 17.80 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.509 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 5.00 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 7.08 EFFECTIVE AREA(ACRES) = 6.90 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA - AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) = 9.77 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1452.00 DOWNSTREAM(FEET) = 1445.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 390.00 CHANNEL SLOPE = 0.0179 CHANNEL FLOW THRU SUBAREA(CFS) = 9.77 FLOW VELOCITY(FEET /SEC) = 3.33 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.95 Tc(MIN.) = 19.75 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 1050.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 19.75 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.357 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 6.20 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 6.20 SUBAREA RUNOFF(CFS) = 7.93 EFFECTIVE AREA(ACRES) = 13.10 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 10 TOTAL AREA(ACRES) = 13.10 PEAK FLOW RATE(CFS) = 16.75 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 52 ---------------- - ----------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1445.00 DOWNSTREAM(FEET) = 1436.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 390.00 CHANNEL SLOPE = 0.0231 CHANNEL FLOW THRU SUBAREA(CFS) = 16.75 FLOW VELOCITY(FEET /SEC) = 4.34 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.50 Tc(MIN.) = 21.25 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 1440.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 21.25 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.256 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 5.80 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 5.80 SUBAREA RUNOFF(CFS) = 6.89 EFFECTIVE AREA(ACRES) = 18.90 AREA - AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 18.90 PEAK FLOW RATE(CFS) = 22.45 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< --------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1436.00 DOWNSTREAM(FEET) = 1431.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 370.00 CHANNEL SLOPE = 0.0135 CHANNEL FLOW THRU SUBAREA(CFS) = 22.45 FLOW VELOCITY(FEET /SEC) = 3.59 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.72 Tc(MIN.) = 22.97 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 70.00 = 1810.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) _ * 25 YEAR RAINFALL SUBAREA LOSS RATE D, DEVELOPMENT TYPE/ Q LAND USE NATURAL GOOD COVER "GRASS" 22.97 INTENSITY(INCH /HR) = 2.153 ATA (AMC II): SCS SOIL AREA Fp Ap SCS GROUP (ACRES) (INCH /HR) (DECIMAL) CN A 5.10 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(AGRES) = 5.10 SUBAREA RUNOFF(CFS) = 5.59 EFFECTIVE AREA(ACRES) = 24.00 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 24.00 PEAK FLOW RATE(CFS) = 26.29 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 80.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ----------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1431.00 DOWNSTREAM(FEET) = 1425.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0200 CHANNEL FLOW THRU SUBAREA(CFS) = 26.29 FLOW VELOCITY(FEET /SEC) = 4.57 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.10 Tc(MIN.) = 24.06 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 2110.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 24.06 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.094 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 4.80 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS) = 5.00 EFFECTIVE AREA(ACRES) = 28.80 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 28.80 PEAK FLOW RATE(CFS) = 30.00 FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 24.06 RAINFALL INTENSITY(INCH /HR) = 2.09 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA - AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 28.80 TOTAL STREAM AREA(ACRES) = 28.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 30.00 FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 150.00 ELEVATION DATA: UPSTREAM(FEET) = 1465.00 DOWNSTREAM(FEET) = 1462.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 5.374 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.) COMMERCIAL A 0.10 0.98 0.10 32 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.47 TOTAL AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) = 0.47 FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< ------------------------ UPSTREAM ELEVATION(FEET) = 1462.00 DOWNSTREAM ELEVATION(FEET) = 1456.50 STREET LENGTH(FEET) = 300.00 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 = 1 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) = 0.86 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.05 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.29 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.52 STREET FLOW TRAVEL TIME(MIN.) = 2.18 Tc(MIN.) = 7.18 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 4.325 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.20 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.76 EFFECTIVE AREA(ACRES) = 0.30 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 p, TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 1.14 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 5.98 FLOW VELOCITY(FEET /SEC.) = 2.40 DEPTH *VELOCITY(FT *FT /SEC.) = 0.59 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 450.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< --------------------------- UPSTREAM ELEVATION(FEET) = 1456.50 DOWNSTREAM ELEVATION(FEET) = 1444.50 STREET LENGTH(FEET) = 600.00 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 = 1 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) = 1.73 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.24 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.70 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.73 STREET FLOW TRAVEL TIME(MIN.) = 3.71 Tc(MIN.) = 10.89 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.369 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.40 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.18 EFFECTIVE AREA(ACRES) = 0.70 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 2.06 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.84 FLOW VELOCITY(FEET /SEC.) = 2.81 DEPTH *VELOCITY(FT *FT /SEC.) = 0.80 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 1050.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 80.00 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< UPSTREAM ELEVATION(FEET) = 1444.50 DOWNSTREAM ELEVATION(FEET) = 1425.00 STREET LENGTH(FEET) = 930.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 m A 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 = 1 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) = 2.76 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.84 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.07 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.93 STREET FLOW TRAVEL TIME(MIN.) = 5.05 Tc(MIN.) = 15.94 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.680 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.60 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) = 0.60 SUBAREA RUNOFF(CFS) = 1.39 EFFECTIVE AREA(ACRES) = 1.30 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 3.02 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.24 FLOW VELOCITY(FEET /SEC.) = 3.11 DEPTH *VELOCITY(FT *FT /SEC.) = 0.97 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 80.00 = 1980.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 15.94 RAINFALL INTENSITY(INCH /HR) = 2.68 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 1.30 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.02 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 30.00 24.06 2 3.02 15.94 Intensity Fp(Fm) (INCH /HR) (INCH /HR) 2.094 0.94( 0.94) 2.680 0.97( 0.10) Ap Ae HEADWATER (ACRES) NODE 1.00 28.8 10.00 0.10 1.3 100.00 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 32.97 15.94 2.680 0.94( 0.88) 0.94 20.4 100.00 2 32.34 24.06 2.094 0.94( 0.90) 0.96 30.1 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 32.97 Tc(MIN.) = 15.94 EFFECTIVE AREA(ACRES) = 20.38 AREA - AVERAGED Fm(INCH /HR) = 0.88 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.94 TOTAL AREA(ACRES) = 30.10 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 2110.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 30.10 TC(MIN.) = 15.94 EFFECTIVE AREA(ACRES) = 20.38 AREA - AVERAGED Fm(INCH /HR)= 0.88 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.94 PEAK FLOW RATE(CFS) = 32.97 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 32.97 15.94 2.680 0.94( 0.88) 0.94 20.4 100.00 2 32.34 24.06 2.094 0.94( 0.90) 0.96 30.1 10.00 _______________________________ END OF RATIONAL METHOD ANALYSIS____________ E) Juniper Ave. Storm Drain 25 and 100 year storm event Ultimate condition rational method ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 Serria Avenue Fontana Ca. 92335 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • JUNIPER STORM DRAIN • ULTIMATE CONDITION 25 YEAR STORM EVENT • BY: E.I. FILE NAME: JUNI25.DAT TIME /DATE OF STUDY: 11:48 07/09/2004 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 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) = 1.2100 *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 0.020/0.020/0.020 0.67 1.50 0.0313 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) *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 10.00 TO NODE 15.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 800.00 ELEVATION DATA: UPSTREAM(FEET) = 1526.50 DOWNSTREAM(FEET) = 1518.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]--0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.936 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.360 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.) COMMERCIAL A 9.90 0.98 0.10 32 10.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 29.07 TOTAL AREA(ACRES) = 9.90 PEAK FLOW RATE(CFS) = 29.07 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 15.00 TO NODE 51.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 1518.00 DOWNSTREAM ELEVATION(FEET) = 1505.70 STREET LENGTH(FEET) = 750.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50 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) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 42.91 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 19.58 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.24 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 2.51 STREET FLOW TRAVEL TIME(MIN.) = 2.95 Tc(MIN.) = 13.88 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.912 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 10.90 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 10.90 SUBAREA RUNOFF(CFS) = 27.61 EFFECTIVE AREA(ACRES) = 20.80 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL. AREA(ACRES) = 20.80 PEAK FLOW RATE(CFS) = 52.69 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 21.54 FLOW VELOCITY(FEET /SEC.) = 4.49 DEPTH *VELOCITY(FT *FT /SEC.) = 2.83 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 750.0 FT WITH ELEVATION -DROP = 12.3 FT, IS 34.3 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 51.00 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 51.00 = 1550.00 FEET. FLOW PROCESS FROM NODE 51.00 TO NODE 100.00 IS CODE = 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ---------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1502.20 DOWNSTREAM(FEET) = 1496.50 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 16.77 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 52.69 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 14.03 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 100.00 = 1700.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 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.) = 14.03 RAINFALL INTENSITY(INCH /HR) = 2.89 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 20.80 TOTAL STREAM AREA(ACRES) = 20.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 52.69 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 35.00 IS CODE = 21 ------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 500.00 ELEVATION DATA: UPSTREAM(FEET) = 1518.50 DOWNSTREAM(FEET) = 1511.00 Tc = K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.458 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.920 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.) COMMERCIAL A 4.30 0.98 0.10 32 8.46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 14.79 TOTAL AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) = 14.79 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 52.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 1511.00 DOWNSTREAM ELEVATION(FEET) = 1505.70 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50 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) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 27.00 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 17.02 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.28 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.77 STREET FLOW TRAVEL TIME(MIN.) = 2.29 Tc(MIN.) = 10.75 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.396 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 8.20 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) = 8.20 SUBAREA RUNOFF(CFS) = 24.34 EFFECTIVE AREA(ACRES) = 12.50 AREA - AVERAGED FM(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 12.50 PEAK FLOW RATE(CFS) = 37.10 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 19.77 FLOW VELOCITY(FEET /SEC.) = 3.62 DEPTH *VELOCITY(FT *FT /SEC.) = 2.15 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 450.0 FT WITH ELEVATION -DROP = 5.3 FT, IS 28.1 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 52.00 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 52.00 = 950.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 52.00 TO NODE 100.00 IS CODE = 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) < <<< ELEVATION DATA: UPSTREAM(FEET) = 1502.20 DOWNSTREAM(FEET) = 1496.50 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.04 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 37.10 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 10.91 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 100.00 = 1100.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.91 RAINFALL INTENSITY(INCH /HR) = 3.36 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 12.50 TOTAL STREAM AREA(ACRES) = 12.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.10 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 52.69 14.03 2.893 0.98( 0.10) 0.10 20.8 10.0A 2 37.10 10.91 3.364 0.98( 0.10) 0.10 12.5 30.00 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 84.98 10.91 3.364 0.98( 0.10) 0.10 28.7 30.00 2 84.44 14.03 2.893 0.98( 0.10) 0.10 33.3 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 84.98 Tc(MIN.) = 10.91 EFFECTIVE AREA(ACRES) = 28.68 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 33.30 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 100.00 = 1700.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 IS CODE = 41 ---------------------------------------------------------------------- - - - - -- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1496.50 DOWNSTREAM(FEET) = 1486.00 FLOW LENGTH(FEET) = 370.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 16.74 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 84.98 PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 11.28 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 105.00 = 2070.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 11.28 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.298 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 6.70 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 6.70 SUBAREA RUNOFF(CFS) = 19.30 EFFECTIVE AREA(ACRES) = 35.38 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 101.90 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 105.00 TO NODE 110.00 IS CODE = 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) < <<< ELEVATION DATA: UPSTREAM(FEET) = 1486.00 DOWNSTREAM(FEET) = 1475.30 FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 14.42 PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 101.90 PIPE TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 11.98 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 110.00 = 2670.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 11.98 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.182 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 29.30 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 29.30 SUBAREA RUNOFF(CFS) = 81.34 EFFECTIVE AREA(ACRES) = 64.68 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 69.30 PEAK FLOW RATE(CFS) = 179.55 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS - FROM - NODE - 110.00 TO NODE 120.00 IS CODE = 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< -------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1475.30 DOWNSTREAM(FEET) = 1458.90 FLOW LENGTH(FEET) = 700.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 34.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 18.67 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 179.55 PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 12.60 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 120.00 = 3370.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 12.60 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.086 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 17.80 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 Awmak SUBAREA AREA(ACRES) = 17.80 SUBAREA RUNOFF(CFS) = 47.88 EFFECTIVE AREA(ACRES) = 82.48 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 87.10 PEAK FLOW RATE(CFS) = 221.86 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 25.00 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) = 1517.90 DOWNSTREAM(FEET) = 1508.30 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.202 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.146 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.) COMMERCIAL A 1.37 0.98 0.10 32 12.20 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 J SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 3.76 TOTAL AREA(ACRES) = 1.37 PEAK FLOW RATE(CFS) = 3.76 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 25.00 TO NODE 50.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ---------- ------------------------- - - - - -- - UPSTREAM ELEVATION(FEET) = 1508.30 DOWNSTREAM ELEVATION(FEET) = 1505.70 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 40.00 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 = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.34 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 15.11 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.75 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.81 STREET FLOW TRAVEL TIME(MIN.) = 3.80 Tc(MIN.) = 16.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.674 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.50 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) = 0.50 SUBAREA RUNOFF(CFS) = 1.16 EFFECTIVE AREA(ACRES) = 1.87 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.87 PEAK FLOW RATE(CFS) = 4.34 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 15.11 FLOW VELOCITY(FEET /SEC.) = 1.75 DEPTH *VELOCITY(FT *FT /SEC.) = 0.81 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 50.00 = 1400.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.00 RAINFALL INTENSITY(INCH /HR) = 2.67 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 1.87 TOTAL STREAM AREA(ACRES) = 1.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.34 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 21 ---------------------------------------------------------------------- - - - - -- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 830.00 ELEVATION DATA: UPSTREAM(FEET) = 1510.10 DOWNSTREAM(FEET) = 1505.70 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.754 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.064 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.) COMMERCIAL A 1.00 0.98 0.10 32 12.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.67 TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 2.67 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.75 RAINFALL INTENSITY(INCH /HR) = 3.06 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 1.00 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.67 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 4.34 16.00 2.674 0.98( 0.10) 0.10 1.9 20.00 2 2.67 12.75 3.064 0.98( 0.10) 0.10 1.0 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 6.65 12.75 3.064 0.97( 0.10) 0.10 2.5 40.00 2 6.66 16.00 2.674 0.98( 0.10) 0.10 2.9 20.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.66 Tc(MIN.) = 16.00 EFFECTIVE AREA(ACRES) = 2.87 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.87 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 50.00 = 1400.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 55.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< ---------------------------- UPSTREAM ELEVATION(FEET) = 1505.70 DOWNSTREAM ELEVATION(FEET) = 1495.00 STREET LENGTH(FEET) = 430.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 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) = 7.30 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.63 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.49 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.11 STREET FLOW TRAVEL TIME(MIN.) = 2.05 Tc(MIN.) = 18.05 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.487 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.60 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) = 0.60 SUBAREA RUNOFF(CFS) = 1.29 EFFECTIVE AREA(ACRES) = 3.47 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.47 PEAK FLOW RATE(CFS) = 7.46 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.78 FLOW VELOCITY(FEET /SEC.) = 3.48 DEPTH *VELOCITY(FT *FT /SEC.) = 1.12 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 7.52 14.81 2.801 0.97( 0.10) 0.10 3.1 40.00 2 7.46 18.05 2.487 0.97( 0.10) 0.10 3.5 20.00 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 7.52 Tc(MIN.) = 14.81 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 EFFECTIVE AREA(ACRES) = 3.09 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 55.00 = 1830.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 55.00 TO NODE 60.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) < <<< UPSTREAM ELEVATION(FEET) = 1495.00 DOWNSTREAM ELEVATION(FEET) = 1484.30 STREET LENGTH(FEET) = 630.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 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) = 8.59 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.21 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.12 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.09 STREET FLOW TRAVEL TIME(MIN.) = 3.36 Tc(MIN.) = 18.17 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.477 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.00 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) = 1.00 SUBAREA RUNOFF(CFS) = 2.14 EFFECTIVE AREA(ACRES) = 4.09 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.47 PEAK FLOW RATE(CFS) = 8.76 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.30 FLOW VELOCITY(FEET /SEC.) = 3.14 DEPTH *VELOCITY(FT *FT /SEC.) LONGEST FLOWPATH FROM NODE 20.00 TO NODE 60.00 = 2460.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED) <<<< UPSTREAM ELEVATION(FEET) = 1484.30 DOWNSTREAM ELEVATION(FEET) = 1465.20 STREET LENGTH(FEET) = 700.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 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) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.00 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 11.82 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.15 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.24 STREET FLOW TRAVEL TIME(MIN.) = 3.70 Tc(MIN.) = 21.87 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.217 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.30 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) = 1.30 SUBAREA RUNOFF(CFS) = 2.48 EFFECTIVE AREA(ACRES) = 5.39 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.77 PEAK FLOW RATE(CFS) = 10.28 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 11.99 FLOW VELOCITY(FEET /SEC.) = 3.16 DEPTH *VELOCITY(FT *FT /SEC.) = 1.26 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 70.00 = 3160.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 120.00 IS CODE = 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>> USING USER- SPECIFIED PIPESIZE (EXISTING ELEMENT) < <<< ---------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1465.20 DOWNSTREAM(FEET) = 1456.20 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 20.79 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 10.28 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 21.91 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 120.00 = 3200.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY <<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 10.28 21.91 2.215 0.97('0.10) 0.10 5.4 40.00 A 2 10.08 25.20 2.036 0.97( 0.10) 0.10 5.8 20.00 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 120.00 = 3200.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 221.86 12.60 3.086 0.97( 0.10) 2 204.00 15.75 2.700 0.98( 0.10) LONGEST FLOWPATH FROM NODE 10.00 TO NODE ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity FP(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 230.21 12.60 3.086 0.97( 0.10) 2 213.08 15.75 2.700 0.98( 0.10) 3 176.26 21.91 2.215 0.98( 0.10) 4 162.04 25.20 2.036 0.97( 0.10) TOTAL AREA(ACRES) = 92.87 Ap Ae HEADWATER (ACRES) NODE 0.10 82.5 30.00 0.10 87.1 10.00 120.00 = 3370.00 FEET. Ap Ae HEADWATER (ACRES) NODE 0.10 85.6 30.00 0.10 91.0 10.00 0.10 92.5 40.00 0.10 92.9 20.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 230.21 Tc(MIN.) = 12.600 EFFECTIVE AREA(ACRES) = 85.58 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 92.87 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 120.00 = 3370.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) < <<< -------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1456.20 DOWNSTREAM(FEET) = 1443.50 FLOW LENGTH(FEET) = 660.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 230.21 PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 12.60 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 130.00 = 4030.00 FEET. FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 12.60 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.086 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 9.20 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) = 9.20 SUBAREA RUNOFF(CFS) = 20.71 EFFECTIVE AREA(ACRES) = 94.78 AREA- AVERAGED Fm(INCH /HR) = 0.14 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 102.07 PEAK FLOW RATE(CFS) = 250.86 ********************************************* * * * * * * * * * * ** * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1443.50 DOWNSTREAM(FEET) = 1430.60 FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 4.50 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 250.86 PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 12.61 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 140.00 = 4630.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 12.61 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.085 SUBAREA LOSS RATE DATA(AMC II) : DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 16.80 0.98 0.10 32 COMMERCIAL A 2.00 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) = 18.80 SUBAREA RUNOFF(CFS) = 50.55 EFFECTIVE AREA(ACRES) = 113.58 AREA - AVERAGED Fm(INCH /HR) = 0.14 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.14 TOTAL AREA(ACRES) = 120.87 PEAK FLOW RATE(CFS) = 301.36 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 143.00 IS CODE = 41 ---------------------------------------------------------------------- - - - - -- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1430.60 DOWNSTREAM(FEET) = 1419.80 FLOW LENGTH(FEET) = 520.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 5.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 301.36 PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 12.61 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 143.00 = 5150.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 143.00 TO NODE 143.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 12.61 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.085 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 3.60 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) = 3.60 SUBAREA RUNOFF(CFS) = 9.68 EFFECTIVE AREA(ACRES) = 117.18 AREA- AVERAGED Fm(INCH /HR) = 0.14 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.14 TOTAL AREA(ACRES) = 124.47 PEAK FLOW RATE(CFS) = 310.98 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 143.00 TO NODE 145.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< --------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1419.80 DOWNSTREAM(FEET) = 1418.50 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 5.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 310.98 PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 12.61 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 145.00 = 5210.00 FEET. FLOW PROCESS FROM NODE 145.00 TO NODE 145.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 12.61 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.085 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 18.50 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 18.50 SUBAREA RUNOFF(CFS) = 41.62 EFFECTIVE AREA(ACRES) = 135.68 AREA - AVERAGED Fm(INCH /HR) = 0.20 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 142.97 PEAK FLOW RATE(CFS) = 352.59 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 145.00 TO NODE 150.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1418.50 DOWNSTREAM(FEET) = 1415.20 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 5.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 352.59 PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 12.61 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 150.00 = 5330.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 81 ---------------------------------------------------------------------- - - - - -- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 12.61 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.084 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" A 9.10 0.98 0.20 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.20 SUBAREA AREA(ACRES) = 9.10 SUBAREA RUNOFF(CFS) = 23.66 EFFECTIVE AREA(ACRES) = 144.78 AREA- AVERAGED Fm(INCH /HR) = 0.20 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 152.07 PEAK FLOW RATE(CFS) = 376.24 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 150.00 TO NODE 160.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< -------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1415.20 DOWNSTREAM(FEET) = 1396.00 FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 376.24 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 12.62 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 160.00 = 5930.00 FEET. FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 12.62 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.084 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 4.30 0.98 0.10 32 RESIDENTIAL "11+ DWELLINGS /ACRE" A 8.60 0.98 0.20 32 RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 9.00 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.34 SUBAREA AREA(ACRES) = 21.90 SUBAREA RUNOFF(CFS) = 54.15 EFFECTIVE AREA(ACRES) = 166.68 AREA - AVERAGED Fm(INCH /HR) = 0.22 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.22 TOTAL AREA(ACRES) = 173.97 PEAK FLOW RATE(CFS) = 430.29 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 160.00 TO NODE 170.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) < <<< ------------------------------------ ELEVATION DATA: UPSTREAM(FEET) = 1396.00 DOWNSTREAM(FEET) = 1395.00 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 72.0 INCH PIPE IS 53.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 19.21 GIVEN PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 430.29 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 12.68 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 170.00 = 6000.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 173.97 TC(MIN.) = 12.68 EFFECTIVE AREA(ACRES) = 166.68 AREA- AVERAGED Fm(INCH /HR)= 0.22 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.22 PEAK FLOW RATE(CFS) = 430.29 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 430.29 12.68 3.075 0.97( 0.22) 0.22 166.7 30.00 2 385.04 15.83 2.691 0.97( 0.21) 0.22 172.1 10.00 3 312.90 22.00 2.209 0.97( 0.21) 0.22 173.6 40.00 4 285.66 25.30 2.032 0.97( 0.21) 0.22 174.0 20.00 END OF RATIONAL METHOD ANALYSIS Emw ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 Serria Avenue Fontana Ca. 92335 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * JUNIPER STORM DRAIN • ULTIMATE CONDITION 100 YEAR STORM EVENT • BY: E.I. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: JUNI100.DAT TIME /DATE OF STUDY: 11:42 07/09/2004 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) = 1.5200 *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 0.020/0.020/0.020 0.67 1.50 0.0313 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) *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 10.00 TO NODE 15.00 IS CODE = 21 » >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 800.00 ELEVATION DATA: UPSTREAM(FEET) = 1526.50 DOWNSTREAM(FEET) = 1518.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.936 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.221 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.) COMMERCIAL A 9.90 0.98 0.10 32 10.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 36.74 TOTAL AREA(ACRES) = 9.90 PEAK FLOW RATE(CFS) = 36.74 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 15.00 TO NODE 51.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED) < <<< UPSTREAM ELEVATION(FEET) = 1518.00 DOWNSTREAM ELEVATION(FEET) = 1505.70 STREET LENGTH(FEET) = 750.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50 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) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 54.38 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) = 21.84 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.54 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 2.89 STREET FLOW TRAVEL TIME(MIN.) = 2.76 Tc(MIN.) = 13.69 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.689 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 10.90 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 10.90 SUBAREA RUNOFF(CFS) = 35.23 EFFECTIVE AREA(ACRES) = 20.80 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 20.80 PEAK FLOW RATE(CFS) = 67.23 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.68 HALFSTREET FLOOD WIDTH(FEET) = 24.10 FLOW VELOCITY(FEET /SEC.) = 4.78 DEPTH *VELOCITY(FT *FT /SEC.) = 3.26 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 750.0 FT WITH ELEVATION -DROP = 12.3 FT, IS 43.3 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 51.00 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 51.00 = 1550.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 51.00 TO NODE 100.00 IS CODE = 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) < <<< ELEVATION DATA: UPSTREAM(FEET) = 1502.20 DOWNSTREAM(FEET) = 1496.50 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 21.40 PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE -FLOW (CFS)_ = 67.23 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 13.81 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 100.00 = 1700.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.81 RAINFALL INTENSITY(INCH /HR) = 3.67 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 20.80 TOTAL STREAM AREA(ACRES) = 20.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 67.23 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 35.00 IS CODE = 21 -------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 500.00 ELEVATION DATA: UPSTREAM(FEET) = 1518.50 DOWNSTREAM(FEET) = 1511.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.458 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.925 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.) COMMERCIAL A 4.30 0.98 0.10 32 8.46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 10 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 18.68 TOTAL AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) = 18.68 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 52.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 1511.00 DOWNSTREAM ELEVATION(FEET) = 1505.70 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50 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) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 34.25 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 19.03 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.53 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 2.05 STREET FLOW TRAVEL TIME(MIN.) = 2.12 Tc(MIN.) = 10.58 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.306 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 8.20 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) = 8.20 SUBAREA RUNOFF(CFS) = 31.06 EFFECTIVE AREA(ACRES) = 12.50 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 12.50 PEAK FLOW RATE(CFS) = 47.34 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) = 22.15 FLOW VELOCITY(FEET /SEC.) = 3.86 DEPTH *VELOCITY(FT *FT /SEC.) = 2.48 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 450.0 FT WITH ELEVATION -DROP = 5.3 FT, IS 35.5 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 52.00 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 52.00 = 950.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 52.00 TO NODE 100.00 IS CODE = 41 ---------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) < <<< ® ELEVATION DATA: UPSTREAM(FEET) = 1502.20 DOWNSTREAM(FEET) = 1496-50 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 15.07 PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 47.34 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 10.75 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 100.00 = 1100.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * ** * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.75 RAINFALL INTENSITY(INCH /HR) = 4.27 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 12.50 TOTAL STREAM AREA(ACRES) = 12.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 47.34 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 67.23 13.81 3.670 0.98( 0.10) 0.10 20.8 10.00 2 47.34 10.75 4.266 0.98( 0.10) 0.10 12.5 30.00 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 1 108.38 10.75 4.266 0.98( 0.10) 0.10 28.7 30.00 2 107.80 13.81 3.670 0.98( 0.10) 0.10 33.3 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 108.38 Tc(MIN.) = 10.75 EFFECTIVE AREA(ACRES) = 28.69 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 33.30 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 100.00 = 1700.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 IS CODE = 41 ---------------------------------------------------------------------- - - - - -- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) < <<< ELEVATION DATA: UPSTREAM(FEET) = 1496.50 DOWNSTREAM(FEET) = 1486.00 FLOW LENGTH(FEET) = 370.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 15.33' PIPE FLOW VELOCITY = (TOTAL GIVEN PIPE DIAMETER(INCH) _ PIPE- FLOW(CFS) = 108.38 PIPE TRAVEL TIME(MIN.) _ LONGEST FLOWPATH FROM NODE FLOW) /(PIPE CROSS SECTION AREA) 36.00 NUMBER OF PIPES = 1 0.40 Tc(MIN.) = 11.15 10.00 TO NODE 105.00 = 2070.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81 ---------------------------------------------------------------------- - - - - -- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 11.15 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.173 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 6.70 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 6.70 SUBAREA RUNOFF(CFS) = 24.57 EFFECTIVE AREA(ACRES) = 35.39 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 129.79 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 105.00 TO NODE 110.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< -------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1486.00 DOWNSTREAM(FEET) = 1475.30 FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 18.36 PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 129.79 PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 11.69 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 110.00 = 2670.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 11.69 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.055 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 29.30 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 29.30 SUBAREA RUNOFF(CFS) = 104.36 EFFECTIVE AREA(ACRES) = 64.69 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 69.30 PEAK FLOW RATE(CFS) = 230.39 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) < <<< ELEVATION DATA: UPSTREAM(FEET) = 1475.30 DOWNSTREAM(FEET) = 1458.90 FLOW LENGTH(FEET) = 700.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 18.33 PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 230.39 PIPE TRAVEL TIME(MIN.) = 0.64 Tc(MIN.) = 12.33 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 120.00 = 3370.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 81 ---------------------------------------------------------------------- - - - - -- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 12.33 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.928 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 17.80 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) = 17.80 SUBAREA RUNOFF(CFS) = 61.36 EFFECTIVE AREA(ACRES) = 82.49 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 87.10 PEAK FLOW RATE(CFS) = 284.37 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 25.00 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) = 1517.90 DOWNSTREAM(FEET) = 1508.30 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANG SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) _ * 100 YEAR RAINFALL INTENSITY(INCH /HR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL A 1.37 E))* *0.20 12.202 3.953 Fp Ap SCS Tc (INCH /HR) (DECIMAL) CN (MIN.) 0.98 0.10 32 12.20 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 4.75 TOTAL AREA(ACRES) = 1.37 PEAK FLOW RATE(CFS) = 4.75 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 25.00 TO NODE 50.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1508.30 DOWNSTREAM ELEVATION(FEET) = 1505.70 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 40.00 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 = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.49 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.49 Awool HALFSTREET FLOOD WIDTH(FEET) = 16.66 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.85 �wr PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.91 STREET FLOW TRAVEL TIME(MIN.) = 3.60 Tc(MIN.) = 15.80 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.385 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.50 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) = 0.50 SUBAREA RUNOFF(CFS) = 1.48 EFFECTIVE AREA(ACRES) = 1.87 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.87 PEAK FLOW RATE(CFS) = 5.53 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 16.73 FLOW VELOCITY(FEET /SEC.) = 1.85 DEPTH *VELOCITY(FT *FT /SEC.) = 0.91 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 50.00 = 1400.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 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.) = 15.80 RAINFALL INTENSITY(INCH /HR) = 3.38 AREA - AVERAGED FM(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 1.87 TOTAL STREAM AREA(ACRES) = 1.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.53 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 21 ---------------------------------------------------------------------- - - - - -- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 830.00 ELEVATION DATA: UPSTREAM(FEET) = 1510.10 DOWNSTREAM(FEET) = 1505.70 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.754 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.849 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.) COMMERCIAL A 1.00 0.98 0.10 32 12.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 3.38 TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 3.38 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.75 RAINFALL INTENSITY(INCH /HR) = 3.85 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 1.00 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.38 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 5.53 15.80 3.385 0.98( 0.10) 0.10 1.9 20.00 2 3.38 12.75 3.849 0.98( 0.10) 0.10 1.0 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 8.47 12.75 3.849 0.98( 0.10) 0.10 2.5 40.00 2 8.49 15.80 3.385 0.98( 0.10) 0.10 2.9 20.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.49 Tc(MIN.) = 15.80 EFFECTIVE AREA(ACRES) = 2.87 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.87 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 50.00 = 1400.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 55.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< UPSTREAM ELEVATION(FEET) = 1505.70 DOWNSTREAM ELEVATION(FEET) = 1495.00 STREET LENGTH(FEET) = 430.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 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 JO Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 . * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.32 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.74 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.66 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.25 STREET FLOW TRAVEL TIME(MIN.) = 1.96 Tc(MIN.) = 17.76 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.156 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.60 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) = 0.60 SUBAREA RUNOFF(CFS) = 1.65 EFFECTIVE AREA(ACRES) = 3.47 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.47 PEAK FLOW RATE(CFS) = 9.55 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.81 FLOW VELOCITY(FEET /SEC.) = 3.71 DEPTH *VELOCITY(FT *FT /SEC.) = 1.27 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 9.62 14.69 3.536 0.98( 0.10) 0.10 3.1 40.00 2 9.55 17.76 3.156 0.97('0.10).0.10 3.5 20.00 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 9.62 Tc(MIN.) = 14.69 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE ARKMACRES) = 3.11 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 55.00 = 1830.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 55.00 TO NODE 60.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< --------------- - UPSTREAM ELEVATION(FEET) = 1495.00 DOWNSTREAM ELEVATION(FEET) = 1484.30 STREET LENGTH(FEET) = 630.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 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) = 10.99 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.42 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.31 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.24 STREET FLOW TRAVEL TIME(MIN.) = 3.17 Tc(MIN.) = 17.86 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.144 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.00 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) = 1.00 SUBAREA RUNOFF(CFS) = 2.74 EFFECTIVE AREA(ACRES) = 4.11 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.47 PEAK FLOW RATE(CFS) = 11.27 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.59 FLOW VELOCITY(FEET /SEC.) = 3.31 DEPTH *VELOCITY(FT *FT /SEC.) = 1.25 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 60.00 = 2460.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED) <<<< UPSTREAM ELEVATION(FEET) = 1484.30 DOWNSTREAM ELEVATION(FEET) = 1465.20 STREET LENGTH(FEET) = 700.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 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) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.86 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 13.19 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.33 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.41 STREET FLOW TRAVEL TIME(MIN.) = 3.50 Tc(MIN.) = 21.36 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.824 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.30 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) = 1.30 SUBAREA RUNOFF(CFS) = 3.19 EFFECTIVE AREA(ACRES) = 5.41 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.77 PEAK FLOW RATE(CFS) = 13.28 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 13.36 FLOW VELOCITY(FEET /SEC.) = 3.36 DEPTH *VELOCITY(FT *FT /SEC.) = 1.43 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 70.00 = 3160.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 120.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) < <<< ELEVATION DATA: UPSTREAM(FEET) = 1465.20 DOWNSTREAM(FEET) = 1456.20 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 22.39 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 13.28 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 21.39 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 120.00 = 3200.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY <<<<< ------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 13.28 21.39 2.822 0.98( 0.10) 0.10 5.4 40.00 2 13.01 24.51 2.601 0.97( 0.10) 0.10 5.8 20.00 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 120.00 = 3200.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 284.37 12.33 3.928 0.98( 0.10) 2 261.20 15.46 3.430 0.98( 0.10) LONGEST FLOWPATH FROM NODE 10.00 TO NODE Ap Ae HEADWATER (ACRES) NODE 0.10 82.5 30.00 0.10 87.1 10.00 120.00 = 3370.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 295.13 12.33 3.928 0.98( 0.10) 0.10 85.6 30.00 2 272.93 15.46 3.430 0.98( 0.10) 0.10 91.0 10.00 3 226.85 21.39 2.822 0.98( 0.10) 0.10 92.5 40.00 4 209.23 24.51 2.601 0.97( 0.10) 0.10 92.9 20.00 TOTAL AREA(ACRES) = 92.87 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 295.13 Tc(MIN.) = 12.329 EFFECTIVE AREA(ACRES) = 85.61 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 92.87 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 120.00 = 3370.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE= 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1456.20 DOWNSTREAM(FEET) = 1443.50 FLOW LENGTH(FEET) = 660.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 295.13 PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 12.33 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 130.00 = 4030.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 12.33 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.927 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 9.20 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) = 9.20 SUBAREA RUNOFF(CFS) = 27.67 EFFECTIVE AREA(ACRES) = 94.81 AREA - AVERAGED Fm(INCH /HR) = 0.14 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 102.07 PEAK FLOW RATE(CFS) = 322.74 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) < <<< ELEVATION DATA: UPSTREAM(FEET) = 1443.50 DOWNSTREAM(FEET) = 1430.60 FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 4.50 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 322.74 PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 12.34 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 140.00 = 4630.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 143.00 IS CODE = 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER- SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< --------------- - ELEVATION DATA: UPSTREAM(FEET) = 1430.60 DOWNSTREAM(FEET) = 1419.80 FLOW LENGTH(FEET) = 520.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 5.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 387.48 PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 12.34 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 143.00 = 5150.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 12.34 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.927 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 16.80 0.98 0.10 32 COMMERCIAL A 2.00 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) = 18.80 SUBAREA RUNOFF(CFS) = 64.79 EFFECTIVE AREA(ACRES) = 113.61 AREA- AVERAGED Fm(INCH /HR) = 0.14 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.14 TOTAL AREA(ACRES) = 120.87 PEAK FLOW RATE(CFS) = 387.48 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 140.00 TO NODE 143.00 IS CODE = 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER- SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< --------------- - ELEVATION DATA: UPSTREAM(FEET) = 1430.60 DOWNSTREAM(FEET) = 1419.80 FLOW LENGTH(FEET) = 520.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 5.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 387.48 PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 12.34 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 143.00 = 5150.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 143.00 TO NODE 143.00 IS CODE = 81 ---------------- - ------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 12.34 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.926 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 3.60 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) = 3.60 SUBAREA RUNOFF(CFS) = 12.40 EFFECTIVE AREA(ACRES) = 117.21 AREA - AVERAGED Fm(INCH /HR) = 0.14 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.14 TOTAL AREA(ACRES) = 124.47 PEAK FLOW RATE(CFS) = 399.82 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 143.00 TO NODE 145.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1419.80 DOWNSTREAM(FEET) = 1418.50 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 AV ASSUME FULL- FLOWING PIPELINE k w+ PIPE -FLOW VELOCITY(FEET /SEC.) PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 5.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 399.82 PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 12.34 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 145.00 = 5210.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 145.00 TO NODE 145.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 12.34 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.926 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 18.50 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 18.50 SUBAREA RUNOFF(CFS) = 55.63 EFFECTIVE AREA(ACRES) = 135.71 AREA - AVERAGED Fm(INCH /HR) = 0.20 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 142.97 PEAK FLOW RATE(CFS) = 455.44 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 145.00 TO NODE 150.00 IS CODE = 41 ----------------------------------------=----------------------------- - - - - -- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) < <<< ELEVATION DATA: UPSTREAM(FEET) = 1418.50 DOWNSTREAM(FEET) = 1415.20 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 5.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 455.44 PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 12.34 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 150.00 = 5330.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE TC(MIN) = 12.34 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.926 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" A 9.10 0.98 0.20 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.20 SUBAREA AREA(ACRES) = 9.10 SUBAREA RUNOFF(CFS) = 30.56 EFFECTIVE AREA(ACRES) = 144.81 AREA - AVERAGED Fm(INCH /HR) = 0.20 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 152.07 PEAK FLOW RATE(CFS) = 485.99 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 150.00 TO NODE 160.00 IS CODE = 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< --------------- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 1415.20 DOWNSTREAM(FEET) = 1396.00 FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 485.99 PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 12.34 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 160.00 = 5930.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 12.34 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.925 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 4.30 0.98 0.10 32 RESIDENTIAL "11+ DWELLINGS /ACRE" A 8.60 0.98 0.'20 32 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 9.00 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.34 SUBAREA AREA(ACRES) = 21.90 SUBAREA RUNOFF(CFS) = 70.74 EFFECTIVE AREA(ACRES) = 166.71 AREA - AVERAGED Fm(INCH /HR) = 0.22 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.22 TOTAL AREA(ACRES) = 173.97 PEAK FLOW RATE(CFS) = 556.63 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 160.00 TO NODE 170.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< --------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1396.00 DOWNSTREAM(FEET) = 1395.00 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 19.69 PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 556.63 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 12.40 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 170.00 = 6000.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 173.97 TC(MIN.) = 12.40 EFFECTIVE AREA(ACRES) = 166.71 AREA - AVERAGED Fm(INCH /HR)= 0.22 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.22 PEAK FLOW RATE(CFS) = 556.63 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 556.63 12.40 3.914 0.98( 0.22) 0.22 166.7 30.00 2 498.14 15.54 3.419 0.97( 0.21) 0.22 172.1 10.00 3 407.81 21.47 2.816 0.97( 0.21) 0.22 173.6 40.00 4 374.06 24.60 2.595 0.97( 0.21) 0.22 174.0 20.00 END OF RATIONAL METHOD ANALYSIS Mw [A Detention Basin Hydrology and Hydraulics A A A) Undeveloped condition - 2 year storm, 2 year intensity, AMC I - 10 year storm, S year intensity, AMC II - 25 year storm, 10 year intensity, AMC II - 100 year storm, 25 year intensity, AMC II ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 Serria Avenue Fontana Ca. 92335 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 16572, EAST SIDE, FONTANA * 2 YEAR STORM EVENT, 2 YEAR INTENSITY, AMC I * UNDEVELOPED CONDITION BY: E.I. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 16572EU2.DAT TIME /DATE OF STUDY: 10:57 04/01/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 2.00 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) = 0.7000 *ANTECEDENT MOISTURE CONDITION (AMC) I 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 20.0 10.0 0.020/0.020/0.020 0.67 1.50 0.0313 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) *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 10.00 TO NODE 20.00 IS CODE = 21 01 ---------------------------------------------------------------------------- » >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< I 1 Lm INITIAL SUBAREA FLOW- LENGTH(FEET) = 110.00 ELEVATION DATA: UPSTREAM(FEET) = 1464.80 DOWNSTREAM(FEET) = 1463.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.951 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.680 SUBAREA Tc AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 0.20 1.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 0.12 TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 21 13.95 1.00 0.12 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1463.00 DOWNSTREAM(FEET) = 1458.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 250.00 CHANNEL SLOPE = 0.0200 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.12 FLOW VELOCITY(FEET /SEC) = 2.12 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.96 Tc(MIN.) = 15.91 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 360.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------- - - - - -- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 15.91 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.552 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 1.70 1.00 1.00 21 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 0.84 EFFECTIVE AREA(ACRES) = 1.90 AREA- AVERAGED Fm(INCH /HR) = 1.00 AREA- AVERAGED Fp(INCH /HR) = 1.00 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) = 0.94 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<< «< -------- - - - - -- __ --------------- - - - -- ELEVATION DATA: UPSTREAM(FEET) = 1458.00 DOWNSTREAM(FEET) = 1452.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0200 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW TIJRU SUBAREA(CFS) = 0.94 FLOW VELOCITY(FEET /SEC) = 2.12 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.36 Tc(MIN.) = 18.27 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 40.00 = 660.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 18.27 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.429 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 5.00 1.00 1.00 21 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 1.93 EFFECTIVE AREA(ACRES) = 6.90 AREA- AVERAGED FM(INCH /HR) = 1.00 AREA- AVERAGED Fp(INCH /HR) = 1.00 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) = 2.66 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 52 ---------------------------------------------------------------- - - - - -- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1452.00 DOWNSTREAM(FEET) = 1445.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 390.00 CHANNEL SLOPE = 0.0179 CHANNEL FLOW THRU SUBAREA(CFS) = 2.66 FLOW VELOCITY(FEET /SEC) = 2.45 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.65 Tc(MIN.) = 20.92 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 1050.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 20.92 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.317 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 6.20 1.00 1.00 21 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 6.20 SUBAREA RUNOFF(CFS) = 1.77 EFFECTIVE AREA(ACRES) = 13.10 AREA- AVERAGED Fm(INCH /HR) = 1.00 AREA- AVERAGED Fp(INCH /HR) = 1.00 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 13.10 PEAK FLOW RATE(CFS) = 3.74 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 52 ----------------------------------------------------------- - ---------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ------------------------------------ ELEVATION DATA: UPSTREAM(FEET) = 1445.00 DOWNSTREAM(FEET) = 1436.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 390.00 CHANNEL SLOPE = 0.0231 CHANNEL FLOW THRU SUBAREA(CFS) = 3.74 FLOW VELOCITY(FEET /SEC) = 3.00 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.17 Tc(MIN.) = 23.09 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 1440.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 23.09 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.241 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 5.80 1.00 1.00 21 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 5.80 SUBAREA RUNOFF(CFS) = 1.26 EFFECTIVE AREA(ACRES) = 18.90 AREA- AVERAGED FM(INCH /HR) = 1.00 AREA- AVERAGED Fp(INCH /HR) = 1.00 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 18.90 PEAK FLOW RATE(CFS) = 4.11 FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ------------------------------------------------ ELEVATION DATA: UPSTREAM(FEET) = 1436.00 DOWNSTREAM(FEET) = 1431.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 370.00 CHANNEL SLOPE = 0.0135 CHANNEL FLOW THRU SUBAREA(CFS) = 4.11 FLOW VELOCITY(FEET /SEC) = 2.34 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.63 Tc(MIN.) = 25.73 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 70.00 = 1810.00 FEET. FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 25.73 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.164 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 5.10 1.00 1.00 21 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 1.00 SUBAREA AVERAG9 PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS) = 0.75 EFFECTIVE AREA(ACRES) = 24.00 AREA - AVERAGED Fm(INCH /HR) = 1.00 AREA - AVERAGED Fp(INCH /HR) = 1.00 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 24.00 PEAK FLOW RATE(CFS) = 4.11 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 80.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ----------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1431.00 DOWNSTREAM(FEET) = 1425.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0200 CHANNEL FLOW THRU SUBAREA(CFS) = 4.11 FLOW VELOCITY(FEET /SEC) = 2.85 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.75 Tc(MIN.) = 27.48 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 2110.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 27.48 cl * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.118 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 4.80 1.00 1.00 21 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS) = 0.51 EFFECTIVE AREA(ACRES) = 28.80 AREA- AVERAGED Fm(INCH /HR) = 1.00 AREA- AVERAGED Fp(INCH /HR) = 1.00 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 28.80 PEAK FLOW RATE(CFS) = 4.11 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 27.48 RAINFALL INTENSITY(INCH /HR) = 1.12 AREA - AVERAGED Fm(INCH /HR) = 1.00 AREA - AVERAGED Fp(INCH /HR) = 1.00 AREA- AVERAGED Ap = 1.00 ® EFFECTIVE STREAM AREA(ACRES) = 28.80 TOTAL STREAM AREA(ACRES) = 28.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.11 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 150.00 ELEVATION DATA: UPSTREAM(FEET) = 1465.00 DOWNSTREAM(FEET) = 1462.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 3.109 SUBAREA Tc AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.10 1.00 0.10 17 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.27 TOTAL AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) = 0.27 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< UPSTREAM ELEVATION(FEET) = 1462.00 DOWNSTREAM ELEVATION(FEET) = 1456.50 STREET LENGTH(FEET) = 300.00 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 = 1 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) = 0.48 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.19 HALFSTREET FLOOD WIDTH(FEET) = 3.26 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.16 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.41 STREET FLOW TRAVEL TIME(MIN.) = 2.32 Tc(MIN.) = 7.32 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 2.474 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.20 1.00 0.10 17 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.43 EFFECTIVE AREA(ACRES) = 0.30 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 1.00 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 0.64 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 4.19 FLOW VELOCITY(FEET /SEC.) = 2.18 DEPTH *VELOCITY(FT *FT /SEC.) = 0.46 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 450.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< UPSTREAM ELEVATION(FEET) = 1456.50 DOWNSTREAM ELEVATION(FEET) = 1444.50 STREET LENGTH(FEET) = 600.00 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 = 1 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) = 0.96 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.32 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.40 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.56 STREET FLOW TRAVEL TIME(MIN.) = 4.16 Tc(MIN.) = 11.48 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.888 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.40 1.00 0.10 17 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.64 EFFECTIVE AREA(ACRES) = 0.70 AREA- AVERAGED FM(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 1.00 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 1.13 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.78 FLOW VELOCITY(FEET /SEC.) = 2.49 DEPTH *VELOCITY(FT *FT /SEC.) = 0.60 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 1050.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 80.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) < <<< UPSTREAM ELEVATION(FEET) = 1444.50 DOWNSTREAM ELEVATION(FEET) = 1425.00 STREET LENGTH(FEET) = 930.00 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 = 1 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) = 1.50 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.65 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.68 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.69 STREET FLOW TRAVEL TIME(MIN.) = 5.79 Tc(MIN.) = 17.26 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.478 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.60 1.00 0.10 17 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 0.74 EFFECTIVE AREA(ACRES) = 1.30 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 1.00 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 1.61 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.91 FLOW VELOCITY(FEET /SEC.) = 2.71 DEPTH *VELOCITY(FT *FT /SEC.) = 0.72 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 80.00 = 1980.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 17.26 RAINFALL INTENSITY(INCH /HR) = 1.48 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 1.00 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 1.30 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.61 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 4.11 27.48 1.118 1.00( 1.00) 1.00 28.8 10.00 2 1.61 17.26 1.478 1.00( 0.10) 0.10 1.3 100.00 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 5.72 17.26 1.478 1.00( 0.94) 0.94 19.4 100.00 2 5.30 27.48 1.118 1.00( 0.96) 0.96 30.1 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.72 Tc(MIN.) = 17.26 EFFECTIVE AREA(ACRES) = 19.39 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA - AVERAGED Fp(INCH /HR) = 1.00 AREA- AVERAGED Ap = 0.94 TOTAL AREA(ACRES) = 30.10 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 2110.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 30.10 TC(MIN.) = 17.26 EFFECTIVE AREA(ACRES) = 19.39 AREA- AVERAGED Fm(INCH /HR)= 0.94 AREA- AVERAGED Fp(INCH /HR) = 1.00 AREA- AVERAGED Ap = 0.94 PEAK FLOW RATE(CFS) = 5.72 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 5.72 17.26 1.478 1.00( 0.94) 0.94 19.4 100.00 2 5.30 27.48 1.118 1.00( 0.96) 0.96 30.1 10.00 END OF RATIONAL METHOD ANALYSIS Eo ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 Serria Avenue Fontana Ca. 92335 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 16572, EAST SIDE, FONTANA * 10 YEAR STORM EVENT, 5 YEAR INTENSITY, AMC II * UNDEVELOPED CONDITION BY: E.I. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 16572EU1.DAT TIME /DATE OF STUDY: 10:58 04/01/2004 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 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) = 0.9100 *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 20.0 10.0 0.020/0.020/0.020 0.67 1.50 0.0313 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) *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 10.00 TO NODE 20.00 IS CODE = 21 » >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< m m INITIAL SUBAREA FLOW- LENGTH(FEET) = 110.00 ELEVATION DATA: UPSTREAM(FEET) = 1464.80 DOWNSTREAM(FEET) = 1463.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.951 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.184 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 0.20 0.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 38 13.95 0.94 0.22 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< --------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1463.00 DOWNSTREAM(FEET) = 1458.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 250.00 CHANNEL SLOPE = 0.0200 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.22 FLOW VELOCITY(FEET /SEC) = 2.12 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.96 Tc(MIN.) = 15.91 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 360.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 15.91 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.018 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 1.70 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 1.65 EFFECTIVE AREA(ACRES) = 1.90 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) = 1.85 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 52 ---------------------------------------------------------------------------- >> >>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< -- ------------------ ELEVATION DATA: UPSTREAM(FEET) = 1458.00 DOWNSTREAM(FEET) = 1452.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0200 CHANNEL FLOW THRU SUBAREA(CFS) = 1.85 FLOW VELOCITY(FEET /SEC) = 2.39 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.09 Tc(MIN.) = 18.00 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 40.00 = 660.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 18.00 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.874 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 5.00 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 4.22 EFFECTIVE AREA(ACRES) = 6.90 AREA - AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) = 5.82 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 52 -------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1452.00 DOWNSTREAM(FEET) = 1445.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 390.00 CHANNEL SLOPE = 0.0179 CHANNEL FLOW THRU SUBAREA(CFS) = 5.82 FLOW VELOCITY(FEET /SEC) = 2.93 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.22 Tc(MIN.) = 20.22 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 1050.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 81 ---------------------------------------------------------------------- - - - - -- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 20.22 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.748 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 6.20 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 6.20 SUBAREA RUNOFF(CFS) = 4.53 EFFECTIVE AREA(ACRES) = 13.10 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 13.10 PEAK FLOW RATE(CFS) = ® 9.57 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 52 ---------------- 7 ----------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1445.00 DOWNSTREAM(FEET) = 1436.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 390.00 CHANNEL SLOPE = 0.0231 CHANNEL FLOW THRU SUBAREA(CFS) = 9.57 FLOW VELOCITY(FEET /SEC) = 3.75 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.73 Tc(MIN.) = 21.95 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 1440.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81 ---------------------------------------------------------------------- - - - - -- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 21.95 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.664 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 6.20 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 6.20 SUBAREA RUNOFF(CFS) = 4.06 EFFECTIVE AREA(ACRES) = 19.30 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA - AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 19.30 PEAK FLOW RATE(CFS) = 12.64 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 52 ---------------------------------------------------------------------- - - - - -- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1436.00 DOWNSTREAM(FEET) = 1431.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 370.00 CHANNEL SLOPE = 0.0135 CHANNEL FLOW THRU SUBAREA(CFS) = 12.64 FLOW VELOCITY(FEET /SEC) = 3.09 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.00 Tc(MIN.) = 23.95 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 70.00 = 1810.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) _ * 10 YEAR RAINFALL SUBAREA LOSS RATE D; DEVELOPMENT TYPE/ LAND USE NATURAL GOOD COVER "GRASS" 23.95 INTENSITY(INCH /HR) = 1.579 kTA (AMC II): SCS SOIL AREA Fp Ap SCS GROUP (ACRES) (INCH /HR) (DECIMAL) CN A 5.10 0.94 1.00 38 ►� SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(AQRES) = 5.10 SUBAREA RUNOFF(CFS) = 2.95 EFFECTIVE AREA(ACRES) = 24.40 AREA - AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 24.40 PEAK FLOW RATE(CFS) = 14.12 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 80.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ----------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1431.00 DOWNSTREAM(FEET) = 1425.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0200 CHANNEL FLOW THRU SUBAREA(CFS) = 14.12 FLOW VELOCITY(FEET /SEC) = 3.86 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.29 Tc(MIN.) = 25.25 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 2110.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 25.25 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.530 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 4.80 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS) = 2.57 EFFECTIVE AREA(ACRES) = 29.20 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA - AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 29.20 PEAK FLOW RATE(CFS) = 15.60 FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 25.25 RAINFALL INTENSITY(INCH /HR) = 1.53 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA - AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 29.20 TOTAL STREAM AREA(ACRES) = 29.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.60 FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 21 » >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 150.00 ELEVATION DATA: UPSTREAM(FEET) = 1465.00 DOWNSTREAM(FEET) = 1462.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 4.042 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.) COMMERCIAL A 0.10 0.98 0.10 32 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) = 0.35 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< --------------- - UPSTREAM ELEVATION(FEET) = 1462.00 DOWNSTREAM ELEVATION(FEET) = 1456.50 STREET LENGTH(FEET) = 300.00 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 = 1 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) = 0.64 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 4.12 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.21 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.46 STREET FLOW TRAVEL TIME(MIN.) = 2.26 Tc(MIN.) = 7.26 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.231 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.20 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.56 EFFECTIVE AREA(ACRES) = 0.30 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 0.85 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.05 FLOW VELOCITY(FEET /SEC.) = 2.27 DEPTH *VELOCITY(FT *FT /SEC.) = 0.51 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 450.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< --------------- - - - -- UPSTREAM ELEVATION(FEET) = 1456.50 DOWNSTREAM ELEVATION(FEET) = 1444.50 STREET LENGTH(FEET) = 600.00 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 = 1 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) = 1.28 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.18 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.56 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.64 STREET FLOW TRAVEL TIME(MIN.) = 3.91 Tc(MIN.) = 11.17 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.495 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.40 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.86 EFFECTIVE AREA(ACRES) = 0.70 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 1.51 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.78 FLOW VELOCITY(FEET /SEC.) = 2.61 DEPTH *VELOCITY(FT *FT /SEC.) = 0.68 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 1050.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 80.00 IS CODE = 62 ---------------------------------------------------------------------- - - - - -- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< UPSTREAM ELEVATION(FEET) = 1444.50 DOWNSTREAM ELEVATION(FEET) = 1425.00 STREET LENGTH(FEET) = 930.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 A m 0 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET QROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 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) = 2.02 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.71 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.83 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.79 STREET FLOW TRAVEL TIME(MIN.) = 5.48 Tc(MIN.) = 16.65 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.964 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.60 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) = 0.60 SUBAREA RUNOFF(CFS) = 1.01 EFFECTIVE AREA(ACRES) = 1.30 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 2.18 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 7.97 FLOW VELOCITY(FEET /SEC.) = 2.90 DEPTH *VELOCITY(FT *FT /SEC.) = 0.83 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 80.00 = 1980.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 16.65 RAINFALL INTENSITY(INCH /HR) = 1.96 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 1.30 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.18 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 15.60 25.25 2 2.18 16.65 Intensity Fp(Fm) (INCH /HR) (INCH /HR) 1.530 0.94( 0.94) 1.964 0.97( 0.10) Ap Ae HEADWATER (ACRES) NODE 1.00 29.2 10.00 0.10 1.3 100.00 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 17.79 16.65 1.964 0.94( 0.88) 0.94 20.6 100.00 2 17.28 25.25 1.530 0.94( 0.90) 0.96 30.5 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: Nni PEAK FLOW RATE(CFS) = 17.79 Tc(MIN.) = 16.65 EFFECTIVE AREA(ACRES) = 20.56 AREA- AVERAGED Fm(INCH /HR) = 0.88 AREA - AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.94 TOTAL AREA(ACRES) = 30.50 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 2110.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 30.50 TC(MIN.) = 16.65 EFFECTIVE AREA(ACRES) = 20.56 AREA - AVERAGED Fm(INCH /HR)= 0.88 AREA - AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.94 PEAK FLOW RATE(CFS) = 17.79 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 17.79 16.65 1.964 0.94( 0.88) 0.94 20.6 100.00 2 17.28 25.25 1.530 0.94( 0.90) 0.96 30.5 10.00 END OF RATIONAL METHOD ANALYSIS Nni ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 Serria Avenue Fontana Ca. 92335 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 16572, EAST SIDE, FONTANA * 25 YEAR STORM EVENT, 10 YEAR INTENSITY, AMC II * UNDEVELOPED CONDITION BY: E.I. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 16572EU5.DAT TIME /DATE OF STUDY: 10:59 04/01/2004 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 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) = 1.0400 *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 20.0 10.0 0.020/0.020/0.020 0.67 1.50 0.0313 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) *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 10.00 TO NODE 20.00 IS CODE = 21 » >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS« <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 110.00 ELEVATION DATA; UPSTREAM(FEET) = 1464.80 DOWNSTREAM(FEET) = 1463.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.951 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.496 SUBAREA TC AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 0.20 0.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 38 13.95 0.94 0.28 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1463.00 DOWNSTREAM(FEET) = 1458.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 250.00 CHANNEL SLOPE = 0.0200 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.28 FLOW VELOCITY(FEET /SEC) = 2.12 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.96 Tc(MIN.) = 15.91 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 360.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE TC(MIN) = 15.91 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.306 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 1.70 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 2.10 - EFFECTIVE AREA(ACRES) = 1.90 AREA - AVERAGED Fm(INCH /HR) = 0.94 AREA - AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) = 2.34 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1458.00 DOWNSTREAM(FEET) = 1452.00 ® CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0200 CHANNEL FLOW THRU SUBAREA(CFS) = 2.34 FLOW VELOCITY(FEET /SEC) = 2.52 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.99 Tc(MIN.) = 17.90 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 40.00 = 660.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 ---------------------------------------------------------------------- - - - - -- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 17.90 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.149 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 5.00 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 5.46 EFFECTIVE AREA(ACRES) = 6.90 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) = 7.53 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** j FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 52 » » >COMPUTE NATURAL VALLEY CHANNEL FLOW« «< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1452.00 DOWNSTREAM(FEET) = 1445.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 390.00 CHANNEL SLOPE = 0.0179 CHANNEL FLOW THRU SUBAREA(CFS) = 7.53 FLOW VELOCITY(FEET /SEC) = 3.12 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.08 Tc(MIN.) = 19.99 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 1050.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 19.99 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.011 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 6.20 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 6.20 SUBAREA RUNOFF(CFS) = 6.00 EFFECTIVE AREA(ACRES) = 13.10 AREA- AVERAGED Fm(INCH /HR) = 0.94 10 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 13.10 PEAK FLOW RATE(CFS) = 12.68 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 52 » »>COMPUTE NATURAL VALLEY CHANNEL FLOW« «< » »>TRAVELTIME THRU SUBAREA« «< ELEVATION DATA: UPSTREAM(FEET) = 1445.00 DOWNSTREAM(FEET) = 1436.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 390.00 CHANNEL SLOPE = 0.0231 CHANNEL FLOW THRU SUBAREA(CFS) = 12.68 FLOW VELOCITY(FEET /SEC) = 4.03 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.61 Tc(MIN.) = 21.60 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 1440.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 21.60 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.920 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 5.80 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 5.80 SUBAREA RUNOFF(CFS) = 5.14 EFFECTIVE AREA(ACRES) = 18.90 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 18.90 PEAK FLOW RATE(CFS) = 16.74 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 52 » » >COMPUTE NATURAL VALLEY CHANNEL FLOW« «< » »>TRAVELTIME THRU SUBAREA« «< ELEVATION DATA: UPSTREAM(FEET) = 1436.00 DOWNSTREAM(FEET) = 1431.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 370.00 CHANNEL SLOPE = 0.0135 CHANNEL FLOW THRU SUBAREA(CFS) = 16.74 FLOW VELOCITY(FEET /SEC) = 3.32 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.86 Tc(MIN.) = 23.45 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 70.00 = 1810.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 81 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW «<« MAINLINE Tc(MIN) = 23.45 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.827 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 5.10 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS L098 RATE, Fp(INCA /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS) = 4.09 EFFECTIVE AREA(ACRES) = 24.00 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA - AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 24.00 PEAK FLOW RATE(CFS) = 19.25 FLOW PROCESS FROM NODE 70.00 TO NODE 80.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1431.00 DOWNSTREAM(FEET) = 1425.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0200 CHANNEL FLOW THRU SUBAREA(CFS) = 19.25 FLOW VELOCITY(FEET /SEC) = 4.19 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.19 Tc(MIN.) = 24.65 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 2110.00 FEET. ********************************************* * * ** * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 24.65 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.774 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 4.80 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS) = 3.62 EFFECTIVE AREA(ACRES) = 28.80 AREA - AVERAGED Fm(INCH /HR) = 0.94 AREA - AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 28.80 PEAK FLOW RATE(CFS) = 21.71 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 24.65 RAINFALL INTENSITY(INCH /HR) = 1.77 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 28.80 TOTAL STREAM AREA(ACRES) = 28.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.71 FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 21 ---------------------------------------------------------------------------- » >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 150.00 ELEVATION DATA: UPSTREAM(FEET) = 1465.00 DOWNSTREAM(FEET) = 1462.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE))* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 4.619 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.) COMMERCIAL A 0.10 0.98 0.10 32 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.41 TOTAL AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) = 0.41 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>( STREET TABLE SECTION # 1 USED)<<<<< ------------------------------ UPSTREAM ELEVATION(FEET) = 1462.00 DOWNSTREAM ELEVATION(FEET) = 1456.50 STREET LENGTH(FEET) = 300.00 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 = 1 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) = 0.73 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.59 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.23 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.49 STREET FLOW TRAVEL TIME(MIN.) = 2.25 Tc(MIN.) = 7.25 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.697 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.20 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.65 EFFECTIVE AREA(ACRES) = 0.30 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 0.97 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.45 FLOW VELOCITY(FEET /SEC.) = 2.34 DEPTH *VELOCITY(FT *FT /SEC.) = 0.55 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 450.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< ----------- ------------------------- - - - - -- - UPSTREAM ELEVATION(FEET) = 1456.50 DOWNSTREAM ELEVATION(FEET) = 1444.50 STREET LENGTH(FEET) = 600.00 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 = 1 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) = 1.47 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.65 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.63 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.68 STREET FLOW TRAVEL TIME(MIN.) = 3.80 Tc(MIN.) = 11.05 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.871 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.40 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.00 EFFECTIVE AREA(ACRES) = 0.70 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 1.75 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.24 FLOW VELOCITY(FEET /SEC.) = 2.72 DEPTH *VELOCITY(FT *FT /SEC.) = 0.74 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 1050.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 80.00 IS CODE = 62 -------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) < <<< UPSTREAM ELEVATION(FEET) = 1444.50 DOWNSTREAM ELEVATION(FEET) = 1425.00 STREET LENGTH(FEET) = 930.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 m E 0 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET QROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 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) = 2.34 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.24 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.93 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.85 STREET FLOW TRAVEL TIME(MIN.) = 5.29 Tc(MIN.) = 16.34 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.270 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.60 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) = 0.60 SUBAREA RUNOFF(CFS) = 1.17 EFFECTIVE AREA(ACRES) = 1.30 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 2.54 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.57 FLOW VELOCITY(FEET /SEC.) = 2.98 DEPTH *VELOCITY(FT *FT /SEC.) = 0.89 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 80.00 = 1980.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 16.34 RAINFALL INTENSITY(INCH /HR) = 2.27 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 1.30 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.54 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 21.71 24.65 2 2.54 16.34 Intensity Fp(Fm) (INCH /HR) (INCH /HR) 1.774 0.94( 0.94) 2.270 0.97( 0.10) Ap Ae HEADWATER (ACRES) NODE 1.00 28.8 10.00 0.10 1.3 100.00 0 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 24.26 16.34 2.270 0.94( 0.88) 0.94 20.4 100.00 2 23.67 24.65 1.774 0.94( 0.90) 0.96 30.1 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ❑t► PEAK FLOW RATE(CFS) = 24.26 Tc(MIN.) = 16.34 EFFECTIVE AREA(ACRES) = 20.39 AREA - AVERAGED Fm(INCH /HR) = 0.88 AREA - AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.94 TOTAL AREA(ACRES) = 30.10 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 2110.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 30.10 TC(MIN.) = 16.34 EFFECTIVE AREA(ACRES) = 20.39 AREA- AVERAGED Fm(INCH /HR)= 0.88 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.94 PEAK FLOW RATE(CFS) = 24.26 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 24.26 16.34 2.270 0.94( 0.88) 0.94 20.4 100.00 2 23.67 24.65 1.774 0.94( 0.90) 0.96 30.1 10.00 END OF RATIONAL METHOD ANALYSIS ❑t► RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRI'T`ERION) (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 Serria Avenue Fontana Ca. 92335 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 16572, EAST SIDE, FONTANA * 100 YEAR STORM EVENT, 25 YEAR INTENSITY, AMC II * UNDEVELOPED CONDITION BY: E.I. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 16572EUO.DAT TIME /DATE OF STUDY: 11:00 04/01/2004 -------------------------------- 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) = 1.2100 *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 20.0 10.0 0.020/0-020/0.020 0 67 1.50 0.0313 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) *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 10.00 TO NODE 20.00 IS CODE = 21 >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< A C� INITIAL SUBAREA FLOW- LENGTH(FEET) = 110.00 ELEVATION DATA; UPSTREAM(FEET) = 1464.80 DOWNSTREAM(FEET) = 1463.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.951 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.904 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 0.20 0.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 38 13.95 0.94 0.35 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1463.00 DOWNSTREAM(FEET) = 1458.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 250.00 CHANNEL SLOPE = 0.0200 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.35 FLOW VELOCITY(FEET /SEC) = 2.12 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.96 Tc(MIN.) = 15.91 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 360.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------- - - - - -- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 15.91 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.683 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 1.70 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 2.67 EFFECTIVE AREA(ACRES) = 1.90 AREA - AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) = 2.99 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< » » >TRAVELTIME - THRU - SUBAREA« «<__________ _______________________________ ELEVATION DATA: UPSTREAM(FEET) = 1458.00 DOWNSTREAM(FEET) = 1452.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0200 CHANNEL FLOW THRU SUBAREA(CFS) = 2.99 FLOW VELOCITY(FEET /SEC) = 2.65 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.88 Tc(MIN.) = 17.80 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 40.00 = 660.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 17.80 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.509 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 5.00 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 7.08 EFFECTIVE AREA(ACRES) = 6.90 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) = 9.77 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 52 » >>>COMPUTE NATURAL VALLEY CHANNEL FLOW« «< >>>>>TRAVELTIME THRU SUBAREA <<<<< -------- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 1452.00 DOWNSTREAM(FEET) = 1445.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 390.00 CHANNEL SLOPE = 0.0179 CHANNEL FLOW THRU SUBAREA(CFS) = 9.77 FLOW VELOCITY(FEET /SEC) = 3.33 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.95 Tc(MIN.) = 19.75 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 1050.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 19.75 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.357 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 6.20 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 6.20 SUBAREA RUNOFF(CFS) = 7.93 EFFECTIVE AREA(ACRES) = 13.10 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA - AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 13.10 PEAK FLOW RATE(CFS) = 16.75 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 52 ---------------- 7 ----------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1445.00 DOWNSTREAM(FEET) = 1436.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 390.00 CHANNEL SLOPE = 0.0231 CHANNEL FLOW THRU SUBAREA(CFS) = 16.75 FLOW VELOCITY(FEET /SEC) = 4.34 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.50 Tc(MIN.) = 21.25 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 1440.00 FEET. FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 21.25 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.256 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 5.80 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 5.80 SUBAREA RUNOFF(CFS) = 6.89 EFFECTIVE AREA(ACRES) = 18.90 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA - AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 18.90 PEAK FLOW RATE(CFS) = 22.45 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ---------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1436.00 DOWNSTREAM(FEET) = 1431.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 370.00 CHANNEL SLOPE = 0.0135 CHANNEL FLOW THRU SUBAREA(CFS) = 22.45 FLOW VELOCITY(FEET /SEC) = 3.59 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.72 Tc(MIN.) = 22.97 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 70.00 = 1810.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 22.97 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.153 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 5.10 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS) = 5.59 EFFECTIVE AREA(ACRES) = 24.00 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 24.00 PEAK FLOW RATE(CFS) = 26.29 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 80.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< -------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1431.00 DOWNSTREAM(FEET) = 1425.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0200 CHANNEL FLOW THRU SUBAREA(CFS) = 26.29 FLOW VELOCITY(FEET /SEC) = 4.57 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.10 Tc(MIN.) = 24.06 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 2110.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 24.06 RAINFALL INTENSITY(INCH /HR) = 2.09 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 28.80 TOTAL STREAM AREA(ACRES) = 28.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 30.00 FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 21 FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 24.06 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.094 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 4.80 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS) = 5.00 EFFECTIVE AREA(ACRES) = 28.80 AREA - AVERAGED Fm(INCH /HR) = 0.94 AREA - AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 28.80 PEAK FLOW RATE(CFS) = 30.00 FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 24.06 RAINFALL INTENSITY(INCH /HR) = 2.09 AREA- AVERAGED Fm(INCH /HR) = 0.94 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 28.80 TOTAL STREAM AREA(ACRES) = 28.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 30.00 FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 21 ---------------------------------------------------------------------------- » >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 150.00 ELEVATION DATA: UPSTREAM(FEET) = 1465.00 DOWNSTREAM(FEET) = 1462.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.374 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.) COMMERCIAL A 0.10 0.98 0.10 32 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.47 TOTAL AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) = 0.47 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< --------------- - - - -- UPSTREAM ELEVATION(FEET) = 1462.00 DOWNSTREAM ELEVATION(FEET) = 1456.50 STREET LENGTH(FEET) = 300.00 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 = 1 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) = 0.86 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.05 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.29 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.52 STREET FLOW TRAVEL TIME(MIN.) = 2.18 Tc(MIN.) = 7.18 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.325 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.20 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.76 EFFECTIVE AREA(ACRES) = 0.30 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 1.14 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 5.98 FLOW VELOCITY(FEET /SEC.) = 2.40 DEPTH *VELOCITY(FT *FT /SEC.) = 0.59 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 450.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< UPSTREAM ELEVATION(FEET) = 1456.50 DOWNSTREAM ELEVATION(FEET) = 1444.50 STREET LENGTH(FEET) = 600.00 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 = 1 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) = 1.73 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.24 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.70 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.73 STREET FLOW TRAVEL TIME(MIN.) = 3.71 Tc(MIN.) = 10.89 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.369 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.40 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.18 EFFECTIVE AREA(ACRES) = 0.70 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 2.06 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.84 FLOW VELOCITY(FEET /SEC.) = 2.81 DEPTH *VELOCITY(FT *FT /SEC.) = 0.80 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 1050.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 80.00 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< ----------------------------- UPSTREAM ELEVATION(FEET) = 1444.50 DOWNSTREAM ELEVATION(FEET) = 1425.00 STREET LENGTH(FEET) = 930.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 m m m DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET QROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 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) = 2.76 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.84 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.07 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.93 STREET FLOW TRAVEL TIME(MIN.) = 5.05 Tc(MIN.) = 15.94 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.680 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.60 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) = 0.60 SUBAREA RUNOFF(CFS) = 1.39 EFFECTIVE AREA(ACRES) = 1.30 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 3.02 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.24 FLOW VELOCITY(FEET /SEC.) = 3.11 DEPTH *VELOCITY(FT *FT /SEC.) = 0.97 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 80.00 = 1980.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 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.) = 15.94 RAINFALL INTENSITY(INCH /HR) = 2.68 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 1.30 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.02 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 30.00 24.06 2 3.02 15.94 Intensity Fp(Fm) (INCH /HR) (INCH /HR) 2.094 0.94( 0.94) 2.680 0.97( 0.10) Ap Ae HEADWATER (ACRES) NODE 1.00 28.8 10.00 0.10 1.3 100.00 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 32.97 15.94 2.680 0.94( 0.88) 0.94 20.4 100.00 2 32.34 24.06 2.094 0.94( 0.90) 0.96 30.1 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: m PEAK FLOW RATE(CFS) = 32.97 Tc(MIN.) = 15.94 EFFECTIVE AREA(ACRES) = 20.38 AREA - AVERAGED Fm(INCH /HR) = 0.88 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.94 TOTAL AREA(ACRES) = 30.10 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 80.00 = 2110.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 30.10 TC(MIN.) = 15.94 EFFECTIVE AREA(ACRES) = 20.38 AREA- AVERAGED Fm(INCH /HR)= 0.88 AREA- AVERAGED Fp(INCH /HR) = 0.94 AREA- AVERAGED Ap = 0.94 PEAK FLOW RATE(CFS) = 32.97 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 32.97 15.94 2.680 0.94( 0.88) 0.94 20.4 100.00 2 32.34 24.06 2.094 0.94( 0.90) 0.96 30.1 10.00 END OF RATIONAL METHOD ANALYSIS m n n o I TRACT 16572 EAST SIDE I RATIONAL METHOD OUTFLOW routin PERIOD UNDEVELOPED 90% UNDEVELOPED YEAR CFS CFS CFS 2 5.72 5.15 10 17.79 16.01 25 24.26 21.83 100 32.97 29.67 B) Developed condition 2 year storm, 2 year intensity, AMC III 10 year storm, 10 year intensity, AMC III - 25 year storm, 25 year intensity, AMC III - 100 year storm, 100 year intensity, AMC III 0 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 Serria Avenue Fontana Ca. 92335 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 16572, EAST SIDE, FONTANA * 2 YEAR STORM EVENT, 2 YEAR INTENSITY, AMC III * DEVELOPED CONDITION BY: E.I. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 16572ED2.DAT TIME /DATE OF STUDY: 09:57 08/06/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 2.00 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) = 0.7000 *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 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 2 18.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 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) *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 - - - - -- 300 - TO - NODE - - - - -- 400 - IS CODE = 21 ------- - - - - -- --------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 630.00 ELEVATION DATA: UPSTREAM(FEET) = 1464.00 DOWNSTREAM(FEET) = 1452.50 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 27.433 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.119 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 5.10 0.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 1.82 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 58 27.43 0.72 1.82 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 10.00 IS CODE = 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ---------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1452.50 DOWNSTREAM(FEET) = 1447.20 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.71 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.82 PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 27.81 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 10.00 = 780.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1447.20 DOWNSTREAM ELEVATION(FEET) = 1445.20 STREET LENGTH(FEET) = 110.00 CURB HEIGHT(INCHES) = 6.0 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 = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.28 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 5.98 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.39 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.59 STREET FLOW TRAVEL TIME(MIN.) = 0.77 Tc(MIN.) = 28.57 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.093 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 1.68 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.68 SUBAREA RUNOFF(CFS) = 0.93 EFFECTIVE AREA(ACRES) = 6.78 AREA- AVERAGED Fm(INCH /HR) = 0.66 AREA- AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 6.78 PEAK FLOW RATE(CFS) = 2.62 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.45 FLOW VELOCITY(FEET /SEC.) = 2.46 DEPTH *VELOCITY(FT *FT /SEC.) = 0.63 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 20.00 = 890.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 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.) = 28.57 RAINFALL INTENSITY(INCH /HR) = 1.09 AREA- AVERAGED FM(INCH /HR) = 0.66 AREA- AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.90 EFFECTIVE STREAM AREA(ACRES) = 6.78 TOTAL STREAM AREA(ACRES) = 6.78 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.62 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 750.00 ELEVATION DATA: UPSTREAM(FEET) = 1466.30 DOWNSTREAM(FEET) = 1450.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 28.406 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.096 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 2.80 0.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 0.94 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 58 28.41 0.72 0.94 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 30.00 IS CODE = 41 ----------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) < <<< ELEVATION DATA: UPSTREAM(FEET) = 1450.00 DOWNSTREAM(FEET) = 1446.90 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.59 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.94 PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 28.95 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 30.00 = 900.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 28.95 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.084 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.80 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 0.98 EFFECTIVE AREA(ACRES) = 4.60 AREA- AVERAGED Fm(INCH /HR) = 0.63 AREA- AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.84 TOTAL AREA(ACRES) = 4.60 PEAK FLOW RATE(CFS) = 1.89 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 20.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< ------------------------------------ UPSTREAM ELEVATION(FEET) = 1446.90 DOWNSTREAM ELEVATION(FEET) = 1445.20 STREET LENGTH(FEET) = 170.00 CURB HEIGHT(INCHES) = 6.0 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 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.04 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.59 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.85. PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) STREET FLOW TRAVEL TIME(MIN.) = 1.53 * 2 YEAR RAINFALL INTENSITY(INCH /HR) _ SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA SE GROUP (ACRES) 0.48 Tc(MIN.) = 30.48 1.051 Fp Ap SCS LAND U (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 0.60 0.80 0.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 0.31 EFFECTIVE AREA(ACRES) = 5.20 AREA- AVERAGED Fm(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.82 TOTAL AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) = 52 0.61 2.06 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.67 FLOW VELOCITY(FEET /SEC.) = 1.83 DEPTH *VELOCITY(FT *FT /SEC.) = 0.48 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 20.00 = 1070.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 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.) = 30.48 RAINFALL INTENSITY(INCH /HR) = 1.05 AREA- AVERAGED Fm(INCH /HR) = 0.61 AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.82 EFFECTIVE STREAM AREA(ACRES) = 5.20 TOTAL STREAM AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.06 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 2.62 28.57 2 2.06 30.48 Intensity Fp(Fm) (INCH /HR) (INCH /HR) 1.093 0.74( 0.66) 1.051 0.75( 0.61) Ap Ae HEADWATER (ACRES) NODE 0.90 6.8 3.00 0.82 5.2 5.00 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 4.68 28.57 1.093 0.74( 0.64) 0.87 11.7 3.00 2 4.43 30.48 1.051 0.74( 0.64) 0.86 12.0 5.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.68 Tc(MIN.) = 28.57 EFFECTIVE AREA(ACRES) = 11.65 AREA- AVERAGED Fm(INCH /HR) = 0.64 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.87 TOTAL AREA(ACRES) = 11.98 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 20.00 = 1070.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 40.00 IS CODE = 62 ------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< UPSTREAM ELEVATION(FEET) = 1445.20 DOWNSTREAM ELEVATION(FEET) = 1438.20 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 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 = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.01 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.31 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.10 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.91 STREET FLOW TRAVEL TIME(MIN.) = 1.61 Tc(MIN.) = 30.18 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.057 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 1.26 0.80 0.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.26 SUBAREA RUNOFF(CFS) = 0.66 EFFECTIVE AREA(ACRES) = 12.91 AREA- AVERAGED Fm(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.84 TOTAL AREA(ACRES) = 13.24 PEAK FLOW RATE(CFS) _ 52 0.62 5.02 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.31 FLOW VELOCITY(FEET /SEC.) = 3.11 DEPTH *VELOCITY(FT *FT /SEC.) = 0.91 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 40.00 = 1370.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 ------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 30.18 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.057 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.50 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.26 A( EFFECTIVE AREA(ACRES) = 13.41 AREA - AVERAGED Fm(INCH /HR) = 0.62 AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.83 TOTAL AREA(ACRES) = 13.74 PEAK FLOW RATE(CFS) = 5.28 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 60.00 IS CODE = 62 ------------------------------------------------------------------ >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) < <<< UPSTREAM ELEVATION(FEET) = 1438.20 DOWNSTREAM ELEVATION(FEET) = 1428.20 STREET LENGTH(FEET) = 620.00 CURB HEIGHT(INCHES) = 6.0 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 = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.38 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.04 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.83 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.93 STREET FLOW TRAVEL TIME(MIN.) = 3.65 Tc(MIN.) = 33.83 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.987 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 4.79 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 4.79 SUBAREA RUNOFF(CFS) = 2.20 EFFECTIVE AREA(ACRES) = 18.20 AREA- AVERAGED Fm(INCH /HR) = 0.58 AREA- AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.77 TOTAL AREA(ACRES) = 18.53 PEAK FLOW RATE(CFS) = 6.64 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.20 FLOW VELOCITY(FEET /SEC.) = 2.87 DEPTH *VELOCITY(FT * FT /SEC.) = 0.95 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 60.00 = 1990.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 62 » >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) « <<< UPSTREAM ELEVATION(FEET) = 1428.20 DOWNSTREAM ELEVATION(FEET) = 1426.30 STREET LENGTH(FEET) = 170.00 CURB HEIGHT(INCHES) = 6.0 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 = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.86 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.13 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.53 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.88 STREET FLOW TRAVEL TIME(MIN.) = 1.12 Tc(MIN.) = 34.95 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 0.968 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 1.00 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 0.44 EFFECTIVE AREA(ACRES) = 19.20 AREA - AVERAGED FM(INCH /HR) = 0.58 AREA- AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 19.53 PEAK FLOW RATE(CFS) = 6.76 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.05 FLOW VELOCITY(FEET /SEC.) = 2.52 DEPTH *VELOCITY(FT *FT /SEC.) = 0.88 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 70.00 = 2160.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 10 --------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 90.00 IS CODE = 21 -------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 800.00 ELEVATION DATA: UPSTREAM(FEET) = 1443.50 DOWNSTREAM(FEET) = 1427.70 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.092 * 2 YEAR RAINFALL INTENSITY(INCH /HR)'= 1.745 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 11 3 -4 DWELLINGS /ACRE" A 5.15 0.80 0.60 52 13.09 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 5.87 TOTAL AREA(ACRES) = 5.15 PEAK FLOW RATE(CFS) = 5.87 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 81 ----------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 13.09 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.745 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.20 0.80 0.10 52 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.30 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.64 EFFECTIVE AREA(ACRES) = 5.65 AREA - AVERAGED Fm(INCH /HR) = 0.46 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.58 j TOTAL AREA(ACRES) = 5.65 PEAK FLOW RATE(CFS) = 6.52 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 90.00 TO NODE 70.00 IS CODE = 62 -------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< UPSTREAM ELEVATION(FEET) = 1427.70 DOWNSTREAM ELEVATION(FEET) = 1426.30 STREET LENGTH(FEET) = 150.00 CURB HEIGHT(INCHES) = 6.0 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 = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.87 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.60 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.35 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.84 STREET FLOW TRAVEL TIME(MIN.) = 1.07 Tc (MIN.) = 14.16 * 2 YEAR RAINFALL INTENSITY(INCH /HR)'= 1.665 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.20 0.80 0.'10 52 RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 0.40 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.43 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 0.71 EFFECTIVE AREA(ACRES) = 6.25 AREA- AVERAGED Fm(INCH /HR) = 0.45 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 6.25 PEAK FLOW RATE(CFS) = 6.82 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.52 FLOW VELOCITY(FEET /SEC.) = 2.36 DEPTH *VELOCITY(FT *FT /SEC.) = 0.84 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 70.00 = 950.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 14.16 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.665 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 0.40 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.43 EFFECTIVE AREA(ACRES) = 6.65 AREA- AVERAGED Fm(INCH /HR) = 0.45 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 6.65 PEAK FLOW RATE(CFS) = 7.25 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY <<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 7.25 14.16 1.665 0.80( 0.45) 0.57 6.7 80.00 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 70.00 = 950.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 6.76 34.95 0.968 0.76( 0.58) 0.76 19.2 3.00 2. 6.32 36.90 0.937 0.76( 0.58) 0.76 19.5 5.00 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 70.00 = 2160.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 14.01 14.16 1.665 0.77( 0.52) 2 9.84 34.95 0.968 0.77( 0.55) 3 9.22 36.90 0.937 0.77( 0.55) TOTAL AREA(ACRES) = 26.18 m A Ap Ae HEADWATER (ACRES) NODE 0.67 14.4 80.00 0.71 25.9' 3.00 0.71 26.2 5.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.01 Tc(MIN.) = 14.158 EFFECTIVE AREA(ACRES) = 14.43 AREA- AVERAGED Fm(INCH /HR) = 0.52 AREA- AVERAGED Fp(INCH /HR) = 0.77 AREA- AVERAGED Ap = 0.67 TOTAL AREA(ACRES) = 26.18 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 70.00 = 2160.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 100.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) < <<< -------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1421.77 DOWNSTREAM(FEET) = 1421.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 7.93 PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 14.01 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 14.26 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 100.00 = 2210.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 55.00 TO NODE 66.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 750.00 ELEVATION DATA: UPSTREAM(FEET) = 1467.00 DOWNSTREAM(FEET) = 1451.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 28.512 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.094 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 2.70 0.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 0.90 TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 58 28.51 0.72 0.90 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 66.00 TO NODE 35.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<< ELEVATION DATA: UPSTREAM(FEET) = 1451.00 DOWNSTREAM(FEET) = 1448.80 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.00 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.90 PIPE TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 29.14 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 35.00 = 900.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 510.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< ---------------------------------------- UPSTREAM ELEVATION(FEET) = 1448.80 DOWNSTREAM ELEVATION(FEET) = 1448.30 STREET LENGTH(FEET) = 100.00 CURB HEIGHT(INCHES) = 6.0 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 = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.03 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.52 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.22 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.29 STREET FLOW TRAVEL TIME(MIN.) = 1.37 Tc(MIN.) = 30.51 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.050 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 0.50 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.26 EFFECTIVE AREA(ACRES) = 3.20 AREA - AVERAGED FM(INCH /HR) = 0.69 AREA - AVERAGED Fp(INCH /HR) = 0.73 AREA- AVERAGED Ap = 0.94 TOTAL AREA(ACRES) = 3.20 PEAK FLOW RATE(CFS) = 1.05 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.58 FLOW VELOCITY(FEET /SEC.) = 1.22 DEPTH *VELOCITY(FT *FT /SEC.) = 0.29 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 510.00 = 1000.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 510.00 TO NODE 510.00 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.) RAINFALL INTENSITY(INCH /HR) AREA- AVERAGED FM(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) _ AREA- AVERAGED Ap = 0.94 EFFECTIVE STREAM AREA(ACRES) TOTAL STREAM AREA(ACRES) _ PEAK FLOW RATE(CFS) AT CONFL 30.51 1.05 0.69 0.73 3.20 3.20 UENCE = 1.05 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 500.00 TO NODE 510.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 ELEVATION DATA: UPSTREAM(FEET) = 1465.00 DOWNSTREAM(FEET) = 1448.30 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.254 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 2.021 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.) COMMERCIAL A 0.60 0.80 0.10 52 10.25 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.05 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 1.05 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 510.00 TO NODE 510.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.25 RAINFALL INTENSITY(INCH /HR) = 2.02 AREA- AVERAGED FM(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.60 TOTAL STREAM AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.05 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 1.05 30.51 1.050 0.73( 0.69) 0.94 3.2 55.00 2 1.05 10.25 2.021 0.80( 0.08) 0.10 0.6 500.00 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 2.10 10.25 2.021 0.73( 0.47) 0.64 1.7 500.00 2 1.58 30.51 1.050 0.73( 0.59) 0.81 3.8 55.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.10 Tc(MIN.) = 10.25 EFFECTIVE AREA(ACRES) = 1.68 AREA - AVERAGED Fm(INCH /HR) = 0.47 AREA- AVERAGED Fp(INCH /HR) = 0.73 AREA- AVERAGED Ap = 0.64 TOTAL AREA(ACRES) = 3.80 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 510.00 = 1000.00 FEET. FLOW PROCESS FROM NODE 510.00 TO NODE 520.00 IS CODE = 61 ---------------------------------------------------------------------- - - - - -- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED) < <<< UPSTREAM ELEVATION(FEET) = 1448.30 DOWNSTREAM ELEVATION(FEET) = 1427.80 STREET LENGTH(FEET) = 930.00 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 = 1 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) = 2.51 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 7.84 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.12 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.98 STREET FLOW TRAVEL TIME(MIN.) = 4.97 Tc(MIN.) = 15.23 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.594 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.60 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 0.82 EFFECTIVE AREA(ACRES) = 2.28 AREA- AVERAGED Fm(INCH /HR) = 0.37 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) = 2.51 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 7.84 FLOW VELOCITY(FEET /SEC.) = 3.12 DEPTH *VELOCITY(FT *FT /SEC.) = 0.98 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 520.00 = 1930.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 520.00 TO NODE 100.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1423.30 DOWNSTREAM(FEET) = 1421.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.34 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.51 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 15.49 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 100.00 = 2030.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 2.51 15.49 1.577 0.74( 0.37) 0.50 2.3 500.00 2 1.72 36.07 0.950 0.73( 0.52) 0.71 4.4 55.00 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 100.00 = 2030.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 14.01 14.26 1.658 0.77( 0.52) 2 9.84 35.06 0.966 0.77( 0.55) 3 9.22 37.01 0.935 0.77( 0.55) LONGEST FLOWPATH FROM NODE 5.00 TO NODE ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 16.48 14.26 1.658 0.77( 0.50) 2 16.28 15.49 1.577 0.77( 0.50) 3 11.60 35.06 0.966 0.76( 0.54) 4 11.24 36.07 0.950 0.76( 0.54) 5 10.88 37.01 0.935 0.76( 0.54) TOTAL AREA(ACRES) = 30.58 Ap Ae HEADWATER (ACRES) NODE 0.67 14.4 80.00 0.71 25.9 3.00 0.71 26.2 5.00 100.00 = 2210.00 FEET. Ap Ae HEADWATER (ACRES) NODE 0.65 16.5 80.00 0.65 17.4 500.00 0.71 30.1 3.00 0.71 30.4 55.00 0.71 30.6 5.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.48 Tc(MIN.) = 14.263 EFFECTIVE AREA(ACRES) = 16.52 AREA- AVERAGED Fm(INCH /HR) = 0.50 AREA - AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.71 TOTAL AREA(ACRES) = 30.58 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 100.00 = 2210.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 30.58 TC(MIN.) = 14.26 EFFECTIVE AREA(ACRES) = 16.52 AREA- AVERAGED Fm(INCH /HR)= 0.50 AREA- AVERAGED Fp(INCH /HR) = 0.77 AREA- AVERAGED Ap = 0.65 PEAK FLOW RATE(CFS) = 16.48 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 16.48 14.26 1.658 0.77( 0.50) 0.65 16.5 80.00 2 16.28 15.49 1.577 0.77( 0.50) 0.65 17.4 500.00 3 11.60 35.06 0.966 0.76( 0.54) 0.71 30.1 3.00 4 11.24 36.07 0.950 0.76( 0.54) 0.71 30.4 55.00 5 10.88 37.01 0.935 0.76( 0.54) 0.71 30.6 5.00 END OF RATIONAL METHOD ANALYSIS C� ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 Serria Avenue Fontana Ca. 92335 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 16572, EAST SIDE, FONTANA * 10 YEAR STORM EVENT, 10 YEAR INTENSITY, AMC III * DEVELOPED CONDITION BY: E.I. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 16572ED1.DAT TIME /DATE OF STUDY: 10:07 08/06/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 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) = 1.0400 *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 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 2 18.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 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) *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 - - - - -- 300 - TO - NODE - - - - -- 400 - IS CODE = 21 ------------------- --------------------- » » > RATIONAL METHOD INITIAL SUBAREA A14ALYSIS « «< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 630.00 ELEVATION DATA: UPSTREAM(FEET) = 1464.00 DOWNSTREAM(FEET) = 1452.50 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 27.433 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.663 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 5.10 0.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 4.31 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 58 27.43 0.72 4.31 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 10.00 IS CODE = 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< -------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1452.50 DOWNSTREAM(FEET) = 1447.20 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.61 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.31 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 27.72 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 10.00 = 780.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< ----- - - - - -- UPSTREAM ELEVATION(FEET) = 1447.20 DOWNSTREAM ELEVATION(FEET) = 1445.20 STREET LENGTH(FEET) = 110.00 CURB HEIGHT(INCHES) = 6.0 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 = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.18 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.90 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.84 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) STREET FLOW TRAVEL TIME(MIN.) = 0.64 * 10 YEAR RAINFALL INTENSITY(INCH /HR) _ SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) _ EFFECTIVE AREA(ACRES) _ AREA- AVERAGED Fp(INCH /HR TOTAL AREA(ACRES) _ 0.87 Tc(MIN.) = 28.37 1.630 Fp Ap SCS (INCH /HR) (DECIMAL) CN A 1.68 0.80 0.60 LOSS RATE, Fp(INCH /HR) = 0.80 AREA FRACTION, Ap = 0.60 1.68 SUBAREA RUNOFF(CFS) = 1.74 6.78 AREA - AVERAGED FM(INCH /HR) _ 0.74 AREA- AVERAGED Ap = 0.90 6.78 PEAK FLOW RATE(CFS) _ 52 0.66 5.90 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.44 FLOW VELOCITY(FEET /SEC.) = 2.93 DEPTH *VELOCITY(FT *FT /SEC.) = 0.92 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 20.00 = 890.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 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.) = 28.37 RAINFALL INTENSITY(INCH /HR) = 1.63 AREA- AVERAGED FM(INCH /HR) = 0.66 AREA- AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.90 EFFECTIVE STREAM AREA(ACRES) = 6.78 TOTAL STREAM AREA(ACRES) = 6.78 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.90 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 750.00 ELEVATION DATA: UPSTREAM(FEET) = 1466.30 DOWNSTREAM(FEET) = 1450.00 Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 28.406 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.629 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 2.80 0.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 2.28 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 58 28.41 0.72 2.28 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 30.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1450.00 DOWNSTREAM(FEET) = 1446.90 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.93 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.28 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 28.83 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 30.00 = 900.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 28.83 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.615 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.80 0.80 0.60 52 . ' SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 1.84 EFFECTIVE AREA(ACRES) = 4.60 AREA- AVERAGED Fm(INCH /HR) = 0.63 AREA- AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.84 TOTAL AREA(ACRES) = 4.60 PEAK FLOW RATE(CFS) = 4.09 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 20.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 1446.90 DOWNSTREAM ELEVATION(FEET) = 1445.20 STREET LENGTH(FEET) = 170.00 CURB HEIGHT(INCHES) = 6.0 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 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.38 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.41 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.18 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) STREET FLOW TRAVEL TIME(MIN.) = 1.30 * 10 YEAR RAINFALL INTENSITY(INCH /HR) SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA LAND jJGF. CROUP (ACRES) RESIDENTIAL 0.69 Tc (MIN. ) = 30.13 1.572 Fp Ap SCS (INCH /HR) (DECIMAL) CN 11 3 -4 DWELLINGS /ACRE" A 0.60 0.80 0.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 0.59 EFFECTIVE AREA(ACRES) = 5.20 AREA- AVERAGED Fm(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.82 TOTAL AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) = 52 0.61 4.50 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.56 FLOW VELOCITY(FEET /SEC.) = 2.18 DEPTH *VELOCITY(FT *FT /SEC.) = 0.69 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 20.00 = 1070.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 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.) = 30.13 RAINFALL INTENSITY(INCH /HR) = 1.57 AREA- AVERAGED Fm(INCH /HR) = 0.61 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.82 EFFECTIVE STREAM AREA(ACRES) = 5.20 TOTAL STREAM AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.50 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 5.90 28.37 1.630 0.74( 0.66) 0.90 6.8 3.00 2 4.50 30.13 1.572 0.75( 0.61) 0.82 5.2 5.00 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 10.40 28.37 1.630 0.74( 0.64) 0.87 11.7 3.00 2 10.05 30.13 1.572 0.74( 0.64) 0.86 12.0 5.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.40 Tc(MIN.) = 28.37 EFFECTIVE AREA(ACRES) = 11.68 AREA- AVERAGED Fm(INCH /HR) = 0.64 AREA- AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.87 TOTAL AREA(ACRES) = 11.98 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 20.00 = 1070.00 FEET. FLOW PROCESS FROM NODE 20.00 TO NODE 40.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< ------------------------------------ UPSTREAM ELEVATION(FEET) = 1445.20 DOWNSTREAM ELEVATION(FEET) = 1438.20 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 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 = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.02 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.68 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.72 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.34 STREET FLOW TRAVEL TIME(MIN.) = 1.34 Tc(MIN.) = 29.71 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.585 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 1.26 0.80 0.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.26 SUBAREA RUNOFF(CFS) = 1.26 EFFECTIVE AREA(ACRES) = 12.94 AREA- AVERAGED Fm(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.84 TOTAL AREA(ACRES) = 13.24 PEAK FLOW RATE(CFS) _ 52 0.62 11.18 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.76 FLOW VELOCITY(FEET /SEC.) = 3.73 DEPTH *VELOCITY(FT *FT /SEC.) = 1.35 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 40.00 = 1370.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 -------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 29.71 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.585 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.50 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.50 EFFECTIVE AREA(ACRES) = 13.44 AREA- AVERAGED Fm(INCH /HR) = 0.62 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.83 TOTAL AREA(ACRES) = 13.74 PEAK FLOW RATE(CFS) = 11.68 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 60.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< UPSTREAM ELEVATION(FEET) = 1438.20 DOWNSTREAM ELEVATION(FEET) = 1428.20 STREET LENGTH(FEET) = 620.00 CURB HEIGHT(INCHES) = 6.0 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 = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.88 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.79 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.44 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.38 STREET FLOW TRAVEL TIME(MIN.) = 3.01 TC(MIN.) = 32.72 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.496 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 4.79 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 4.79 SUBAREA RUNOFF(CFS) = 4.39 EFFECTIVE AREA(ACRES) = 18.23 AREA - AVERAGED Fm(INCH /HR) = 0.58 AREA - AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.77 TOTAL AREA(ACRES) = 18.53 PEAK FLOW RATE(CFS) = 15.00 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.26 FLOW VELOCITY(FEET /SEC.) = 3.49 DEPTH *VELOCITY(FT *FT /SEC.) = 1.43 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 60.00 = 1990.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 62 » >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) « <<< UPSTREAM ELEVATION(FEET) = 1428.20 DOWNSTREAM ELEVATION(FEET) = 1426.30 STREET LENGTH(FEET) = 170.00 CURB HEIGHT(INCHES) = 6.0 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 = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.44 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.51 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.06 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.34 STREET FLOW TRAVEL TIME(MIN.) = 0.93 Tc(MIN.) = 33.65 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.472 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.00 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 0.89 EFFECTIVE AREA(ACRES) = 19.23 AREA- AVERAGED Fm(INCH /HR) = 0.58 AREA- AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 19.53 PEAK FLOW RATE(CFS) = 15.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.51 FLOW VELOCITY(FEET /SEC.) = 3.07 DEPTH *VELOCITY(FT *FT /SEC.) = 1.34 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 70.00 = 2160.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 10 » »>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 90.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 800.00 ELEVATION DATA: UPSTREAM(FEET) = 1443.50 DOWNSTREAM(FEET) = 1427.70 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.092 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.592 '* SUBAREA Tc AND LOSS RATE DATA(AMC III): Ap SCS Tc [ DEVELOPMENT TYPE/ SCS SOIL AREA Fp '✓� LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL " 3 -4 DWELLINGS /ACRE" A 5.15 0.80 0.60 52 13.09 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 9.80 TOTAL AREA(ACRES) = 5.15 PEAK FLOW RATE(CFS) = 9.80 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 81 --------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 13.09 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.592 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.20 0.80 0.10 52 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.30 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.02 EFFECTIVE AREA(ACRES) = 5.65 AREA- AVERAGED Fm(INCH /HR) = 0.46 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.58 - TOTAL AREA(ACRES) = 5.65 PEAK FLOW RATE(CFS) = 10.83 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 90.00 TO NODE 70.00 IS CODE = 62 ------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< UPSTREAM ELEVATION( FEET) 1501007.70 DOWNSTREAM EL = 1426.30 STREET LENGTH(FEET) 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 = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.40 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.26 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.65 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.09 STREET 10YEAR RAFALL WINTINTENSITY (INCH /HR) = T 2.486 ) 14.04 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.20 0.80 0.10 52 RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 0.40 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.43 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.16 EFFECTIVE AREA(ACRES) = 6.25 AREA- AVERAGED Fm(INCH /HR) = 0.45 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 6.25 PEAK FLOW RATE(CFS) = 11.44 m A END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.26 FLOW VELOCITY(FEET /SEC.) = 2.66 DEPTH *VELOCITY(FT *FT /SEC.) = 1.09 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 70.00 = 950.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 81 ---------------------------------------------------------------------- - - - - -- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 14.04 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.486 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 0.40 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.72 EFFECTIVE AREA(ACRES) = 6.65 AREA- AVERAGED Fm(INCH /HR) = 0.45 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 6.65 PEAK FLOW RATE(CFS) = 12.17 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY <<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 12.17 14.04 2.486 0.80( 0.45) LONGEST FLOWPATH FROM NODE 80.00 TO NODE ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 15.48 33.65 1.472 0.76( 0.58) 2. 14.91 35.47 1.426 0.76( 0.58) LONGEST FLOWPATH FROM NODE 5.00 TO NODE Ap Ae HEADWATER (ACRES) NODE 0.57 6.7 80.00 70.00 = 950.00 FEET. Ap Ae HEADWATER (ACRES) NODE 0.76 19.2 3.00 0.76 19.5 5.00 70.00 = 2160.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 25.95 14.04 2.486 0.77( 0.52) 2 21.57 33.65 1.472 0.77( 0.55) 3 20.73 35.47 1.426 0.77( 0.55) TOTAL AREA(ACRES) = 26.18 m Ap Ae HEADWATER (ACRES) NODE 0.67 14.7 80.00 0.71 25.9 3.00 0.71 26.2 5.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 25.95 Tc(MIN.) = 14.036 EFFECTIVE AREA(ACRES) = 14.67 AREA - AVERAGED Fm(INCH /HR) = 0.52 AREA- AVERAGED Fp(INCH /HR) = 0.77 AREA- AVERAGED Ap = 0.67 TOTAL AREA(ACRES) = 26.18 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 70.00 = 2160.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 100.00 IS CODE = 41 ---------------------------------------------------------------------- - - - - -- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1421.77 DOWNSTREAM(FEET) = 1421.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 14.69 PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 25.95 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 14.09 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 100.00 = 2210.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 10 -------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 55.00 TO NODE 66.00 IS CODE = 21 -------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS < «< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 750.00 ELEVATION DATA: UPSTREAM(FEET) = 1467.00 DOWNSTREAM(FEET) = 1451.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 28.512 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.625 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 2.70 0.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 2.19 TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 58 28.51 0.72 2.19 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 66.00 TO NODE 35.00 IS CODE = 41 ----------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) < <<< ELEVATION DATA: UPSTREAM(FEET) = 1451.00 DOWNSTREAM(FEET) = 1448.80 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.18 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.19 PIPE TRAVEL TIME(MIN.) = 0.48 TC(MIN.) = 28.99 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 35.00 = 900.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 510.00 IS CODE = 61 ---------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 1448.80 DOWNSTREAM ELEVATION(FEET) = 1448.30 STREET LENGTH(FEET) = 100.00 CURB HEIGHT(INCHES) = 6.0 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 = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.44 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.44 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.47 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.43 STREET FLOW TRAVEL TIME(MIN.) = 1.14 Tc(MIN.) = 30.13 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.572 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL " 3 -4 DWELLINGS /ACRE" A 0.50 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.49 EFFECTIVE AREA(ACRES) = 3.20 AREA- AVERAGED Fm(INCH /HR) = 0.69 AREA- AVERAGED Fp(INCH /HR) = 0.73 AREA- AVERAGED Ap = 0.94 TOTAL AREA(ACRES) = 3.20 PEAK FLOW RATE(CFS) = 2.55 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.64 FLOW VELOCITY(FEET /SEC.) = 1.48 DEPTH *VELOCITY(FT *FT /SEC.) = 0.44 ct LONGEST FLOWPATH FROM NODE 55.00 TO NODE 510.00 = 1000.00 FEET. FLOW PROCESS FROM NODE 510.00 TO NODE 510.00 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.) = 30.13 RAINFALL INTENSITY(INCH /HR) AREA - AVERAGED Fm(INCH /HR) = AREA- AVERAGED Fp(INCH /HR) = AREA- AVERAGED Ap = 0.94 EFFECTIVE STREAM AREA(ACRES) TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFI 1.57 0.69 0.73 3.20 3.20 UENCE = 2.55 FLOW PROCESS FROM NODE 500.00 TO NODE 510.00 IS CODE = 21 ------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 ELEVATION DATA: UPSTREAM(FEET) = 1465.00 DOWNSTREAM(FEET) = 1448.30 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.254 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.002 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.) COMMERCIAL A 0.60 0.80 0.10 52 10.25 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.58 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 1.58 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 510.00 TO NODE 510.00 IS CODE = 1 ------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.25 RAINFALL INTENSITY(INCH /HR) = 3.00 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.60 TOTAL STREAM AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.58 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 2.55 30.13 1.572 0.73( 0.69) 0.94 3.2' 55.00 2 1.58 10.25 3.002 0.80( 0.08) 0.10 0.6 500.00 m C� 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 3.85 10.25 3.002 0.73( 0.47) 0.64 1.7 500.00 2 3.36 30.13 1.572 0.73( 0.59) 0.81 3.8 55.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.85 Tc(MIN.) = 10.25 EFFECTIVE AREA(ACRES) = 1.69 AREA- AVERAGED Fm(INCH /HR) = 0.47 AREA- AVERAGED Fp(INCH /HR) = 0.73 AREA- AVERAGED Ap = 0.64 TOTAL AREA(ACRES) = 3.80 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 510.00 = 1000.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 510.00 TO NODE 520.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED) < <<< UPSTREAM ELEVATION(FEET) = 1448.30 DOWNSTREAM ELEVATION(FEET) = 1427.80 STREET LENGTH(FEET) = 930.00 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 = 1 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) = 4.48 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 10.43 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.51 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.29 STREET FLOW TRAVEL TIME(MIN.) = 4.42 Tc(MIN.) = 14.67 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.421 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.60 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.26 EFFECTIVE AREA(ACRES) = 2.29 AREA- AVERAGED Fm(INCH /HR) = 0.37 AREA- AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) = 4.23 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 10.12 FLOW VELOCITY(FEET /SEC.) = 3.49 DEPTH *VELOCITY(FT *FT /SEC.) = 1.26 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 520.00 = 1930.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 520.00 TO NODE 100.00 IS CODE = 41 ------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1423.30 DOWNSTREAM(FEET) = 1421.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.33 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.23 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 14.90 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 100.00 = 2030.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 11 ------------------------------------------------------ >>>>> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA STREAM Q Tc Intensity FP(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 4.23 14.90 2.399 0.74( 0.37) 0.50 2.3 500.00 2 3.66 34.93 1.439 0.73( 0.52) 0.71 4.4 55.00 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 100.00 = 2030.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 25.95 14.09 2.480 0.77( 0.52) 0.67 14.7 80.00 2 21.57 33.71 1.470 0.77( 0.55) 0.71 25.9 3.00 3 20.73 35.54 1.424 0.77( 0.55) 0.71 26.2 5.00 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 100.00 = 2210.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 30.11 14.09 2.480 0.77( 0.50) 0.65 16.8 80.00 2 30.00 14.90 2.399 0.77( 0.50) 0.65 17.4 500.00 3 25.27 33.71 1.470 0.76( 0.54) 0.71 30.1 3.00 4 24.67 34.93 1.439 0.76( 0.54) 0.71 30.5 55.00 5 24.33 35.54 1.424 0.76( 0.54) 0.71 30.6 5.00 TOTAL AREA(ACRES) = 30.58 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 30.11 Tc(MIN.) = 14.092 EFFECTIVE AREA(ACRES) = 16.84 AREA- AVERAGED Fm(INCH /HR) = 0.50 Apwk AREA- AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.71 TOTAL AREA(ACRES) = 30.58 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 100.00 = 2210.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 30.58 TC(MIN.) = 14.09 EFFECTIVE AREA(ACRES) = 16.84 AREA- AVERAGED Fm(INCH /HR)= 0.50 AREA- AVERAGED Fp(INCH /HR) = 0.77 AREA- AVERAGED Ap = 0.65 PEAK FLOW RATE(CFS) = 30.11 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 30.11 14.09 2.480 0.77( 0.50) 0.65 16.8 80.00 2 30.00 14.90 2.399 0.77( 0.50) 0.65 17.4 500.00 3 25.27 33.71 1.470 0.76( 0.54) 0.71 30.1 3.00 4 24.67 34.93 1.439 0.76( 0.54) 0.71 30.5 55.00 5 24.33 35.54 1.424 0.76( 0.54) 0.71 30.6 5.00 END OF RATIONAL METHOD ANALYSIS ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 Serria Avenue Fontana Ca. 92335 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 16572, EAST SIDE, FONTANA * 25 YEAR STORM EVENT, 25 YEAR INTENSITY, AMC III * DEVELOPED CONDITION BY: E.I. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 16572ED5.DAT TIME /DATE OF STUDY: 10:13 08/06/2004 --------------- -- 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 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) = 1.2100 *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 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 2 18.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 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) *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 - - - - -- 300 -TO- NODE - - - - -- 400 -IS -CODE = 21 ---------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< - - >>USE - TIME -OF- CONCENTRATION - NOMOGRAPH - FOR - INITIAL - SUBAREA << --------- - - - - -- INITIAL SUBAREA FLOW- LENGTH(FEET) = 630.00 ELEVATION DATA. UPSTREAM(FEET) = 1464.00 DOWNSTREAM(FEET) = 1452.50 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 27.433 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.935 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 5.10 0.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 5.56 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 58 27.43 0.72 = 5.56 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 10.00 IS CODE = 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ---------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1452.50 DOWNSTREAM(FEET) = 1447.20 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.24 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 5.56 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 27.70 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 10.00 = 780.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< --------------------------------------------- UPSTREAM ELEVATION(FEET) = 1447.20 DOWNSTREAM ELEVATION(FEET) = 1445.20 STREET LENGTH(FEET) = 110.00 CURB HEIGHT(INCHES) = 6.0 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 = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.63 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.90 AVERAGE FLOW VELOCITY(FEET /SEC.) _ ' 3.02 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.98 STREET FLOW TRAVEL TIME(MIN.) = 0.61 Tc(MIN.) = 28.31 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.899 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 1.68 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.68 SUBAREA RUNOFF(CFS) = 2.15 EFFECTIVE AREA(ACRES) = 6.78 AREA - AVERAGED Fm(INCH /HR) = 0.66 AREA- AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 6.78 PEAK FLOW RATE(CFS) = 7.54 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.51 FLOW VELOCITY(FEET /SEC.) = 3.09 DEPTH *VELOCITY(FT *FT /SEC.) = 1.04 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 20.00 = 890.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 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.) = 28.31 RAINFALL INTENSITY(INCH /HR) = 1.90 AREA- AVERAGED FM(INCH /HR) = 0.66 AREA- AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.90 EFFECTIVE STREAM AREA(ACRES) = 6.78 TOTAL STREAM AREA(ACRES) = 6.78 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.54 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------- - - - - -- - INITIAL SUBAREA FLOW- LENGTH(FEET) 750.00 ELEVATION DATA: UPSTREAM(FEET) = 1466.30 DOWNSTREAM(FEET) = 1450.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 28.406 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.895 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.) NATURAL GOOD COVER "GRASS" A 2.80 0.72 1.00 58 28.41 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.72 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 2.95 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 2.95 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 30.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) < <<< -------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1450.00 DOWNSTREAM(FEET) = 1446.90 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.39 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.95 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 28.80 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 30.00 = 900.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 28.80 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.880 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.80 0.80 0.60 52 . cl SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 2.27 EFFECTIVE AREA(ACRES) = 4.60 AREA- AVERAGED Fm(INCH /HR) = 0.63 AREA- AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.84 TOTAL AREA(ACRES) = 4.60 PEAK FLOW RATE(CFS) = 5.18 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 20.00 IS CODE = 61 -------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 1446.90 DOWNSTREAM ELEVATION(FEET) = 1445.20 STREET LENGTH(FEET) = 170.00 CURB HEIGHT(INCHES) = 6.0 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 Manning's FRICTION FACTOR for Streetflow Section(curb -to - curb) = 0.0150 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.55 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: cw STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.42 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.30 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) r + STREET FLOW TRAVEL TIME(MIN.) = 1.23 * 25 YEAR RAINFALL INTENSITY(INCH /HR) _ SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USF. GROUP (ACRES) RESIDENTIAL 0.77 Tc(MIN.) = 30.03 1.833 Fp Ap SCS (INCH /HR) (DECIMAL) CN 11 3 -4 DWELLINGS /ACRE" A 0.60 0.80 0.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 0.73 EFFECTIVE AREA(ACRES) = 5.20 AREA - AVERAGED Fm(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.82 TOTAL AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) _ 52 0.61 5.72 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.57 FLOW VELOCITY(FEET /SEC.) = 2.32 DEPTH *VELOCITY(FT *FT /SEC.) = 0.78 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 20.00 = 1070.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 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.) = 30.03 RAINFALL INTENSITY(INCH /HR) = 1.83 AREA - AVERAGED Fm(INCH /HR) = 0.61 AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.82 EFFECTIVE STREAM AREA(ACRES) = 5.20 TOTAL STREAM AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.72 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 7.54 28.31 1.899 0.74( 0.66) 0.90 6.8 3.00 2 5.72 30.03 1.833 0.75( 0.61) 0.82 5.2 5.00 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 13.23 28.31 1.899 0.74( 0.64) 0.87 11.7 3.00 2 12.86 30.03 1.833 0.74( 0.64) 0.86 12.0 5.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.23 Tc(MIN.) = 28.31 cl EFFECTIVE AREA(ACRES) = 11.68 AREA - AVERAGED Fm(INCH /HR) = 0.64 AREA- AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.87 TOTAL AREA(ACRES) = 11.98 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 20.00 = 1070.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 40.00 IS CODS` = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< ----------------------------- UPSTREAM ELEVATION(FEET) = 1445.20 DOWNSTREAM ELEVATION(FEET) = 1438.20 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 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 = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.01 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.85 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.96 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.52 STREET FLOW TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 29.57 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.850 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 1.26 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.26 SUBAREA RUNOFF(CFS) = 1.56 EFFECTIVE AREA(ACRES) = 12.94 AREA- AVERAGED Fm(INCH /HR) = 0.62 AREA- AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.84 TOTAL AREA(ACRES) = 13.24 PEAK FLOW RATE(CFS) = 14.27 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.93 FLOW VELOCITY(FEET /SEC.) = 3.99 DEPTH *VELOCITY(FT *FT /SEC.) = 1.53 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 40.00 = 1370.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 29.57 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.850 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS / LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.50 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.62 EFFECTIVE AREA(ACRES) = 13.44 AREA - AVERAGED Fm(INCH /HR) = 0.62 AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.83 TOTAL AREA(ACRES) = 13.74 PEAK FLOW RATE(CFS) = 14.89' ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 60.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< ------------------------------ UPSTREAM ELEVATION(FEET) = 1438.20 DOWNSTREAM ELEVATION(FEET) = 1428.20 STREET LENGTH(FEET) = 620.00 CURB HEIGHT(INCHES) = 6.0 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 = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.63 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.20 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.63 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.56 STREET FLOW TRAVEL TIME(MIN.) = 2.85 Tc(MIN.) = 32.42 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.751 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 4.79 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 4.79 SUBAREA RUNOFF(CFS) = 5.49 EFFECTIVE AREA(ACRES) = 18.23 AREA - AVERAGED Fm(INCH /HR) = 0.58 AREA- AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.77 TOTAL AREA(ACRES) = 18.53 PEAK FLOW RATE(CFS) = 19.17 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.74 FLOW VELOCITY(FEET /SEC.) = 3.69 DEPTH *VELOCITY(FT *FT /SEC.) = 1.63 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 60.00 = 1990.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 62 » >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>( STREET TABLE SECTION # 1 USED) « <<< UPSTREAM ELEVATION(FEET) = 1428.20 DOWNSTREAM ELEVATION(FEET) = 1426.30 STREET LENGTH(FEET) = 170.00 CURB HEIGHT(INCHES) = 6.0 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 = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.73 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.07 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.25 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.52 STREET FLOW TRAVEL TIME(MIN.) = 0.87 Tc(MIN.) = 33.29 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.723 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 1.00 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 1.12 EFFECTIVE AREA(ACRES) = 19.23 AREA- AVERAGED FM(INCH /HR) = 0.58 AREA- AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 19.53 PEAK FLOW RATE(CFS) = 19.84 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.15 FLOW VELOCITY(FEET /SEC.) = 3.24 DEPTH *VELOCITY(FT *FT /SEC.) = 1.52 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 70.00 = 2160.00 FEET. FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 90.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 800.00 ELEVATION DATA: UPSTREAM(FEET) = 1443.50 DOWNSTREAM(FEET) = 1427.70 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.092 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.016 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 11 3 -4 DWELLINGS /ACRE" A 5.15 0.80 0.60 52 13.09 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 11.77 TOTAL AREA(ACRES) = 5.15 PEAK FLOW RATE(CFS) = 11.77 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 81 ---------------------------------------------------------------------- - - - - -- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 13.09 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.016 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.20 0.80 0.10 52 RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 0.30 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.21 EFFECTIVE AREA(ACRES) = 5.65 AREA- AVERAGED Fm(INCH /HR) = 0.46 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 5.65 PEAK FLOW RATE(CFS) = 12.98 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 90.00 TO NODE 70.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< ---------------- - - - - -- UPSTREAM ELEVATION(FEET) = 1427.70 DOWNSTREAM ELEVATION(FEET) = 1426.30 STREET LENGTH(FEET) = 150.00 CURB HEIGHT(INCHES) = 6.0 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 = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.67 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.35 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.76 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.20 STREET FLOW TRAVEL TIME(MIN.) = 0.91 Tc(MIN.) = 14.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.898 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.20 0.80 0.10 52 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.40 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.43 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.38 EFFECTIVE AREA(ACRES) = 6.25 AREA - AVERAGED Fm(INCH /HR) = 0.45 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 6.25 PEAK FLOW RATE(CFS) = 13.76 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.35 FLOW VELOCITY(FEET /SEC.) = 2.78 DEPTH *VELOCITY(FT *FT /SEC.) = 1.20 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 70.00 = 950.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 14.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.898 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN. RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.40 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.87 EFFECTIVE AREA(ACRES) = 6.65 AREA- AVERAGED Fm(INCH /HR) = 0.45 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 6.65 PEAK FLOW RATE(CFS) = 14.63 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY <<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 14.63 14.00 2.898 0.80( 0.45) 0.57 6.7 80.00 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 70.00 = 950.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 19.84 33.29 1.723 0.76( 0.58) 0.76 19.2 3.00 2. 19.21 35.06 1.670 0.76( 0.58) 0.76 19.5 5.00 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 70.00 = 2160.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) ' NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 31.52 14.00 2.898 0.77( 0.52) 2 27.44 33.29 1.723 0.77( 0.55) 3 26.50 35.06 1.670 0.77( 0.55) TOTAL AREA(ACRES) = 26.18 Ap Ae HEADWATER (ACRES) NODE 0.67 14.7 80.00 0.71 25.9 3.00 0.71 26.2 5.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 31.52 Tc(MIN.) = 13.998 EFFECTIVE AREA(ACRES) = 14.74 AREA- AVERAGED Fm(INCH /HR) = 0.52 AREA- AVERAGED Fp(INCH /HR) = 0.77 AREA- AVERAGED Ap = 0.67 TOTAL AREA(ACRES) = 26.18 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 70.00 = 2160.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 100.00 IS CODE = 41 ---------------------------------------------------------------------- - - - - -- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) < <<< ELEVATION DATA: UPSTREAM(FEET) = 1421.77 DOWNSTREAM(FEET) = 1421.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 17.84 PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 31.52 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 14.04 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 100.00 = 2210.00 FEET. ********************************************* * * * * * * * * * * * * * ** * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 55.00 TO NODE 66.00 IS CODE = 21 ---------------------------------------------------------------------- - - - - -- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 750.00 ELEVATION DATA: UPSTREAM(FEET) = 1467.00 DOWNSTREAM(FEET) = 1451.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 28.512 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.891 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 2.70 0.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 2.84 TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 58 28.51 0.72 2.84 A m m ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 66.00 TO NODE 35.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1451.00 DOWNSTREAM(FEET) = 1448.80 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.57 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.84 PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 28.96 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 35.00 = 900.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 510.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< --------------- - - - -- UPSTREAM ELEVATION(FEET) = 1448.80 DOWNSTREAM ELEVATION(FEET) = 1448.30 STREET LENGTH(FEET) = 100.00 CURB HEIGHT(INCHES) = 6.0 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 = 0.0200 RESIDENTIAL * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.14 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.50 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.54 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.49 STREET FLOW TRAVEL TIME(MIN.) = 1.08 Tc(MIN.) = 30.04 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.832 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND UcF r,Pn77P (ACRES) (INCH /HR) (DECIMAL) CN 11 3 -4 DWELLINGS /ACRE" A 0.50 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.61 EFFECTIVE AREA(ACRES) = 3.20 AREA- AVERAGED Fm(INCH /HR) = 0.69 AREA- AVERAGED Fp(INCH /HR) = 0.73 AREA- AVERAGED Ap = 0.94 TOTAL.AREA(ACRES) = 3.20 PEAK FLOW RATE(CFS) = 3.30 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.70 FLOW VELOCITY(FEET /SEC.) = 1.56 DEPTH *VELOCITY(FT *FT /SEC.) = 0.50 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 510.00 = 1000.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 510.00 TO NODE 510.00 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.) = 30.04 RAINFALL INTENSITY(INCH /HR) = 1.83 AREA- AVERAGED Fm(INCH /HR) = 0.69 AREA- AVERAGED Fp(INCH /HR) = 0.73 AREA- AVERAGED Ap = 0.94 EFFECTIVE STREAM AREA(ACRES) = 3.20 TOTAL STREAM AREA(ACRES) = 3.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.30 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 500.00 TO NODE 510.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 ELEVATION DATA: UPSTREAM(FEET) = 1465.00 DOWNSTREAM(FEET) = 1448.30 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.254 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.493 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.) COMMERCIAL A 0.60 0.80 0.10 52 10.25 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.84 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 1.84 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 510.00 TO NODE 510.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.25 RAINFALL INTENSITY(INCH /HR) = 3.49 AREA- AVERAGED Fm(INCH /HR) = 0.08 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.60 TOTAL STREAM AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.84 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS), (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 3.30 30.04 1.832 0.73( 0.69) 0.94 3.2' 55.00 2 1.84 10.25 3.493 0.80( 0.08) 0.10 0.6 500.00 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 4.60 10.25 3.493 0.73( 0.47) 0.64 1.7 500.00 2 4.25 30.04 1.832 0.73( 0.59) 0.81 3.8 55.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.60 Tc(MIN.) = 10.25 EFFECTIVE AREA(ACRES) = 1.69 AREA- AVERAGED Fm(INCH /HR) = 0.47 AREA- AVERAGED Fp(INCH /HR) = 0.73 AREA- AVERAGED Ap = 0.64 TOTAL AREA(ACRES) = 3.80 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 510.00 = 1000.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 510.00 TO NODE 520.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 1448.30 DOWNSTREAM ELEVATION(FEET) = 1427.80 STREET LENGTH(FEET) = 930.00 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 = 1 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) = 5.35 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 11.29 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.65 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.40 STREET FLOW TRAVEL TIME(MIN.) = 4.24 Tc(MIN.) = 14.50 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.837 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.60 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.49 EFFECTIVE AREA(ACRES) = 2.29 AREA - AVERAGED Fm(INCH /HR) = 0.37 A m m AREA- AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) = 5.09 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 10.98 FLOW VELOCITY(FEET /SEC.) = 3.65 DEPTH *VELOCITY(FT *FT /SEC.) = 1.38 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 520.00 = 1930.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 520.00 TO NODE 100.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT).<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1423.30 DOWNSTREAM(FEET) = 1421.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.71 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 5.09 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 14.71 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 100.00 = 2030.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY <<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 5.09 14.71 2.812 0.74( 0.37) 2 4.63 34.60 1.684 0.73( 0.52) LONGEST FLOWPATH FROM NODE 55.00 TO NODE ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 31.52 14.04 2.892 0.77( 0.52) 2 27.44 33.34 1.721 0.77( 0.55) 3 26.50 35.11 1.669 0.77( 0.55) LONGEST FLOWPATH FROM NODE 5.00 TO NODE ** PEAK FLOW RATE TABLE ** Ap Ae HEADWATER (ACRES) NODE 0.50 2.3 500.00 0.71 4.4 55.00 100.00 = 2030.00 FEET. Ap Ae HEADWATER (ACRES) NODE 0.67 14.7 80.00 0.71 25.9 3.00 0.71 26.2 5.00 100.00 = 2210.00 FEET. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 36.54 14.04 2.892 0.77( 0.50) 0.65 16.9 80.00 2 36.47 14.71 2.812 0.77( 0.50) 0.65 17.4 500.00 3 32.10 33.34 1.721 0.76( 0.54) 0.71 30.1 3.00 4 31.40 34.60 1.684 0.76( 0.54) 0.71 30.5 55.00 5 31.07 35.11 1.669 0.76( 0.54) 0.71 30.6 5.00 TOTAL AREA(ACRES) = 30.58 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 36.54 Tc(MIN.) = 14.044 EFFECTIVE AREA(ACRES) = 16.92 AREA - AVERAGED Fm(INCH /HR) = 0.50 AREA- AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.71 ( TOTAL AREA(ACRES) = 30.58 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 100.00 = 2210.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 30.58 TC(MIN.) = 14.04 EFFECTIVE AREA(ACRES) = 16.92 AREA- AVERAGED Fm(INCH /HR)= 0.50 AREA- AVERAGED Fp(INCH /HR) = 0.77 AREA- AVERAGED Ap = 0.65 PEAK FLOW RATE(CFS) = 36.54 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 36.54 14.04 2.892 0.77( 0.50) 0.65 16.9 80.00 2 36.47 14.71 2.812 0.77( 0.50) 0.65 17.4 500.00 3 32.10 33.34 1.721 0.76( 0.54) 0.71 30.1 3.00 4 31.40 34.60 1.684 0.76( 0.54) 0.71 30.5 55.00 5 31.07 35.11 1.669 0.76( 0.54) 0.71 30.6 5.00 END OF RATIONAL METHOD ANALYSIS C� A ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 Serria Avenue Fontana Ca. 92335 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 16572, EAST SIDE, FONTANA * 100 YEAR STORM EVENT, 100 YEAR INTENSITY, AMC III * DEVELOPED CONDITION BY: E.I. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 16572EDO.DAT TIME /DATE OF STUDY: 10:19 08/06/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------- -- *TIME -OF- CONCENTRATION MODEL * -- �+e 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) = 1.5200 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREE' HALF- CROWN TO WIDTH CROSSFALL NO. (FT) (FT) 1 20.0 10.0 2 18.0 10.0 r- SECTIONS FOR COUP STREET- CROSSFALL: IN- / OUT- /PARK- SIDE / SIDE/ WAY 0.020/0.020/0.020 0.020/0.020/0.020 LED PIPEFLOW AND STREETFLOW MODEL* CURB GUTTER - GEOMETRIES: MANNING HEIGHT WIDTH LIP HIKE FACTOR (FT) (FT) (FT) (FT) (n) 0.50 1.50 0.0313 0.125 0.0150 0.50 1.50 0.0313 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) *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 3.00 TO NODE 4.00 IS CODE = 21 ------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< - - >>USE - TIME -OF- CONCENTRATION NOMOGRAPH - FOR - INITIAL - SUBAREA << --------- - - - - -- INITIAL SUBAREA FLOW- LENGTH(FEET) = 630.00 ELEVATION DATA: UPSTREAM(FEET) = 1464.00 DOWNSTREAM(FEET) = 1452.50 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 27.433 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.431 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 5.10 0.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 7.83 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 58 27.43 0.72 7.83 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 10.00 IS CODE = 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) < <<< ------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1452.50 DOWNSTREAM(FEET) = 1447.20 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.13 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.83 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 27.68 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 10.00 = 780.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1447.20 DOWNSTREAM ELEVATION(FEET) = 1445.20 STREET LENGTH(FEET) = 110.00 CURB HEIGHT(INCHES) = 6.0 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 = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.28 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.45 AVERAGE FLOW VELOCITY(FEET /SEC.) _ ' 3.25 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.15 STREET FLOW TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 28.24 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.389 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 1.68 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.68 SUBAREA RUNOFF(CFS) = 2.89 EFFECTIVE AREA(ACRES) = 6.78 AREA- AVERAGED Fm(INCH /HR) = 0.66 AREA- AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 6.78 PEAK FLOW RATE(CFS) = 10.53 m END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.07 FLOW VELOCITY(FEET /SEC.) = 3.34 DEPTH *VELOCITY(FT *FT /SEC.) = 1.23 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 20.00 = 890.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 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.) = 28.24 RAINFALL INTENSITY(INCH /HR) AREA- AVERAGED Fm(INCH /HR) = AREA- AVERAGED Fp(INCH /HR) = AREA- AVERAGED Ap = 0.90 EFFECTIVE STREAM AREA(ACRES) TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFL 2.39 0.66 0.74 6.78 6.78 UENCE = 10.53 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 750.00 ELEVATION DATA: UPSTREAM(FEET) = 1466.30 DOWNSTREAM(FEET) = 1450.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 28.406 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.381 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 2.80 0.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 4.17 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 58 28.41 0.72 4.17 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 30.00 IS CODE = 41 --------------------------------------------------------------- ------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1450.00 DOWNSTREAM(FEET) = 1446.90 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.03 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.17 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 28.76 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 30.00 = 900.00 FEET. FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 28.76 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.363 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.80 0.80 0.60 52 . SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 3.05 EFFECTIVE AREA(ACRES) = 4.60 AREA- AVERAGED Fm(INCH /HR) = 0.63 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.84 TOTAL AREA(ACRES) = 4.60 PEAK FLOW RATE(CFS) = 7.18 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 20.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< ---------------- - - - - -- UPSTREAM ELEVATION(FEET) = 1446.90 DOWNSTREAM ELEVATION(FEET) = 1445.20 STREET LENGTH(FEET) = 170.00 CURB HEIGHT(INCHES) = 6.0 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 Manning's FRICTION FACTOR for Streetflow Section(curb -to - curb) = 0.0150 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.68 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.94 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.49 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) STREET FLOW TRAVEL TIME(MIN.) = 1.14 * 100 YEAR RAINFALL INTENSITY(INCH /HR) _ SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA GROUP (ACRES) 0.91 Tc(MIN.) = 29.90 2.308 Fp Ap SCS LAND USE (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.60 0.80 0.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 0.99 EFFECTIVE AREA(ACRES) = 5.20 AREA- AVERAGED Fm(INCH /HR) _ AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.82 TOTAL AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) _ 52 0.61 7.95 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.16 FLOW VELOCITY(FEET /SEC.) = 2.49 DEPTH *VELOCITY(FT *FT /SEC.) = 0.92 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 20.00 = 1070.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 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.) = 29.90 RAINFALL INTENSITY(INCH /HR) = 2.31 AREA - AVERAGED Fm(INCH /HR) = 0.61 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.82 EFFECTIVE STREAM AREA(ACRES) = 5.20 TOTAL STREAM AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.95 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 10.53 28.24 2.389 0.74( 0.66) 0.90 6.8 3.00 2 7.95 29.90 2.308 0.75( 0.61) 0.82 5.2 5.00 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 18.39 28.24 2.389 0.74( 0.64) 0.86 11.7 3.00 2 17.99 29.90 2.308 0.74( 0.64) 0.86 12.0 5.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.39 Tc(MIN.) = 28.24 EFFECTIVE AREA(ACRES) = 11.69 AREA- AVERAGED Fm(INCH /HR) = 0.64 AREA- AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.86 TOTAL AREA(ACRES) = 11.98 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 20.00 = 1070.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 40.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< --------------------------------- UPSTREAM ELEVATION(FEET) = 1445.20 DOWNSTREAM ELEVATION(FEET) = 1438.20 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 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 = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.44 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.65 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.29 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.80 STREET FLOW TRAVEL TIME(MIN.) = 1.16 Tc(MIN.) = 29.41 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.332 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.26 0.80 0.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.26 SUBAREA RUNOFF(CFS) = 2.10 EFFECTIVE AREA(ACRES) = 12.95 AREA - AVERAGED Fm(INCH /HR) _ AREA- AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.84 TOTAL AREA(ACRES) = 13.24 PEAK FLOW RATE(CFS) _ 52 0.62 19.89 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HAL FSTREET FLOOD WIDTH(FEET) = 14.80 FLOW VELOCITY(FEET /SEC.) = 4.31 DEPTH *VELOCITY(FT *FT /SEC.) = 1.82 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 40.00 = 1370.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 29.41 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.332 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.50 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.83 EFFECTIVE AREA(ACRES) = 13.45 AREA - AVERAGED Fm(INCH /HR) = 0.62 AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.83 TOTAL AREA(ACRES) = 13.74 PEAK FLOW RATE(CFS) = 20.73 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 60.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) <<<<< --------------- - -- UPSTREAM ELEVATION(FEET) = 1438.20 DOWNSTREAM ELEVATION(FEET) = 1428.20 STREET LENGTH(FEET) = 620.00 CURB HEIGHT(INCHES) = 6.0 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 = 0.0200 Aoft''* * * TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 24.47 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.30 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.93 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.86 STREET FLOW TRAVEL TIME(MIN.) = 2.63 Tc(MIN.) = 32.04 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.215 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 4.79 0.80 0.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 4.79 SUBAREA RUNOFF(CFS) = 7.49 EFFECTIVE AREA(ACRES) = 18.24 AREA- AVERAGED Fm(INCH /HR) _ AREA- AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.77 TOTAL AREA(ACRES) = 18.53 PEAK FLOW RATE(CFS) _ 52 0.58 26.80 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.93 FLOW VELOCITY(FEET /SEC.) = 4.02 DEPTH *VELOCITY(FT *FT /SEC.) = 1.95 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 60.00 = 1990.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 62 C >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) « <<< UPSTREAM ELEVATION(FEET) = 1428.20 DOWNSTREAM ELEVATION(FEET) = 1426.30 STREET LENGTH(FEET) = 170.00 CURB HEIGHT(INCHES) = 6.0 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 = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 27.57 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 20.30 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.51 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.81 STREET FLOW TRAVEL TIME(MIN.) = 0.81 Tc(MIN.) = 32.84 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.182 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 1.00 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 - SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) - 1.53 EFFECTIVE AREA(ACRES) = 19.24 AREA- AVERAGED Fm(INCH /HR) = 0.58 AREA - AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 19.53 PEAK FLOW RATE(CFS) = 27.80 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 20.45 FLOW VELOCITY(FEET /SEC.) = 3.51 DEPTH *VELOCITY(FT *FT /SEC.) = 1.82 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 70.00 = 2160.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 80.00 TO NODE 90.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 800.00 ELEVATION DATA: UPSTREAM(FEET) = 1443.50 DOWNSTREAM(FEET) = 1427.70 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.092 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.789 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 11 3 -4 DWELLINGS /ACRE" A 5.15 0.80 0.60 52 13.09 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 15.35 TOTAL AREA(ACRES) = 5.15 PEAK FLOW RATE(CFS) = 15.35 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 13.09 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.789 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.20 0.80 0.10 52 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.30 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.56 EFFECTIVE AREA(ACRES) = 5.65 AREA- AVERAGED Fm(INCH /HR) = 0.46 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 5.65 PEAK FLOW RATE(CFS) = 16.91 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 90.00 TO NODE 70.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED) < <<< ------------------------------------------- UPSTREAM ELEVATION(FEET) = 1427.70 DOWNSTREAM ELEVATION(FEET) = 1426.30 STREET LENGTH(FEET) = 150.00 CURB HEIGHT(INCHES) = 6.0 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 = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.80 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 16.99 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.96 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) - = 1.38 STREET FLOW TRAVEL TIME(MIN.) = 0.84 Tc(MIN.) = 13.94 * 100 YEAR RAINFALL INTENSITY(INCH /HR)' 3.650 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.20 0.80 0.10 52 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.40 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.43 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.78 EFFECTIVE AREA(ACRES) = 6.25 AREA- AVERAGED Fm(INCH /HR) = 0.45 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 6.25 PEAK FLOW RATE(CFS) = 17.99 A END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.07 FLOW VELOCITY(FEET /SEC.) = 2.97 DEPTH *VELOCITY(FT *FT /SEC.) = 1.39 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 70.00 = 950.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 13.94 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.650 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 0.40 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.14 EFFECTIVE AREA(ACRES) = 6.65 AREA- AVERAGED Fm(INCH /HR) = 0.45 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 6.65 PEAK FLOW RATE(CFS) = 19.13 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY <<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 19.13 13.94 3.650 0.80( 0.45) LONGEST FLOWPATH FROM NODE 80.00 TO NODE ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 27.80 32.84 2.182 0.76( 0.58) 2. 27.06 34.54 2.117 0.76( 0.58) LONGEST FLOWPATH FROM NODE 5.00 TO NODE ** PEAK FLOW RATE TABLE ** Ap Ae HEADWATER (ACRES) NODE 0.57 6.7 80.00 70.00 = 950.00 FEET. Ap Ae HEADWATER (ACRES) NODE 0.76 19.2 3.00 0.76 19.5 5.00 70.00 = 2160.00 FEET. STREAM Q NUMBER (CFS) 1 41.71 2 38.14 3 37.02 TOTAL AREA(AC C� 10 Tc Intensity (MIN.) (INCH /HR) 13.94 3.650 32.84 2.182 34.54 2.117 RES) = 26.18 Fp (Fm) (INCH /HR) 0.77( 0.52) 0.77( 0.55) 0.77( 0.55) Ap Ae HEADWATER (ACRES) NODE 0.68 14.8 80.00 0.71 25.9' 3.00 0.71 26.2 5.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 41.71 Tc(MIN.) = 13.937 EFFECTIVE AREA(ACRES) = 14.81 AREA- AVERAGED Fm(INCH /HR) = 0.52 AREA- AVERAGED Fp(INCH /HR) = 0.77 AREA- AVERAGED Ap = 0.68 TOTAL AREA(ACRES) = 26.18 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 70.00 = 2160.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 100.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<< ------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1421.77 DOWNSTREAM(FEET) = 1421.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 23.60 PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 41.71 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 13.97 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 100.00 = 2210.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< FLOW PROCESS FROM NODE 55.00 TO NODE 66.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 750.00 ELEVATION DATA: UPSTREAM(FEET) = 1467.00 DOWNSTREAM(FEET) = 1451.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 28.512 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.375 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL GOOD COVER "GRASS" A 2.70 0.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 4.01 TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 58 28.51 0.72 4.01 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 66.00 TO NODE 35.00 IS CODE = 41 ---------------------------------------------------------------------- - - - - -- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) < <<< ELEVATION DATA: UPSTREAM(FEET) = 1451.00 DOWNSTREAM(FEET) = 1448.80 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.14 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.01 PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 28.92 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 35.00 = 900.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 510.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED) <<<< ---- - - - - -- UPSTREAM ELEVATION(FEET) = 1448.80 DOWNSTREAM ELEVATION(FEET) = 1448.30 STREET LENGTH(FEET) = 100.00 CURB HEIGHT(INCHES) = 6.0 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 = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.42 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.98 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.67 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.58 STREET FLOW TRAVEL TIME(MIN.) = 1.00 Tc(MIN.) = 29.92 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.308 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 0.50 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.82 EFFECTIVE AREA(ACRES) = 3.20 AREA- AVERAGED Fm(INCH /HR) = 0.69 AREA - AVERAGED Fp(INCH /HR) = 0.73 AREA- AVERAGED Ap = 0.94 TOTAL.AREA(ACRES) = 3.20 PEAK FLOW RATE(CFS) = 4.67 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.21 FLOW VELOCITY(FEET /SEC.) = 1.70 DEPTH *VELOCITY(FT *FT /SEC.) = 0.60 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 510.00 = 1000.00 FEET. FLOW PROCESS FROM NODE 510.00 TO NODE 510.00 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.) RAINFALL INTENSITY(INCH /HR) AREA- AVERAGED Fm(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) _ AREA- AVERAGED Ap = 0.94 EFFECTIVE STREAM AREA(ACRES) TOTAL STREAM AREA(ACRES) _ PEAK FLOW RATE(CFS) AT CONFI 29.92 2.31 0.69 0.73 3.20 3.20 UENCE = 4.67 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 500.00 TO NODE 510.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 ELEVATION DATA: UPSTREAM(FEET) = 1465.00 DOWNSTREAM(FEET) = 1448.30 Y Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.254 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.387 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.) COMMERCIAL A 0.60 0.80 0.10 52 10.25 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.33 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 2.33 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 510.00 TO NODE 510.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED" STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.25 RAINFALL INTENSITY(INCH /HR) = 4.39 AREA- AVERAGED Fm(INCH /HR) = 0.08 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.60 TOTAL STREAM AREA(ACRES) = 0.60 c PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.33 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 4.67 29.92 2.308 0.73( 0.69) 0.94 3.2' 55.00 2 2.33 10.25 4.387 0.80( 0.08) 0.10 0.6 500.00 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 5.98 10.25 4.387 0.73( 0.47) 0.64 1.7 500.00 2 5.88 29.92 2.308 0.73( 0.59) 0.81 3.8 55.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.98 Tc(MIN.) = 10.25 EFFECTIVE AREA(ACRES) = 1.70 AREA- AVERAGED Fm(INCH /HR) = 0.47 AREA- AVERAGED Fp(INCH /HR) = 0.73 AREA- AVERAGED Ap = 0.64 TOTAL AREA(ACRES) = 3.80 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 510.00 = 1000.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 510.00 TO NODE 520.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1448.30 DOWNSTREAM ELEVATION(FEET) = 1427.80 STREET LENGTH(FEET) = 930.00 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 = 1 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) = 6.93 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 12.62 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.89 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.60 STREET FLOW TRAVEL TIME(MIN.) = 3.98 Tc(MIN.) = 14.24 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.603 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.60 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.90 EFFECTIVE AREA(ACRES) = 2.30 AREA - AVERAGED Fm(INCH /HR) = 0.37 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) = 6.69 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 12.38 FLOW VELOCITY(FEET /SEC.) = 3.88 DEPTH *VELOCITY(FT *FT /SEC.) = 1.58 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 520.00 = 1930.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 520.00 TO NODE 100.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<< ----- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 1423.30 DOWNSTREAM(FEET) = 1421.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.29 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 6.69 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 14.44 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 100.00 = 2030.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY <<<<< ** MAIN STREAM CONFLUENCE DATA STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 6.69 14.44 3.573 0.74( 0.37) 0.50 2.3 500.00 2 6.41 34.18 2.131 0.73( 0.52) 0.71 4.4 55.00 LONGEST FLOWPATH FROM NODE 55.00 TO NODE 100.00 = 2030.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 41.71 13.97 3.644 0.77( 0.52) 2 38.14 32.88 2.181 0.77( 0.55) 3 37.02 34.58 2.116 0.77( 0.55) LONGEST FLOWPATH FROM NODE 5.00 TO NODE ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 48.32 13.97 3.644 0.77( 0.50) 2 48.31 14.44 3.573 0.77( 0.50) 3 44.57 32.88 2.181 0.76( 0.54) 4 43.69 34.18 2.131 0.76( 0.54) 5 43.37 34.58 2.116 0.76( 0.54) TOTAL AREA(ACRES) = 30.58 Ap Ae HEADWATER (ACRES) NODE 0.68 14.8 80.00 0.71 25.9 3.00 0.71 26.2 5.00 100.00 = 2210.00 FEET. Ap Ae HEADWATER (ACRES) NODE 0.65 17.0 80.00 0.65 17.4 500.00 0.71 30.2 3.00 0.71 30.5 55.00 0.71 30.6 5.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 48.32 Tc(MIN.) = 13.972 EFFECTIVE AREA(ACRES) = 17.04 AREA- AVERAGED Fm(INCH /HR) = 0.50 AREA - AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.71 TOTAL AREA(ACRES) = 30.58 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 100.00 = 2210.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 30.58 TC(MIN.) = 13.97 EFFECTIVE AREA(ACRES) = 17.04 AREA- AVERAGED Fm(INCH /HR)= 0.50 AREA- AVERAGED Fp(INCH /HR) = 0.77 AREA- AVERAGED Ap = 0.65 PEAK FLOW RATE(CFS) = 48.32 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 48.32 13.97 3.644 0.77( 0.50) 0.65 17.0 80.00 2 48.31 14.44 3.573 0.77( 0.50) 0.65 17.4 500.00 3 44.57 32.88r 2.181 0.76( 0.54) 0.71 30.2 3.00 4 43.69 34.18 2.131 0.76( 0.54) 0.71 30.5 55.00 5 43.37 34.58 2.116 0.76( 0.54) 0.71 30.6 5.00 END OF RATIONAL METHOD ANALYSIS Ad A C) Developed Unit Hydrograph 2, 10, 25, and 100 -Year Storm Return Frequency, AMC III A n n n Time of concentration for unit hydrographs, developed condition Tract 16572, East side Frequency 2 Year 10 Year 25 Year 100 Year Intensit Developed 2 year 10 year 25 year 100 year AMC Condition Developed III III III III Tc 1 Minutes 35.06 33.71 33.34 32.88 Tc 1 Hours 0.5843 0.5618 0.5557 0.5480 Lag = 0.8 * Tc Hours 0.4675 0.4495 0.4445 0.4384 N I C PROJECT: 1p r4C7 %ca EKST Si b DATE: '�p►.� T'ps rJ0. ENGINEER: 1. Enter the design storm return frequency (years) Z 2. Enter catchment lag (hours) 46-75 3. Enter the catchment area (acres) Z` - AA 4. Enter basef low (cfs/square mile) _ 5. Enter S -Graph proportions (decimal) Valley: Developed Foothill Mountain Valley: Undeveloped b Desert 6. Enter maximum loss rate, F (inch/hour) 7. Enter low loss fraction, Y (decimal) 8. Enter watershed area- averaged 5- minute point rainfall (inches)* Enter watershed area- averaged 30- minute point rain- fall (inches)* Enter watershed area - averaged 1 -hour point rainfall (inches)* Enter watershed area - averaged 3 -hour point rainfall (inches)* Enter watershed area - averaged 6 -hour point rainfall (inches)* Enter watershed area - averaged 24 -hour point rainfall (inches)* 9. Enter 24 -hour storm unit interval (minutes) *Note: enter values unadjusted by depth -area factors SAN BERNARDINO COUNTY HYDROLOGY MANUAL WATERSHED INFORMATION FORM E -28 f iyuI c L_ unit H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 1999,' Version 6.0 Study date 08/06/04 +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Allard Engineering, Fontana, California - SIN 643 --------------------------------------------------------------------- TRACT 16572, EAST SIDE, FONTANA DEVELOPED CONDITION, 2 YEAR STORM, 2 YEAR INTENSITY, AMC III BY: E.I. FILE NAME : 16572ED02 -------------------------------------------------------------- - - - - -- Storm Event Year = 2 Antecedent Moisture Condition = 3 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 27.00 1 1.04 ------------------------------------------------------------------- Rainfall data for year 2 27.00 6 1.76 --------------------------------------------------------------- Rainfall data for year 2 27.00 24 3.40 --------------------------------------------------------------- Rainfall data for year 100 27.00 1 1.52 ----------------------------------------------------------- Rainfall data for year 100 27.00 6 3.90 ------------------------------------------------------------ Rainfall data for year 100 27.00 --------------------------------------------------- 24 9.30 - - - - -- .....ttttt...t+ttttttt....t +t ++ * * * * * * ** Area - averaged max loss SCS curve SCS curve Area No.(AMCII) NO-(AMC 3) (Ac.) 58.0 77.4 10.60 40.0 60.0 16.40 .................................... rate, Fm * * * * * * ** Area Fp(Fig C6) Ap Fm Fraction (In /Hr) (dec.) (In /Hr) 0.393 0.414 1.000 0.414 0.607 0.680 0.600 0.408 Area - averaged adjusted loss rate Fm (In /Hr) = 0.410 * * * * * * * ** Area - Averaged low loss rate fraction, Yb * * * * * * * * ** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 10.60 0.393 58.0 77.4 2.92 0.407 9.84 0.364 40.0 60.0 6.67 0.144 6.56 0.243 98.0 98.0 0.20 0.931 Area - averaged catchment yield fraction, Y = 0.438 Area - averaged low loss fraction, Yb = 0.562 Direct entry of lag time by user +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Watershed area = 27.00(Ac.) Catchment Lag time = 0.468 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 17.8253 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.410(In /Hr) Average low loss rate fraction (Yb) = 0.562 (decimal) VALLEY DEVELOPED S -Graph proportion = 0.669 VALLEY UNDEVELOPED S -Graph proportion = 0.331 FOOTHILL S -Graph proportion = 0.000 MOUNTAIN S -Graph proportion = 0.000 DESERT S -Graph proportion = -0.000 Computed peak 5- minute rainfall Computed peak 30- minute rainfall Specified peak 1 -hour rainfall = Computed peak 3 -hour rainfall = Specified peak 6 -hour rainfall = Specified peak 24 -hour rainfall 0.261(In) 0.534(In) 0.704(In) 1.235 (In) 1.760(In) 3.400 (In) Rainfall depth area reduction factors: Using a total area of 27.00(Ac.) (Ref: fig. E -4) 5- minute factor = 0.999 Adjusted rainfall = 0.260(In) 30- minute factor = 0.999 Adjusted rainfall = 0.533(In) 1 -hour factor = 0.999 Adjusted rainfall = 0.704(In) 3 -hour factor = 1.000 Adjusted rainfall = 1.235(In) 6 -hour factor = 1.000 Adjusted rainfall = 1.760(In) 24 -hour factor = ---------- - - - - -- 1000 - - - - -- Adjusted - rainfall = ------------------ 3.400(In) - - - - -- U n i t H y d r o g r a p h ++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) --------------------------------------------------------------------- (K = 326.53 (CFS)) 1 1.212 3.957 2 4.598 11.057 3 11.406 22.229 4 21.622 33.358 5 33.820 39.832 6 47.908 46.000 7 61.830 45.462 8 71.801 32.557 9 78.713 22.569 10 83.907 16.959 11 87.180 10.687 12 89.804 8.568 13 91.631 5.967 14 92.935 4.260 15 93.750 2.659 16 94.468 2.346 17 95.115 2.113 18 95.708 1.936 19 96.277 1.857 20 96.801 1.713 21 97.080 0.910 22 97.340 0.848 23 97.588 0.811 24 97.784 0.639 25 97.973 0.617 26 98.158 0.606 27 98.335 0.579 28 98.512 0.578 29 98.668 0.508 30 98.798 0.424 31 98.928 0.423 32 99.042 0.375 33 99.149 0.347 34 99.253 0.342 35 99.341 0.287 36 99.424 0.270 37 99.503 0.259 38 99.565 0.201 39 99.624 0.193 40 99.683 0.193 41 99.742 0.193 42 99.801 0.193 43 99.860 0.193 44 99.919 0.193 45 100.000 0.096 ---------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.2604 0.2604 2 0.3436 0.0832 3 0.4041 0.0605 4 0.4534 0.0493 5 0.4957 0.0423 6 0.5332 0.0375 7 0.5671 0.0339 8 0.5983 0.0311 9 0.6271 0.0289 10 0.6541 0.0270 11 0.6795 0.0254 12 0.7036 0.0241 13 0.7330 0.0294 14 0.7614 0.0283 15 0.7888 0.0274 16 0.8153 0.0265 17 0.8410 0.0257 18 0.8659 0.0250 19 0.8902 0.0243 20 0.9139 0.0237 21 0.9371 0.0231 22 0.9596 0.0226 23 0.9817 0.0221 24 1.0034 0.0216 25 1.0246 0.0212 26 1.0453 0.0208 27 1.0657 0.0204 28 1.0858 0.0200 29 1.1054 0.0197 30 1.1248 0.0194 �. 31 1.1438 0.0190 32 1.1626 0.0187 33 1.1811 0.0185 34 1.1992 0.0182 35 1.2172 0.0179 36 1.2349 0.0177 37 1.2523 0.0174 38 1.2695 0.0172 39 1.2864 0.0170 40 1.3032 0.0168 41 1.3197 0.0166 42 1.3361 0.0164 43 1.3523 0.0162 44 1.3682 0.0160 45 1.3840 0.0158 46 1.3997 0.0156 47 1.4151 0.0155 48 1.4305 0.0153 49 1.4456 0.0152 50 1.4606 0.0150 51 1.4755 0.0149 52 1.4902 0.0147 53 1.5048 0.0146 54 1.5192 0.0144 55 1.5335 0.0143 56 1.5477 0.0142 57 1.5618 0.0141 58 1.5757 0.0139 59 1.5896 0.0138 60 1.6033 0.0137 61 1.6169 0.0136 62 1.6304 0.0135 63 1.6438 0.0134 64 1.6570 0.0133 65 1.6702 0.0132 66 1.6833 0.0131 67 1.6963 0.0130 68 1.7092 0.0129 69 1.7220 0.0128 70 1.7347 0.0127 71 1.7473 0.0126 72 1.7599 0.0125 73 1.7714 0.0116 74 1.7829 0.0115 75 1.7943 0.0114 76 1.8056 0.0113 77 1.8169 0.0112 78 1.8281 0.0112 79 1.8391 0.0111 80 1.8502 0.0110 81 1.8611 0.0109 82 1.8720 0.0109 83 1.8828 0.0108 84 1.8936 0.0107 85 1.9042 0.0107 86 1.9148 0.0106 87 1.9254 0.0105 ( 88 1.9359 0.0105 ✓ 89 1.9463 0.0104 90 1.9566 0.0104 91 1.9669 0.0103 92 1.9772 0.0102 93 1.9873 0.0102 94 1.9975 0.0101 95 2.0075 0.0101 96 2.0175 0.0100 97 2.0275 0.0100 98 2.0374 0.0099 99 2.0473 0.0098 100 2.0571 0.0098 101 2.0668 0.0097 102 2.0765 0.0097 103 2.0861 0.0096 104 2.0957 0.0096 105 2.1053 0.0095 106 2.1148 0.0095 107 2.1242 0.0095 108 2.1336 0.0094 109 2.1430 0.0094 110 2.1523 0.0093 111 2.1616 0.0093 112 2.1708 0.0092 113 2.1800 0.0092 114 2.1892 0.0091 115 2.1983 0.0091 116 2.2073 0.0091 117 2.2163 0.0090 118 2.2253 0.0090 119 2.2342 0.0089 120 2.2431 0.0089 121 2.2520 0.0089 122 2.2608 0.0088 123 2.2696 0.0088 124 2.2784 0.0087 125 2.2871 0.0087 126 2.2957 0.0087 127 2.3044 0.0086 128 2.3130 0.0086 129 2.3215 0.0086 130 2.3301 0.0085 131 2.3386 0.0085 132 2.3470 0.0085 133 2.3555 0.0084 134 2.3639 0.0084 135 2.3722 0.0084 136 2.3806 0.0083 137 2.3889 0.0083 138 2.3971 0.0083 139 2.4054 0.0082 140 2.4136 0.0082 141 2.4217 0.0082 142 2.4299 0.0081 143 2.4380 0.0081 144 2.4461 0.0081 [ 145 2.4541 0.0081 146 2.4622 0.0080 147 2.4702 0.0080 148 2.4781 0.0080 149 2.4861 0.0079 150 2.4940 0.0079 151 2.5019 0.0079 152 2.5097 0.0079 153 2.5175 0.0078 154 2.5253 0.0078 155 2.5331 0.0078 156 2.5409 0.0077 157 2.5486 0.0077 158 2.5563 0.0077 159 2.5640 0.0077 160 2.5716 0.0076 161 2.5792 0.0076 162 2.5868 0.0076 163 2.5944 0.0076 164 2.6020 0.0075 165 2.6095 0.0075 166 2.6170 0.0075 167 2.6245 0.0075 168 2.6319 0.0075 169 2.6393 0.0074 170 2.6467 0.0074 171 2.6541 0.0074 172 2.6615 0.0074 173 2.6688 0.0073 174 2.6761 0.0073 175 2.6834 0.0073 176 2.6907 0.0073 177 2.6980 0.0073 178 2.7052 0.0072 179 2.7124 0.0072 180 2.7196 0.0072 181 2.7268 0.0072 182 2.7339 0.0071 183 2.7410 0.0071 184 2.7481 0.0071 185 2.7552 0.0071 186 2.7623 0.0071 187 2.7693 0.0070 188 2.7764 0.0070 189 2.7834 0.0070 190 2.7903 0.0070 191 2.7973 0.0070 192 2.8043 0.0069 193 2.8112 0.0069 194 2.8181 0.0069 195 2.8250 0.0069 196 2.8319 0.0069 197 2.8387 0.0069 198 2.8455 0.0068 199 2.8524 0.0068 200 2.8592 0.0068 201 2.8659 0.0068 202 2.8727 0.0068 203 2.8795 0.0067 204 2.8862 0.0067 205 2.8929 0.0067 206 2.8996 0.0067 207 2.9063 0.0067 208 2.9129 0.0067 209 2.9196 0.0066 210 2.9262 0.0066 211 2.9328 0.0066 212 2.9394 0.0066 213 2.9460 0.0066 214 2.9526 0.0066 215 2.9591 0.0065 216 2.9656 0.0065 217 2.9721 0.0065 218 2.9786 0.0065 219 2.9851 0.0065 220 2.9916 0.0065 221 2.9980 0.0065 222 3.0045 0.0064 223 3.0109 0.0064 224 3.0173 0.0064 225 3.0237 0.0064 226 3.0301 0.0064 227 3.0364 0.0064 228 3.0428 0.0063 229 3.0491 0.0063 230 3.0554 0.0063 231 3.0617 0.0063 232 3.0680 0.0063 233 3.0743 0.0063 234 3.0806 0.0063 235 3.0868 0.0062 236 3.0930 0.0062 237 3.0993 0.0062 238 3.1055 0.0062 239 3.1116 0.0062 240 3.1178 0.0062 241 3.1240 0.0062 242 3.1301 0.0062 243 3.1363 0.0061 244 3.1424 0.0061 245 3.1485 0.0061 246 3.1546 0.0061 247 3.1607 0.0061 248 3.1668 0.0061 249 3.1728 0.0061 250 3.1789 0.0060 251 3.1849 0.0060 252 3.1909 0.0060 253 3.1969 0.0060 254 3.2029 0.0060 255 3.2089 0.0060 256 3.2149 0.0060 257 3.2208 0.0060 258 3.2268 0.0059 259 3.2327 0.0059 260 3.2387 0.0059 261 3.2446 0.0059 262 3.2505 0.0059 263 3.2564 0.0059 264 3.2622 0.0059 265 3.2681 0.0059 266 3.2739 0.0059 267 3.2798 0.0058 268 3.2856 0.0058 269 3.2914 0.0058 270 3.2972 0.0058 271 3.3030 0.0058 272 3.3088 0.0058 273 3.3146 0.0058 274 3.3204 0.0058 275 3.3261 0.0058 276 3.3318 0.0057 277 3.3376 0.0057 278 3.3433 0.0057 279 3.3490 0.0057 280 3.3547 0.0057 281 3.3604 0.0057 282 3.3661 0.0057 283 3.3717 0.0057 284 3.3774 0.0057 285 3.3830 0.0056 286 3.3886 0.0056 287 3.3943 0.0056 288 -------- 3.3999 0.0056 - Unit - - - -- Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) --------------------------------------------------------------------- 1 0.0056 0.0032 0.0025 2 0.0056 0.0032 0.0025 3 0.0056 0.0032 0.0025 4 0.0057 0.0032 0.0025 5 0.0057 0.0032 0.0025 6 0.0057 0.0032 0.0025 7 0.0057 0.0032 0.0025 8 0.0057 0.0032 0.0025 9 0.0057 0.0032 0.0025 10 0.0058 0.0032 0.0025 11 0.0058 0.0032 0.0025 12 0.0058 0.0032 0.0025 13 0.0058 0.0033 0.0025 14 0.0058 0.0033 0.0026 15 0.0058 0.0033 0.0026 16 0.0059 0.0033 0.0026 17 0.0059 0.0033 0.0026 18 0.0059 0.0033 0.0026 19 0.0059 0.0033 0.0026 20 0.0059 0.0033 0.0026 21 0.0059 0.0033 0.0026 22 0.0060 0.0033 0.0026 23 0.0060 0.0034 0.0026 24 0.0060 0.0034 0.0026 25 0.0060 0.0034 0.0026 26 0.0060 0.0034 0.0026 27 0.0061 0.0034 0.0027 28 0.0061 0.0034 0.0027 29 0.0061 0.0034 0.0027 30 0.0061 0.0034 0.0027 31 0.0061 0.0034 0.0027 32 0.0062 0.0035 0.0027 33 0.0062 0.0035 0.0027 34 0.0062 0.0035 0.0027 35 0.0062 0.0035 0.0027 36 0.0062 0.0035 0.0027 37 0.0063 0.0035 0.0027 38 0.0063 0.0035 0.0028 39 0.0063 0.0035 0.0028 40 0.0063 0.0035 0.0028 41 0.0063 0.0036 0.0028 42 0.0064 0.0036 0.0028 43 0.0064 0.0036 0.0028 44 0.0064 0.0036 0.0028 45 0.0064 0.0036 0.0028 46 0.0065 0.0036 0.0028 47 0.0065 0.0036 0.0028 48 0.0065 0.0036 0.0028 49 0.0065 0.0037 0.0029 50 0.0065 0.0037 0.0029 51 0.0066 0:0037 0.0029 52 0.0066 0.0037 0.0029 53 0.0066 0.0037 0.0029 54 0.0066 0.0037 0.0029 55 0.0067 0.0038 0.0029 56 0.0067 0.0038 0.0029 57 0.0067 0.0038 0.0029 58 0.0067 0.0038 0.0030 59 0.0068 0.0038 0.0030 60 0.0068 0.0038 0.0030 61 0.0068 0.0038 0.0030 62 0.0069 0.0038 0.0030 63 0.0069 0.0039 0.0030 64 0.0069 0.0039 0.0030 65 0.0069 0.0039 0.0030 66 0.0070 0.0039 0.0031 67 0.0070 0.0039 0.0031 68 0.0070 0.0039 0.0031 69 0.0071 0.0040 0.0031 70 0.0071 0.0040 0.0031 71 0.0071 0.0040 0.0031 72 0.0071 0.0040 0.0031 73 0.0072 0.0040 0.0032 74 0.0072 0.0040 0.0032 75 0.0073 0.0041 0.0032 76 0.0073 0.0041 0.0032 77 0.0073 0.0041 0.0032 78 0.0073 0.0041 0.0032 79 0.0074 0.0041 0.0032 - 80 0.0074 0.0042 0.0032 81 0.0075 0.0042 0.0033 82 0.0075 0.0042 0.0033 83 0.0075 0.0042 0.0033 84 0.0075 0.0042 0.0033 85 0.0076 0.0043 0.0033 86 0.0076 0.0043 0.0033 87 0.0077 0.0043 0.0034 88 0.0077 0.0043 0.0034 89 0.0077 0.0044 0.0034 90 0.0078 0.0044 0.0034 91 0.0078 0.0044 0.0034 92 0.0079 0.0044 0.0034 93 0.0079 0.0044 0.0035 94 0.0079 0.0045 0.0035 95 0.0080 0.0045 0.0035 96 0.0080 0.0045 0.0035 97 0.0081 0.0045 0.0035 98 0.0081 0.0046 0.0036 99 0.0082 0.0046 0.0036 100 0.0082 0.0046 0.0036 101 0.0083 0.0046 0.0036 102 0.0083 0.0047 0.0036 103 0.0084 0.0047 0.0037 104 0.0084 0.0047 0.0037 105 0.0085 0.0048 0.0037 106 0.0085 0.0048 0.0037 107 0.0086 0.0048 0.0038 108 0.0086 0.0048 0.0038 109 0.0087 0.0049 0.0038 110 0.0087 0.0049 0.0038 111 0.0088 0.0049 0.0039 112 0.0088 0.0050 0.0039 113 0.0089 0.0050 0.0039 114 0.0089 0.0050 0.0039 115 0.0090 0.0051 0.0040 116 0.0091 0.0051 0.0040 117 0.0091 0.0051 0.0040 118 0.0092 0.0052 0.0040 119 0.0093 0.0052 0.0041 120 0.0093 0.0052 0.0041 121 0.0094 0.0053 0.0041 122 0.0095 0.0053 0.0041 123 0.0095 0.0054 0.0042 124 0.0096 0.0054 0.0042 125 0.0097 0.0054 0.0042 126 0.0097 0.0055 0.0043 127 0.0098 0.0055 0.0043 128 0.0099 0.0056 0.0043 129 0.0100 0.0056 0.0044 130 0.0101 0.0057 0.0044 131 0.0102 0.0057 0.0045 132 0.0102 0.0058 0.0045 133 0.0104 0.0058 0.0045 134 0.0104 0.0059 0.0046 135 0.0105 0.0059 0.0046 136 0.0106 0.0060 0.0047 137 0.0107 0.0060 0.0047 138 0.0108 0.0061 0.0047 139 0.0109 0.0061 0.0048 140 0.0110 0.0062 0.0048 141 0.0112 0.0063 0.0049 142 0.0112 0.0063 0.0049 143 0.0114 0.0064 0.0050 144 0.0115 0.0065 0.0050 145 0.0125 0.0070 0.0055 146 0.0126 0.0071 0.0055 147 0.0128 0.0072 0.0056 148 0.0129 0.0072 0.0057 149 0.0131 0.0073 0.0057 150 0.0132 0.0074 0.0058 151 0.0134 0.0075 0.0059 152 0.0135 0.0076 0.0059 153 0.0137 0.0077 0.0060 154 0.0138 0.0078 0.0061 155 0.0141 0.0079 0.0062 156 0.0142 0.0080 0.0062 157 0.0144 0.0081 0.0063 158 0.0146 0.0082 0.0064 159 0.0149 0.0083 0.0065 160 0.0150 0.0084 0.0066 161 0.0153 0.0086 0.0067 162 0.0155 0.0087 0.0068 163 0.0158 0.0089 0.0069 164 0.0160 0.0090 0.0070 165 0.0164 0'.0092 0.0072 166 0.0166 0.0093 0.0073 167 0.0170 0.0095 0.0074 168 0.0172 0.0097 0.0075 169 0.0177 0.0099 0.0078 170 0.0179 0.0101 0.0079 171 0.0185 0.0104 0.0081 172 0.0187 0.0105 0.0082 173 0.0194 0.0109 0.0085 174 0.0197 0.0111 0.0086 175 0.0204 0.0115 0.0089 176 0.0208 0.0117 0.0091 177 0.0216 0.0121 0.0095 178 0.0221 0.0124 0.0097 179 0.0231 0.0130 0.0101 180 0.0237 0.0133 0.0104 181 0.0250 0.0140 0.0109 182 0.0257 0.0144 0.0113 183 0.0274 0.0154 0.0120 184 0.0283 0.0159 0.0124 185 0.0241 0.0135 0.0106 186 0.0254 0.0143 0.0111 187 0.0289 0.0162 0.0127 188 0.0311 0.0175 0.0136 189 0.0375 0.0211 0.0164 190 0.0423 0.0238 0.0186 191 0.0605 0.0340 0.0265 192 0.0832 0.0342 0.0490 193 0.2604 0.0342 0.2262 194 0.0493 0.0277 0.0216 195 0.0339 0.0190 0.0149 196 0.0270 0.0152 0.0118 197 0.0294 0.0165 0.0129 198 0.0265 0.0149 0.0116 199 0.0243 0.0137 0.0107 200 0.0226 0.0127 0.0099 201 0.0212 0.0119 0.0093 202 0.0200 0.0112 0.0088 203 0.0190 0.0107 0.0083 204 0.0182 0.0102 0.0080 205 0.0174 0.0098 0.0076 206 0.0168 0.0094 0.0073 207 0.0162 0.0091 0.0071 208 0.0156 0.0088 0.0069 209 0.0152 0.0085 0.0066 210 0.0147 0.0083 0.0065 211 0.0143 0.0080 0.0063 212 0.0139 0.0078 0.0061 213 0.0136 0.0076 0.0060 214 0.0133 0.0075 0.0058 215 0.0130 0.0073 0.0057 216 0.0127 0.0071 0.0056 217 0.0116 0.0065 0.0051 218 0.0113 0.0064 0.0050 219 0.0111 0.0062 0.0049 220 0.0109 0.0061 0.0048 221 0.0107 0.0060 0.0047 222 0.0105 0.0059 0.0046 223 0.0103 0.0058 0.0045 ' 224 0.0101 0.0057 0.0044 225 0.0100 0.0056 0.0044 226 0.0098 0.0055 0.0043 227 0.0096 0.0054 0.0042 228 0.0095 0.0053 0.0042 229 0.0094 0.0053 0.0041 230 0.0092 0.0052 0.0040 231 0.0091 0.0051 0.0040 232 0.0090 0.0050 0.0039 233 0.0089 0.0050 0.0039 234 0.0087 0.0049 0.0038 235 0.0086 0.0049 0.0038 236 0.0085 0.0048 0.0037 237 0.0084 0.0047 0.0037 238 0.0083 0.0047 0.0037 239 0.0082 0.0046 0.0036 240 0.0081 0.0046 0.0036 241 0.0081 0.0045 0.0035 242 0.0080 0.0045 0.0035 243 0.0079 0.0044 0.0035 244 0.0078 0.0044 0.0034 245 0.0077 0.0043 0.0034 246 0.0076 0.0043 0.0034 247 0.0076 0.0043 0.0033 248 0.0075 0.0042 0.0033 249 0.0074 0.0042 0.0033 250 0.0074 0.0041 0.0032 251 0.0073 0.0041 0.0032 252 0.0072 0.0041 0.0032 253 0.0072 0.0040 0.0031 254 0.0071 0.0040 0.0031 255 0.0070 0.0040 0.0031 256 0.0070 0.0039 0.0031 257 0.0069 0.0039 0.0030 258 0.0069 0.0039 0.0030 259 0.0068 0.0038 0.0030 260 0.0068 0.0038 0.0030 261 0.0067 0.0038 0.0029 262 0.0067 0.0037 0.0029 263 0.0066 0.0037 0.0029 264 0.0066 0.0037 0.0029 265 0.0065 0.0037 0.0029 266 0.0065 0.0036 0.0028 267 0.0064 0.0036 0.0028 268 0.0064 0.0036 0.0028 269 0.0063 0.0036 0.0028 270 0.0063 0.0035 0.0028 271 0.0062 0.0035 0.0027 272 0.0062 0.0035 0.0027 273 0.0062 0.0035 0.0027 274 0.0061 0.0034 0.0027 275 0.0061 0.0034 0.0027 276 0.0060 0.0034 0.0027 277 0.0060 0.0034 0.0026 278 0.0060 0.0034 0.0026 279 0.0059 0.0033 0.0026 280 0.0059 0.0033 0.0026 281 0.0059 0.0033 0.0026 282 0.0058 0.0033 0.0026 283 0.0058 0.0033 6.0025 284 0.0058 0.0032 0.0025 285 0.0057 0.0032 0.0025 286 0.0057 0.0032 0.0025 287 0.0057 0.0032 0.0025 288 0.0056 0.0032 0.0025 -------------------------------------------------------------------- -------------------------------------------------------------------- Total soil rain loss = 1.78(In) Total effective rainfall = 1.62(In) Peak flow rate in flood hydrograph = 16.60(CFS) --------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 ----------------------------------------------------------------------- 0+ 5 0.0001 0.01 Q 0 +10 0.0003 0.04 Q 0 +15 0.0010 0.09 Q 0 +20 0.0022 0.17 Q C 0 +25 0.0040 0.27 Q 0 +30 0.0067 0.39 Q 0 +35 0.0101 0.50 Q 0 +40 0.0141 0.58 VQ 0 +45 0.0185 0.64 VQ 0 +50 0.0232 0.68 VQ 0 +55 0.0281 0.71 VQ 1+ 0 0.0331 0.73 VQ 1+ 5 0.0383 0.75 VQ 1 +10 0.0435 0.76 VQ 1 +15 0.0489 0.77 VQ 1 +20 0.0542 0.78 VQ 1 +25 0.0596 0.79 VQ 1 +30 0.0651 0.79 VQ 1 +35 0.0706 0.80 VQ 1 +40 0.0762 0.81 VQ 1 +45 0.0817 0.81 VQ 1 +50 0.0874 0.82 VQ 1 +55 0.0930 0.82 IQ 2+ 0 0.0987 0.82 2+ 5 0.1044 0.83 iQ 2 +10 0.1101 0.83 IQ 2 +15 0.1159 0.84 IQ 2 +20 0.1217 0.84 IQ 2 +25 0.1275 0.84 IQ 2 +30. 0.1333 0.85 IQ 2 +35 0.1392 0.85 IQ C. 2 +40 0.1451 0.85 IQ 2 +45 0.1510 0.86 IQ 2 +50 0.1569 0.86 IQ 2 +55 0.1629 0.87 IQ 3+ 0 0.1689 0.87 IQ 3+ 5 0.1749 0.87 IQ 3 +10 0.1809 0.88 IQ 3 +15 0.1869 0.88 IQV 3 +20 0.1930 0.88 IQV 3 +25 0.1991 0.89 IQV 3 +30 0.2052 0.89 IQV 3 +35 0.2114 0.89 IQV 3 +40 0.2176 0.90 IQV 3 +45 0.2238 0.90 IQV 3 +50 0.2300 0.90 IQV 3 +55 0.2362 0.91 IQV 4+ 0 0.2425 0.91 IQV 4+ 5 0.2487 0.91 IQV 4 +10 0.2550 0.92 IQV 4 +15 0.2614 0.92 IQV 4 +20 0.2677 0.92 IQV 4 +25 0.2741 0.92 IQ V 4 +30 0.2805 0.93 IQ V 4 +35 0.2869 0.93 IQ V 4 +40 0.2933 0.93 IQ V 4 +45 0.2998 0.94 IQ V 4 +50 0.3063 0.94 IQ V 4 +55 0.3128 0.95 IQ V 5+ 0 0.3193 0.95 IQ V 5+ 5 0.3259 0.95 IQ V 5 +10 0.3325 0.96 IQ V 5 +15 0.3391 0.96 IQ V 5 +20 0.3457 0.96 IQ V 5 +25 0.3524 0.97 IQ V 5 +30 0.3591 0.97 IQ V 5 +35 0.3658 0.97 IQ V 5 +40 0.3725 0.98 IQ V 5 +45 0.3793 0.98 IQ V 5 +50 0.3861 0.99 IQ V 5 +55 0.3929 0.99 IQ V 6+ 0 0.3998 0.99 IQ V 6+ 5 0.4066 1.00 IQ V 6 +10 0.4136 1.00 I Q V 6 +15 0.4205 1.01 I Q V 6 +20 0.4275 1.01 I Q V 6 +25 0.4345 1.02 I Q V 6 +30 0.4415 1.02 I Q V 6 +35 0.4485 1.02 I Q V 6 +40 0.4556 1.03 I Q V 6 +45 0.4628 1.03 I Q V 6 +50 0.4699 1.04 I Q V 6 +55 0.4771 1.04 I Q V 7+ 0 0.4843 1.05 I Q V 7+ 5 0.4916 1.05 I Q V 7 +10 0.4988 1.06 I Q V 7 +15 0.5062 1.06 I Q V 7 +20 0.5135 1.07 I Q V 7 +25 0.5209 1.07 I Q V 7 +30 0.5283 1.08 I Q V 7 +35 0.5358 1.08 Q V 7 +40 0.5433 1.09 Q V 7 +45 0.5508 1.09 Q V 7 +50 0.5584 1.10 Q V 7 +55 0.5660 1.10 Q V 8+ 0 0.5736 1.11 Q V 8+ 5 0.5813 1.12 Q V 8 +10 0.5890 1.12 Q V 8 +15 0.5968 1.13 Q V 8 +20 0.6046 1.13 Q V 8 +25 0.6125 1.14 Q V 8 +30 0.6204 1.15 Q V 8 +35 0.6283 1.15 ( Q V 8 +40 0.6363 1.16 Q V 8 +45 0.6443 1.16 Q V 8 +50 0.6524 1.17 Q V 8 +55 0.6605 1.18 Q V 9+ 0 0.6686 1.18 Q V 9+ 5 0.6768 1.19 Q V 9 +10 0.6851 1.20 Q V 9 +15 0.6934 1.21 Q V 9 +20 0.7017 1.21 Q V 9 +25 0.7101 1.22 Q V 9 +30 0.7186 1.23 Q V 9 +35 0.7271 1.24 Q V 9 +40 0.7357 1.24 Q V 9 +45 0.7443 1.25 Q V 9 +50 0.7530 1.26 Q V 9 +55 0.7617 1.27 ( Q V 10+ 0 0.7705 1.28 Q V 10+ 5 0.7793 1.28 Q V 10 +10 0.7882 1.29 Q V 10 +15 0.7972 1.30 Q V 10 +20 0.8062 1.31 Q V 10 +25 0.8153 1.32 Q V 10 +30 0.8245 1.33 Q VI 10 +35 0.8337 1.34 Q V1 10 +40 0.8430 1.35 Q VI 10 +45 0.8524 1.36 Q V1 10 +50 0.8618 1.37 Q V1 10 +55 0.8713 1.38 Q VI 11+ 0 0.8809 1.39 Q V1 11+ 5 0.8905 1.40 Q VI 11 +10 0.9003 1.41 Q V1 11 +15 0.9101 1.42 Q V 11 +20 0.9200 1.44 Q V 11 +25 0.9299 1.45 Q V 11 +30 0.9400 1.46 Q V 11 +35 0.9502 1.47 Q V 11 +40 0.9604 1.49 Q V 11 +45 0.9707 1.50 Q V 11 +50 0.9812 1.51 Q V 11 +55 0.9917 1.53 Q V 12+ 0. 1.0023 1.54 Q IV 12+ 5 1.0130 1.56 Q IV c 12 +10 1.0239 1.58 Q IV 12 +15 1.0350 1.60 Q IV Lq m 12 +20 1.0462 1.63 1 Q IV 12 +25 1.0577 1.66 1 Q IV 12 +30 1.0694 1.70 Q IV 12 +35 1.0813 1.74 Q IV 12+40 1.0935 1.77 I Q I V 12 +45 1.1058 1.79 Q I V 12 +50 1.1184 1.82 Q I V 12 +55 1.1311 1.84 Q I V 13+ 0 1.1439 1.87 Q I V 13+ 5 1.1570 1.89 Q I V 13 +10 1.1702 1.92 Q I V 13 +15 1.1836 1.94 Q I V 13 +20 1.1971 1.97 Q I V 13 +25 1.2108 1.99 1 Q I V 13 +30 1.2248 2.02 Q I V 13 +35 1.2389 2.05 Q I V 13 +40 1.2532 2.08 Q I V 13 +45 1.2677 2.11 Q I V 13 +50 1.2824 2.14 Q I V 13 +55 1.2974 2.17 Q I V 14+ 0 1.3126 2.21 Q I V 14+ 5 1.3281 2.24 Q I V 14 +10 1.3438 2.28 Q I V 14 +15 1.3598 2.32 Q I V 14 +20 1.3761 2.37 ( Q I V 14 +25 1.3927 2.41 Q I V 14 +30 1.4096 2.46 Q I V 14 +35 1.4269 2.51 Q I V 14+40 1.4446 2.57 Q I V 14 +45 1.4627 2.62 Q I V 14 +50 1.4812 2.69 Q I V 14 +55 1.5001 2.75 Q I V 15+ 0 1.5196 2.83 Q I V 15+ 5 1.5396 2.91 Q I V 15 +10 1.5602 2.99 Q I V 15 +15 1.5815 3.09 Q I V 15 +20 1.6034 3.19 Q I V 15 +25 1.6261 3.30 Q I V 15 +30 1.6496 3.40 Q I V 15 +35 1.6736 3.49 Q I V 15 +40 1.6981 3.56 Q I V 15 +45 1.7233 3.66 Q I V 15 +50 1.7493 3.78 Q I VI 15 +55 1.7768 3.98 Q I VI 16+ 0 1.8072 4.42 Q I VI 16+ 5 1.8474 5.84 IQ V 16 +10 1.9030 8.07 Q V 16 +15 1.9793 11.08 IVQ 16 +20 2.0748 13.86 V Q 16 +25 2.1813 15.48 ( V Q 16+30 2.2957 16.60 V I Q 16 +35 2.4050 15.88 V IQ 16 +40 2.4918 12.61 Q V 16 +45. 2.5606 9.98 Q1 V 1 16 +50 2.6177 8.29 Q I V 1 16 +55 2.6634 6.63 Q I VI 17+ 0 2.7036 5.83 IQ I VI m A 17+ 5 2.7380 5.00 Ql V 17 +10 2.7682 4.38 Q V 17 +15 2.7947 3.85 Q V 17 +20 2.8196 3.61 Q IV 17 +25 2.8431 3.42 Q IV 17 +30 2.8655 3.25 Q IV 17 +35 2.8869 3.11 Q V 17 +40 2.9072 2.95 Q V 17 +45 2.9257 2.69 Q V 17 +50 2.9435 2.58 Q V 17 +55 2.9607 2.50 Q V 18+ 0 2.9772 2.39 Q I V 18+ 5 2.9932 2.32 Q V 18 +10 3.0087 2.25 Q I V 18 +15 3.0237 2.18 Q V 18 +20 3.0383 2.12 I Q I V 18 +25 3.0523 2.04 Q V 18 +30 3.0658 1.96 Q V 18 +35 3.0789 1.90 Q V 18 +40 3.0915 1.83 Q V 18 +45 3.1038 1.78 Q V 18 +50 3.1157 1.74 Q V 18 +55 3.1273 1.69 Q V 19+ 0 3.1387 1.65 Q V 19+ 5 3.1498 1.61 Q V 19 +10 3.1606 1.57 Q V 19 +15 3.1711 1.54 Q V 19 +20 3.1816 1.51 Q V 19 +25 3.1918 1.49 Q V 19 +30 3.2018 1.46 Q V 19 +35 3.2117 1.44 Q V 19 +40 3.2214 1.41 Q V 19 +45 3.2308 1.36 Q V 19 +50 3.2399 1.32 Q V 19 +55 3.2489 1.30 Q V 20+ 0 3.2577 1.28 Q V 20+ 5 3.2664 1.27 Q V 20 +10 3.2750 1.25 Q V 20 +15 3.2835 1.23 � Q � � V 20 +20 3.2919 1.22 Q V 20+25 3.3001 1.20 Q V 20+30 3.3083 1.19 Q V 20 +35 3.3164 1.17 Q V 20 +40 3.3244 1.16 Q V 20 +45 3.3323 1.15 Q V 20 +50 3.3401 1.13 Q V 20 +55 3.3478 1.12 Q V 21+ 0 3.3554 1.11 Q V 21+ 5 3.3630 1.10 1 Q V 21 +10 3.3705 1.09 1 Q V 21 +15 3.3779 1.08 Q V 21 +20 3.3852 1.07 Q V 21 +25 3.3925 1.06 Q V 21 +30. 3.3997 1.05 Q V 21 +35 3.4068 1.04 Q V 21 +40 3.4139 1.03 Q V 21 +45 3.4209 1.02 Q ( V 21 +50 3.4279 1.01 Q V 21 +55 3.4348 1.00 I Q ( V 22+ 0 3.4416 0.99 (Q ( V 22+ 5 3.4484 0.98 IQ V 22 +10 3.4551 0.98 IQ V 22 +15 3.4618 0.97 IQ ( V 22 +20 3.4684 0.96 IQ V 22 +25 3.4750 0.95 IQ V 22 +30 3.4815 0.95 IQ ( v 22 +35 3.4880 0.94 IQ V 22 +40 3.4944 0.93 IQ V 22 +45 3.5008 0.93 IQ ( V 22 +50 3.5071 0.92 IQ V 22 +55 3.5134 0.91 IQ ( v 23+ 0 3.5196 0.91 IQ V 23+ 5 3.5258 0.90 IQ V 23 +10 3.5320 0.89 IQ V 23 +15 3.5381 0.89 IQ V 23 +20 3.5442 0.88 IQ VI 23 +25 3.5502 0.88 IQ V 23 +30 3.5562 0.87 IQ VI 23 +35 3.5622 0.87 IQ V 23 +40 3.5681 0.86 IQ VI 23 +45 3.5740 0.85 IQ V 23 +50 3.5798 0.85 IQ VI 23 +55 3.5856 0.84 IQ V 24+ 0 3.5914 0.84 IQ VI 24+ 5 3.5971 0.82 IQ V 24 +10 3.6026 0.79 IQ VI 24 +15 3.6076 0.73 IQ V 24 +20 3.6121 0.65 IQ VI 24 +25 3.6158 0.55 IQ VI 24 +30 3.6188 0.43 Q VI 24 +35 3.6209 0.32 Q VI 24 +40 3.6226 0.23 Q VI 24 +45 3.6238 0.18 Q VI 24 +50 3.6247 0.13 Q VI 24 +55 3.6254 0.11 Q V1 25+ 0 3.6260 0.09 Q VI 25+ 5 3.6265 0.07 Q VI 25 +10 3.6269 0.06 Q VI 25 +15 3.6273 0.05 Q VI 25 +20 3.6276 0.05 Q VI 25 +25 3.6279 0.04 Q VI 25 +30 3.6281 0.04 Q VI 25 +35 3.6283 0.03 Q VI 25 +40 3.6285 0.03 Q VI 25 +45 3.6287 0.02 Q VI 25 +50 3.6288 0.02 Q VI 25 +55 3.6290 0.02 Q VI 26+ 0 3.6291 0.02 Q VI 26+ 5 3.6292 0.02 Q V1 26 +10 3.6293 0.02 Q VI 26 +15. 3.6294 0.01 Q V 26 +20 3.6295 0.01 Q V 26 +25 3.6296 0.01 Q V 26 +30 3.6296 0.01 Q ( V * 26 +35 3.6297 0.01 Q V� VI ( 26 +40 3.6297 0.01 Q X11✓' 26 +45 3.6298 0.01 Q V 26 +50 3.6298 0.01 Q VI 26 +55 3.6299 0.01 Q VI 27+ 0 3.6299 0.00 Q ( V1 27+ 5 3.6299 0.00 Q VI 27 +10 3.6299 0.00 Q VI 27 +15 3.6300 0.00 Q VI 27 +20 3.6300 0.00 Q VI 27 +25 3.6300 0.00 Q VI 27 +30 3.6300 0.00 Q VI 27 +35 3.6300 0.00 Q VI 27 +40 ----------------------------------------------------------------- 3.6300 0.00 Q V - - - - -- X IN PROJECT: ' V_NCC 16511 6 -k-Ss' Si'DE. DATE: ENGINEER: 1. Enter the design storm return frequency (years) 10 2. Enter catchment lag (hours) 0.4496 3. Enter the catchment area (acres) 1 4. Enter basef low (cfs/square mile) 5. Enter S -Graph proportions (decimal) Valley: Developed \®,60 Foothill Mountain Valley: Undeveloped l'o• �0 Desert 6. Enter maximum loss rate, F (inch/hour) 7. Enter low loss fraction, Y (decimal) 8. Enter watershed area - averaged 5- minute point rainfall (inches)* Enter watershed area - averaged 30- minute point rain- fall (inches)* Enter watershed area - averaged 1 -hour point rainfall (inches)* Enter watershed area - averaged 3 -hour point rainfall (inches)* Enter watershed area - averaged 6 -hour point rainfall (inches)* Enter watershed area - averaged 24 -hour point rainfall (inches)* 9. Enter 24 -hour storm unit interval (minutes) *Note: enter values unadjusted by depth -area factors SAN BERNARDINO COUNTY HYDROLOGY MANUAL E -28 mgure t -i U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 1999,* Version 6.0 Study date 03/31/04 +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Allard Engineering, Fontana, California - SIN 643 --------------------------------------------------------------------- TRACT 16572, EAST SIDE, FONTANA DEVELOPED CONDITION, 10 YEAR STORM, 10 YEAR INTENSITY, AMC III BY: E.I. FILE NAME: 16572ED10 ---------------------------------------------------------- ---- - - - - -- Storm Event Year = 10 Antecedent Moisture Condition = 3 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 29.48 1 1.04 -------------------------------------------------------------------- Rainfall data for year 2 29.48 6 1.76 -------------------------------------------------------------------- Rainfall data for year 2 29.48 24 3.40 -------------------------------------------------------------------- Rainfall data for year 100 29.48 1 1.52 -------------------------------------------------------------------- Rainfall data for year 100 29.48 6 3.90 -------------------------------------------------------------------- Rainfall data for year 100 29.48 -------------------------------------------------------------- 24 9.30 - - - - -- tt +tt+ + + + +t + +t + + ++ + + + +tt + + +t + ++ * * * * * * ** Area- averaged max loss SCS curve SCS curve Area No.(AMCII) NO.(AMC 3) (Ac.) 58.0 77.4 10.60 40.0 60.0 18.88 rate, Fm * * * * * * ** Area Fp(Fig C6) Ap Fm Fraction (In /Hr) (dec.) (In /Hr) 0.360 0.414 1.000 0.414 0.640 0.680 0.600 0.408 Area- averaged adjusted loss rate Fm (In /Hr) = 0.410 * * * * * * * ** Area- Averaged low loss rate fraction, Yb * * * * * * * * ** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 10.60 0.360 58.0 77.4 2.92 0.578 11.33 0.384 40.0 60.0 6.67 0.311 7.55 0.256 98.0 98.0 0.20 0.959 Area- averaged catchment yield fraction, Y = 0.573 Area - averaged low loss fraction, Yb = 0.427 Direct entry of lag time by user +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Watershed area = 29.48(Ac.) Catchment Lag time = 0.450 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 18.5350 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.410(In /Hr) Average low loss rate fraction (Yb) = 0.427 (decimal) VALLEY DEVELOPED S -Graph proportion = 0.386 VALLEY UNDEVELOPED S -Graph proportion = 0.614 FOOTHILL S -Graph proportion = 0.000 MOUNTAIN S -Graph proportion = 0.000 DESERT S -Graph proportion = 0.000 Computed peak 5- minute rainfall Computed peak 30- minute rainfall Specified peak 1 -hour rainfall = Computed peak 3 -hour rainfall = Specified peak 6 -hour rainfall = Specified peak 24 -hour rainfall 0.385(In) 0.788(In) 1.040(In) 1.841(In) 2.640 (In) 5.827 (In) Rainfall depth area reduction factors: Using a total area of 29.48(Ac.) (Ref: fig. E -4) 5- minute factor = 0.999 Adjusted rainfall = 0.384(In) 30- minute factor = 0.999 Adjusted rainfall = 0.787(In) 1 -hour factor = 0.999 Adjusted rainfall = 1.039(In) 3 -hour factor = 1.000 Adjusted rainfall = 1.841(In) 6 -hour factor = 1.000 Adjusted rainfall = 2.640(In) 24 -hour factor = 1000 - - - - -- Adjusted - rainfall = -------------------------- 5.827(In) - - - - -- U n i t H y d r o g r a p h ++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) --------------------------------------------------------------------- (K = 356.52 (CFS)) 1 1.419 5.061 2 5.432 14.306 3 13.011 27.021 4 23.999 39.176 5 36.995 46.332 6 50.912 49.618 7 62.920 42.811 8 70.709 27.771 9 76.719 21.426 10 80.614 13.887 11 83.650 10.825 12 86.004 8.391 13 87.829 6.507 14 89.210 4.923 15 90.354 4.079 16 91.366 3.608 17 92.269 3.219 18 93.083 2.902 19 93.904 2.928 20 94.476 2.038 21 94.977 1.785 22 95.465 1.742 23 95.853 1.380 24 96.217 1.298 25 96.575 1.277 26 96.917 1.220 27 97.259 1.217 28 97.552 1.047 29 97.803 0.893 30 98.051 0.884 31 98.266 0.767 32 98.471 0.730 33 98.667 0.698 34 98.829 0.579 35 98.988 0.568 36 99.128 0.498 37 99.242 0.406 38 99.356 0.406 39 99.469 0.406 40 99.583 0.406 41 99.697 0.406 42 99.811 0.406 43 99.925 0.406 44 100.000 0.268 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.3844 0.3844 2 0.5072 0.1228 3 0.5965 0.0893 4 0.6692 0.0727 5 0.7317 0.0625 6 0.7871 0.0554 7 0.8371 0.0501 8 0.8831 0.0459 9 0.9257 0.0426 10 0.9655 0.0398 11 1.0030 0.0375 12 1.0386 0.0355 13 1.0828 0.0442 14 1.1254 0.0426 15 1.1666 0.0412 16 1.2065 0.0399 17 1.2453 0.0387 18 1.2829 0.0376 19 1.3196 0.0367 20 1.3553 0.0357 21 1.3902 0.0349 22 1.4243 0.0341 23 1.4577 0.0334 24 1.4904 0.0327 25 1.5224 0.0320 26 1.5539 0.0314 27 1.5847 0.0309 28 1.6150 0.0303 29 1.6449 0.0298 30 1.6742 0.0293 31 1.7030 0.0289 32 1.7314 0.0284 33 1.7594 0.0280 34 1.7870 0.0276 35 1.8142 0.0272 36 1.8410 0.0268 37 1.8675 0.0264 38 1.8935 0.0261 39 1.9193 0.0258 40 1.9447 0.0254 41 1.9699 0.0251 42 1.9947 0.0248 43 2.0193 0.0246 44 2.0436 0.0243 45 2.0676 0.0240 46 2.0914 0.0238 47 2.1149 0.0235 48 2.1382 0.0233 49 2.1612 0.0231 50 2.1841 0.0228 51 2.2067 0.0226 52 2.2291 0.0224 53 2.2513 0.0222 54 2.2733 0.0220 55 2.2951 0.0218 56 2.3167 0.0216 57 2.3381 0.0214 58 2.3593 0.0212 59 2.3804 0.0211 60 2.4013 0.0209 61 2.4220 0.0207 62 2.4426 0.0206 63 2.4630 0.0204 64 2.4833 0.0203 65 2.5034 0.0201 66 2.5233 0.0200 67 2.5432 0.0198 68 2.5628 0.0197 69 2.5824 0.0195 70 2.6018 0.0194 71 2.6210 0.0193 72 2.6402 0.0191 73 2.6610 0.0209 74 2.6818 0.0208 75 2.7024 0.0206 76 2.7230 0.0205 77 2.7434 0.0204 78 2.7637 0.0203 79 2.7838 0.0202 80 2.8039 0.0201 81 2.8239 0.0200 82 2.8437 0.0199 83 2.8635 0.0198 84 2.8831 0.0197 85 2.9027 0.0196 86 2.9221 0.0195 87 2.9415 0.0194 88 2.9607 0.0193 89 2.9799 0.0192 90 2.9990 0.0191 91 3.0180 0.0190 92 3.0369 0.0189 93 3.0557 0.0188 94 3.0744 0.0187 95 3.0930 0.0186 96 3.1116 0.0186 97 3.1300 0.0185 98 3.1484 0.0184 99 3.1667 0.0183 100 3.1850 0.0182 101 3.2031 0.0181 102 3.2212 0.0181 103 3.2392 0.0180 104 3.2571 0.0179 105 3.2750 0.0178 106 3.2927 0.0178 107 3.3104 0.0177 108 3.3281 0.0176 109 3.3456 0.0176 110 3.3631 0.0175 111 3.3806 0.0174 112 3.3979 0.0174 113 3.4152 0.0173 114 3.4324 0.0172 115 3.4496 0.0172 116 3.4667 0.0171 117 3.4837 0.0170 118 3.5007 0.0170 119 3.5176 0.0169 120 3.5345 0.0169 121 3.5513 0.0168 122 3.5680 0.0167 123 3.5847 0.0167 124 3.6013 0.0166 125 3.6178 0.0166 126 3.6343 0.0165 127 3.6508 0.0164 128 3.6672 0.0164 129 3.6835 0.0163 130 3.6998 0.0163 131 3.7160 0.0162 132 3.7322 0.0162 133 3.7483 0.0161 134 3.7644 0.0161 135 3.7804 0.0160 136 3.7963 0.0160 137 3.8123 0.0159 138 3.8281 0.0159 139 3.8439 0.0158 140 3.8597 0.0158 141 3.8754 0.0157 142 3.8911 0.0157 143 3.9067 0.0156 144 3.9223 0.0156 145 3.9378 0.0155 146 3.9533 0.0155 147 3.9688 0.0154 148 3.9842 0.0154 149 3.9995 0.0154 150 4.0148 0.0153 151 4.0301 0.0153 152 4.0453 0.0152 153 4.0605 0.0152 154 4.0756 0.0151 155 4.0907 0.0151 156 4.1058 0.0151 157 4.1208 0.0150 158 4.1357 0.0150 159 4.1507 0.0149 160 4.1656 0.0149 161 4.1804 0.0148 162 4.1952 0.0148 163 4.2100 0.0148 164 4.2247 0.0147 165 4.2394 0.0147 166 4.2541 0.0147 167 4.2687 0.0146 168 4.2832 0.0146 169 4.2978 0.0145 170 4.3123 0.0145 171 4.3268 0.0145 172 4.3412 0.0144 173 4.3556 0.0144 174 4.3700 0.0144 175 4.3843 0.0143 176 4.3986 0.0143 177 4.4128 0.0143 178 4.4270 0.0142 179 4.4412 0.0142 180 4.4554 0.0142 181 4.4695 0.0141 182 4.4836 0.0141 183 4.4976 0.0141 184 4.5117 0.0140 185 4.5256 0.0140 186 4.5396 0.0140 187 4.5535 0.0139 188 4.5674 0.0139 189 4.5813 0.0139 190 4.5951 0.0138 191 4.6089 0.0138 192 4.6227 0.0138 193 4.6364 0.0137 194 4.6501 0.0137 195 4.6638 0.0137 196 4.6774 0.0136 197 4.6910 0.0136 198 4.7046 0.0136 199 4.7182 0.0136 200 4.7317 0.0135 201 4.7452 0.0135 202 4.7586 0.0135 203 4.7721 0.0134 204 4.7855 0.0134 205 4.7989 0.0134 206 4.8122 0.0134 207 4.8256 0.0133 208 4.8389 0.0133 209 4.8521 0.0133 210 4.8654 0.0132 211 4.8786 0.0132 212 4.8918 0.0132 213 4.9049 0.0132 214 4.9181 0.0131 215 4.9312 0.0131 216 4.9443 0.0131 217 4.9573 0.0131 218 4.9704 0.0130 219 4.9834 0.0130 220 4.9964 0.0130 221 5.0093 0.0130 222 5.0222 0.0129 223 5.0352 0.0129 224 5.0480 0.0129 225 5.0609 0.0129 226 5.0737 0.0128 227 5.0865 0.0128 228 5.0993 0.0128 229 5.1121 0.0128 230 5.1248 0.0127 231 5.1375 0.0127 232 5.1502 0.0127 233 5.1629 0.0127 234 5.1755 0.0126 235 5.1881 0.0126 236 5.2007 0.0126 237 5.2133 0.0126 238 5.2259 0.0126 239 5.2384 0.0125 240 5.2509 0.0125 241 5.2634 0.0125 242 5.2758 0.0125 243 5.2883 0.0124 244 5.3007 0.0124 245 5.3131 0.0124 246 5.3255 0.0124 247 5.3378 0.0124 248 5.3502 0.0123 249 5.3625 0.0123 250 5.3747 0.0123 251 5.3870 0.0123 252 5.3993 0.0122 253 5.4115 0.0122 254 5.4237 0.0122 255 5.4359 0.0122 256 5.4480 0.0122 257 5.4602 0.0121 258 5.4723 0.0121 259 5.4844 0.0121 260 5.4965 0.0121 261 5.5086 0.0121 262 5.5206 0.0120 263 5.5326 0.0120 264 5.5446 0.0120 265 5.5566 0.0120 266 5.5686 0.0120 267 5.5805 0.0119 268 5.5924 0.0119 269 5.6043 0.0119 270 5.6162 0.0119 271 5.6281 0.0119 272 5.6400 0.0119 273 5.6518 0.0118 274 5.6636 0.0118 275 5.6754 0.0118 276 5.6872 0.0118 277 5.6989 0.0118 278 5.7107 0.0117 279 5.7224 0.0117 280 5.7341 0.0117 281 5.7458 0.0117 282 5.7575 0.0117 283 5.7691 0.0117 284 5.7807 0.0116 285 5.7924 0.0116 286 5.8039 0.0116 287 5.8155 0.0116 288 5.8271 0.0116 Unit ----------- - -- Unit ------ - - - - -- unit -------- - -- - - - - -- - - - -- Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) '(In) --------------------------------------------------------------------- 1 0.0116 0.0049 0.0066 2 0.0116 0.0049 0.0066 3 0.0116 0.0050 0.0067 4 0.0116 0.0050 0.0067 5 0.0117 0.0050 0.0067 6 0.0117 0.0050 0.0067 7 0.0117 0.0050 0.0067 8 0.0117 0.0050 0.0067 9 0.0118 0.0050 0.0067 10 0.0118 0.0050 0.0068 11 0.0118 0.0051 0.0068 12 0.0119 0.0051 0.0068 13 0.0119 0.0051 0.0068 14 0.0119 0.0051 0.0068 15 0.0119 0.0051 0.0068 16 0.0120 0.0051 0.0069 17 0.0120 0.0051 0.0069 18 0.0120 0.0051 0.0069 19 0.0121 0.0052 0.0069 20 0.0121 0.0052 0.0069 21 0.0121 0.0052 0.0069 22 0.0121 0.0052 0.0070 23 0.0122 0.0052 0.0070 24 0.0122 0.0052 0.0070 25 0.0122 0.0052 0.0070 26 0.0123 0.0052 0.0070 27 0.0123 0.0053 0.0071 28 0.0123 0.0053 0.0071 29 0.0124 0.0053 0.0071 30 0.0124 0.0053 0.0071 31 0.0124 0.0053 0.0071 32 0.0125 0.0053 0.0071 33 0.0125 0.0053 0.0072 34 0.0125 0.0054 0.0072 35 0.0126 0.0054 0.0072 36 0.0126 0.0054 0.0072 37 0.0126 0.0054 0.0072 38 0.0127 0.0054 0.0073 39 0.0127 0.0054 0.0073 40 0.0127 0.0054 0.0073 41 0.0128 0.0055 0.0073 42 0.0128 0.0055 0.0073 43 0.0129 0.0055 0.0074 44 0.0129 0.0055 0.0074 45 0.0129 0.0055 0.0074 46 0.0130 0.0055 0.0074 47 0.0130 0.0056 0.0075 48 0.0130 0.0056 0.0075 49 0.0131 0.0056 0.0075 50 0.0131 0.0056 0.0075 51 0.0132 0.0056 0.0075 52 0.0132 0.0056 0.0076 53 0.0132 0.0057 0.0076 54 0.0133 0.0057 0.0076 55 0.0133 0.0057 0.0076 56 0.0134 0.0057 0.0077 57 0.0134 0.0057 0.0077 58 0.0134 0.0057 0.0077 59 0.0135 0.0058 0.0077 60 0.0135 0.0058 0.0077 61 0.0136 0.0058 0.0078 62 0.0136 0.0058 0.0078 63 0.0137 0.0058 0.0078 64 0.0137 0.0059 0.0079 65 0.0138 0.0059 0.0079 66 0.0138 0.0059 0.0079 67 0.0139 0.0059 0.0079 68 0.0139 0.0059 0.0080 69 0.0140 0.0060 0.0080 70 0.0140 0.0060 0.0080 71 0.0141 0.0060 0.0080 72 0.0141 0.0060 0.0081 73 0.0142 0.0060 0.0081 74 0.0142 0.0061 0.0081 75 0.0143 0.0061 0.0082 76 0.0143 0.0061 0.0082 77 0.0144 0.0061 0.0082 78 0.0144 0.0061 0.0082 79 0.0145 0.0062 0.0083 A 80 0.0145 0.0062 0.0083 [ fir+ 81 0.0146 0.0062 0.0084 82 0.0146 0.0062 0.0084 83 0.0147 0.0063 0.0084 84 0.0147 0.0063 0.0084 85 0.0148 0.0063 0.0085 86 0.0148 0.0063 0.0085 87 0.0149 0.0064 0.0086 88 0.0150 0.0064 0.0086 89 0.0151 0.0064 0.0086 90 0.0151 0.0064 0.0086 91 0.0152 0.0065 0.0087 92 0.0152 0.0065 0.0087 93 0.0153 0.0065 0.0088 94 0.0154 0.0066 0.0088 95 0.0154 0.0066 0.0088 96 0.0155 0.0066 0.0089 97 0.0156 0.0067 0.0089 98 0.0156 0.0067 0.0090 99 0.0157 0.0067 0.0090 100 0.0158 0.0067 0.0090 101 0.0159 0.0068 0.0091 102 0.0159 0.0068 0.0091 103 0.0160 0.0068 0.0092 104 0.0161 0.0069 0.0092 105 0.0162 0.0069 0.0093 106 0.0162 0.0069 0.0093 107 0.0163 0.0070 0.0094 108 0.0164 0.0070 0.0094 109 0.0165 0.0070 0.0095 1 110 0.0166 0.0071 0.0095 111 0.0167 0.0071 0.0096 112 0.0167 0.0071 0.0096 113 0.0169 0.0072 0.0097 114 0.0169 0.0072 0.0097 115 0.0170 0.0073 0.0098 116 0.0171 0.0073 0.0098 i 117 0.0172 0.0074 0.0099 118 0.0173 0.0074 0.0099 119 0.0174 0.0074 0.0100 120 0.0175 0.0075 0.0100 121 0.0176 0.0075 0.0101 122 0.0177 0.0076 0.0101 123 0.0178 0.0076 0.0102 124 0.0179 0.0077 0.0103 125 0.0181 0.0077 0.0104 126 0.0181 0.0078 0.0104 127 0.0183 0.0078 0.0105 128 0.0184 0.0079 0.0105 129 0.0186 0.0079 0.0106 130 0.0186 0.0080 0.0107 131 0.0188 0.0080 0.0108 132 0.0189 0.0081 0.0108 133 0.0191 0.0081 0.0109 134 0.0192 0.0082 0.0110 135 0.0194 0.0083 0.0111 136 0.0195 0.0083 0.0111 137 0.0197 0.0084 0.0113 138 0.0198 0.0084 0.0113 139 0.0200 0.0085 0.0114 140 0.0201 0.0086 0.0115 141 0.0203 0.0087 0.0116 142 0.0204 0.0087 0.0117 143 0.0206 0.0088 0.0118 144 0.0208 0.0089 0.0119 145 0.0191 0.0082 0.0110 146 0.0193 0.0082 0.0110 147 0.0195 0.0083 0.0112 148 0.0197 0.0084 0.0113 149 0.0200 0.0085 0.0114 150 0.0201 0.0086 0.0115 151 0.0204 0.0087 0.0117 152 0.0206 0.0088 0.0118 153 0.0209 0.0089 0.0120 154 0.0211 0.0090 0.0121 155 0.0214 0.0092 0.0123 156 0.0216 0.0092 0.0124 157 0.0220 0.0094 0.0126 158 0.0222 0.0095 0.0127 159 0.0226 0.0097 0.0130 160 0.0228 0.0098 0.0131 161 0.0233 0.0099 0.0133 162 0.0235 0.0100 0.0135 163 0.0240 0.0103 0.0138 164 0.0243 0.0104 0.0139 165 0.0248 0.0106 0.0142 166 0.0251 0.0107 0.0144 167 0.0258 0.0110 0.0148 168 0.0261 0.0111 0.0149 169 0.0268 0.0115 0.0154 170 0.0272 0.0116 0.0156 171 0.0280 0.0120 0.0160 172 0.0284 0.0121 0.0163 173 0.0293 0.0125 0.0168 174 0.0298 0.0127 0.0171 175 0.0309 0.0132 0.0177 176 0.0314 0.0134 0.0180 177 0.0327 0.0140 0.0187 178 0.0334 0.0143 0.0191 179 0.0349 0.0149 0.0200 180 0.0357 0.0153 0.0205 181 0.0376 0.0161 0.0216 182 0.0387 0.0165 0.0222 183 0.0412 0.0176 0.0236 184 0.0426 0.0182 0.0244 185 0.0355 0.0152 0.0204 186 0.0375 0.0160 0.0215 187 0.0426 0.0182 0.0244 188 0.0459 0.0196 0.0263 189 0.0554 0.0236 0.0317 190 0.0625 0.0267 0.0358 191 0.0893 0.0342 0.0551 192 0.1228 0.0342 0.0887 193 0.3844 0.0342 0.3502 194 0.0727 0.0311 0.0417 195 0.0501 0.0214 0.0287 196 0.0398 0.0170 0.0228 197 0.0442 0.0189 0.0253 198 0.0399 0.0170 0.0229 199 0.0367 0.0157 0.0210 200 0.0341 0.0146 0.0195 201 0.0320 0.0137 0.0184 202 0.0303 0.0130 0.0174 203 0.0289 0.0123 0.0165 204 0.0276 0.0118 0.0158 205 0.0264 0.0113 0.0151 206 0.0254 0.0109 0.0146 207 0.0246 0.0105 0.0141 208 0.0238 0.0102 0.0136 209 0.0231 0.0098 0.0132 210 0.0224 0.0096 0.0128 211 0.0218 0.0093 0.0125 212 0.0212 0.0091 0.0122 213 0.0207 0.0089 0.0119 214 0.0203 0.0087 0.0116 215 0.0198 0.0085 0.0114 216 0.0194 0.0083 0.0111 217 0.0209 0.0089 0.0120 218 0.0205 0.0088 0.0118 219 0.0202 0.0086 0.0116 220 0.0199 0.0085 0.0114 221 0.0196 0.0084 0.0112 222 0.0193 0.0082 0.0110 223 0.0190 0.0081 0.0109 224 0.0187 0.0080 0.0107 225 0.0185 0.0079 0.0106 226 0.0182 0.0078 0.0104 227 0.0180 0.0077 0.0103 228 0.0178 0.0076 0.0102 229 0.0176 0.0075 0.0101 230 0.0174 0.0074 0.0099 231 0.0172 0.0073 0.0098 232 0.0170 0.0073 0.0097 233 0.0168 0.0072 0.0096 234 0.0166 0.0071 0.0095 235 0.0164 0.0070 0.0094 236 0.0163 0.0070 0.0093 237 0.0161 0.0069 0.0092 238 0.0160 0.0068 0.0091 239 0.0158 0.0068 0.0091 240 0.0157 0.0067 0.0090 241 0.0155 0.0066 0.0089 242 0.0154 0.0066 0.0088 243 0.0153 0.0065 0.0087 244 0.0151 0.0065 0.0087 245 0.0150 0.0064 0.0086 246 0.0149 0.0064 0.0085 247 0.0148 0.0063 0.0085 248 0.0147 0.0063 0.0084 249 0.0145 0.0062 0.0083 250 0.0144 0.0062 0.0083 251 0.0143 0.0061 0.0082 252 0.0142 0.0061 0.0081 253 0.0141 0.0060 0.0081 254 0.0140 0.0060 0.0080 255 0.0139 0.0059 0.0080 256 0.0138 0.0059 0.0079 257 0.0137 0.0059 0.0079 258 0.0136 0.0058 0.0078 259 0.0136 0.0058 0.0078 260 0.0135 0.0058 0.0077 261 0.0134 0.0057 0.0077 262 0.0133 0.0057 0.0076 263 0.0132 0.0056 0.0076 264 0.0131 0.0056 0.0075 265 0.0131 0.0056 0.0075 266 0.0130 0.0055 0.0074 267 0.0129 0.0055 0.0074 268 0.0128 0.0055 0.0074 269 0.0128 0.0055 0.0073 270 0.0127 0.0054 0.0073 271 0.0126 0.0054 0.0072 272 0.0126 0.0054 0.0072 273 0.0125 0.0053 0.0072 274 0.0124 0.0053 0.0071 275 0.0124 0.0053 0.0071 276 0.0123 0.0052 0.0070 277 0.0122 0.0052 0.0070 278 0.0122 0.0052 0.0070 279 0.0121 0.0052 0.0069 280 0.0120 0.0051 0.0069 281 0.0120 0.0051 0.0069 282 0.0119 0.0051 0.0068 283 0.0119 0.0051 0.0068 284 0.0118 0.0050 0.0068 285 0.0118 0.0050 0.0067 286 0.0117 0.0050 0.0067 287 0.0117 0.0050 0.0067 288 0.0116 0.0050 0.0066 -------------------------------------------------------------------- -------------------------------------------------------------------- Total soil rain loss = 2.34(In) Total effective rainfall = 3.49(In) Peak flow rate in flood hydrograph = 29.53(CFS) --------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 7.5 15.0 22.5 30.0 ----------------------------------------------------------------------- 0+ 5 0.0002 0.03 Q 0 +10 0.0011 0.13 Q 0 +15 0.0032 0.31 Q 0 +20 0.0071 0.57 Q 0 +25 0.0132 0.88 VQ j 0 +30 0.0215 1.21 VQ 0 +35 0.0318 1.49 VQ 0 +40 0.0433 1.68 V Q 0 +45 0.0559 1.83 V Q 0 +50 0.0691 1.92 V Q 0 +55 0.0829 2.00 V Q 1+ 0 0.0971 2.06 V Q 1+ 5 0.1116 2.11 V Q 1 +10 0.1263 2.14 V Q 1 +15 0.1413 2.18 V Q 1 +20 0.1565 2.20 V Q 1 +25 0.1718 2.23 V Q 1 +30 0.1874 2.26 V Q 1 +35 0.2031 2.28 V Q 1 +40 0.2189 2.30 IV Q 1 +45 0.2349 2.32 IV Q 1 +50 0.2509 2.33 IV Q 1 +55 0.2671 2.35 IV Q 2+ 0 0.2834 2.36 IV Q 2+ 5 0.2997 2.38 IV Q 2 +10 0.3162 2.39 IV Q 2 +15 0.3328 2.40 IV Q 2 +20 0.3494 2.42 IV Q 2 +25 0.3662 2.43 IV Q 2 +30 0.3830 2.44 IV Q 2 +35 0.3999 2.45 IV Q 2 +40 0.4168 2.46 IV Q 2 +45 ® 0.4339 2.48 I VQ 2 +50 0.4510 2.49 I VQ 2 +55 0.4682 2.50 VQ 3+ 0 0.4854 2.51 I VQ 3+ 5 0. .5028 2.51 VQ 3 +10 0.5201 2.52 VQ 3 +15 0.5376 2.53 VQ 3 +20 0.5551 2.54 VQ 3 +25 0.5727 2.55 VQ 3 +30 0.5903 2.56 VQ 3 +35 0.6080 2.57 VQ 3 +40 0.6258 2.58 VQ 3 +45 0.6436 2.59 Q 3 +50 0.6615 2.60 Q 3 +55 0.6794 2.60 Q 4+ 0 0.6974 2.61 Q 4+ 5 0.7154 2.62 Q 4 +10 0.7335 2.62 Q 4 +15 0.7516 2.63 Q 4 +20 0.7698 2.64 Q 4 +25 0.7880 2.65 Q 4 +30 0.8063 2.66 Q 4 +35 0.8247 2.66 Q 4 +40 0.8431 2.67 Q 4 +45 0.8615 2.68 QV 4 +50 0.8800 2.69 QV 4 +55 0.8986 2.70 QV 5+ 0 0.9172 2.70 QV 5+ 5 0.9359 2.71 ( QV 5 +10 0.9546 2.72 QV 5 +15 0.9734 2.73 QV 5 +20 0.9923 2.74 QV 5 +25 1.0112 2.75 QV 5 +30 1.0302 2.75 QV 5 +35 1.0492 2.76 QV 5 +40 1.0683 2.77 QV 5 +45 1.0874 2.78 Q V 5 +50 1.1067 2.79 Q V 5 +55 1.1260 2.80 Q V 6+ 0 1.1453 2.81 Q V 6+ 5 1.1647 2.82 Q V 6+10 1.1842 2.83 Q V 6 +15 1.2038 2.84 I Q V 6 +20 1.2234 2.85 Q V 6 +25 1.2431 2.86 I Q V 6 +30 1.2628 2.87 Q V 6 +35 1.2826 2.88 Q V 6 +40 1.3025 2.89 Q V 6 +45 1.3225 2.90 Q V 6 +50 1.3425 2.91 Q V 6 +55 1.3627 2.92 Q V 7+ 0 1.3828 2.93 Q V 7+ 5 1.4031 2.94 Q V 7 +10 1.4234 2.95 Q V 7 +15 1.4439 2.96 Q V 7 +20 1.4644 2.98 Q V 7 +25 1.4849 2.99 Q V 7 +30 1.5056 3.00 Q V 7 +35 1.5263 3.01 Q V 7 +40 1.5471 3.02 Q V 7 +45 1.5681 3.04 Q V �✓' 7 +50 1.5890 3.05 Q V 7 +55 1.6101 3.06 Q V 8+ 0 1.6313 3.07 Q V 8+ 5 1.6525 3.09 Q V 8 +10 1.6739 3.10 Q V 8 +15 1.6953 3.11 Q V 8 +20 1.7168 3.12 Q V 8 +25 1.7384 3.14 Q V 8 +30 1.7601 3.15 Q V 8 +35 1.7819 3.17 Q V 8 +40 1.8038 3.18 Q V 8 +45 1.8258 3.19 Q V 8 +50 1.8479 3.21 Q V 8 +55 1.8702 3.22 Q V 9+ 0 1.8925 3.24 Q V 9+ 5 1.9149 3.25 Q V 9 +10 1.9374 3.27 Q VI 9 +15 1.9600 3.29 I Q VI 9 +20 1.9828 3.30 ( Q VI 9 +25 2.0056 3.32 I Q VI 9 +30 2.0286 3.33 I Q VI 9 +35 2.0517 3.35 I Q VI 9 +40 2.0749 3.37 I Q VI 9 +45 2.0982 3.39 I Q VI 9 +50 2.1216 3.40 I Q VI 9 +55 2.1452 3.42 I Q V 10+ 0 2.1689 3.44 I Q V 10+ 5 2.1927 3.46 I Q V 10 +10 2.2167 3.48 I Q V 10 +15 2.2408 3.50 I Q V 10 +20 2.2650 3.52 I Q V 10 +25 2.2894 3.54 I Q V 10 +30 2.3139 3.56 I Q V 10 +35 2.3385 3.58 I Q V 10 +40 2.3633 3.60 I Q IV 10 +45 2.3883 3.62 I Q IV 10 +50 2.4134 3.65 I Q IV 10 +55 2.4387 3.67 I Q IV 11+ 0 2.4641 3.69 I Q IV 11+ 5 2.4897 3.72 I Q IV 11 +10 2.5154 3.74 I Q IV 11 +15 2.5413 3.76 I Q IV 11 +20 2.5674 3.79 I Q IV 11 +25 2.5937 3.82 I Q I V 11 +30 2.6202 3.84 I Q I V 11 +35 2.6468 3.87 I Q I V 11 +40 2.6737 3.90 I Q I V 11 +45 2.7007 3.93 I Q I V 11 +50 2.7279 3.95 I Q I V 11 +55 2.7554 3.98 I Q I V 12+ 0 2.7830 4.02 I Q I V 12+ 5 2.8109 4.04 I Q I V 12 +10 2.8388 4.06 I Q I V 12 +15 2.8668 4.06 I Q I V 12 +20 2.8947 4.06 I Q I V 12 +25 2.9226 4.04 Q V 12 +30 2.9503 4.03 Q I V 12 +35 2.P780 4.02 Q I V 12 +40 3.0057 4.03 Q V 12 +45 3.0336 4.04 Q V 12 +50 3.0616 4.07 Q V 12 +55 3.0898 4.10 Q V 13+ 0 3.1183 4.14 Q V 13+ 5 3.1471 4.18 Q V 13 +10 3.1762 4.22 Q V 13 +15 3.2056 4.27 Q V 13 +20 3.2353 4.31 Q V 13 +25 3.2653 4.36 Q V 13 +30 3.2957 4.42 Q V 13 +35 3.3265 4.47 Q V 13 +40 3.3577 4.53 Q V 13 +45 3.3894 4.59 Q V 13 +50 3.4214 4.66 Q V 13 +55 3.4540 4.72 Q V 14+ 0 3.4870 4.80 Q V 14+ 5 3.5205 4.87 Q V 14 +10 3.5546 4.95 Q V 14 +15 3.5893 5.03 Q V 14 +20 3.6246 5.12 Q V 14 +25 3.6605 5.22 Q V 14 +30 3.6972 5.32 Q V 14 +35 3.7345 5.43 Q V 14 +40 3.7727 5.54 Q V 14 +45 3.8117 5.66 Q V 14 +50 3.8516 5.79 Q V 14 +55 3.8925 5.93 Q V 15+ 0 3.9344 6.09 Q V 15+ 5 3.9775 6.25 Q V 15 +10 4.0218 6.43 Q V 15 +15 4.0675 6.64 Q V 15 +20 4.1147 6.86 QI VI 15 +25 4.1634 7.08 QI VI 15 +30 4.2135 7.27 QI VI 15 +35 4.2646 7.43 QI VI 15 +40 4.3167 7.56 Q V 15 +45 4.3700 7.73 Q V 15 +50 4.4250 7.98 Q V 15 +55 4.4833 8.47 IQ 16+ 0 4.5486 9.48 Q IV 16+ 5 4.6343 12.44 Q IV 16 +10 4.7509 16.92 Q 16 +15 4.9043 22.28 I I VV Q 16 +20 5.0895 26.90 16 +25 5.2913 29.30 V 16 +30 5.4946 29.53 V 16 +35 5.6745 26.11 V 16 +40 5.8147 20.36 Q 16 +45 5.9336 17.26 Q V 16 +50 6.0311 14.15 Q V 16 +55 6.1173 12.52 Q V 17+ 0 6.1941 11.16 Q V 17+ 5 6.2633 10.05 Q V1 0 0 17 +10 6.3260 9.10 1 Q VI 17 +15 6.3843 8.46 IQ VI 17 +20 6.4392 7.98 Q V 17 +25 6.4913 7.56 Q V 17 +30 6.5409 7.20 QI V 17 +35 6.5886 6.93 QI V 17 +40 6.6328 6.42 ( Q V 17 +45 6.6751 6.14 Q IV 17 +50 6.7160 5.93 Q IV 17 +55 6.7549 5.66 Q IV 18+ 0 6.7927 5.48 Q (V 18+ 5 6.8295 5.34 Q IV 18 +10 6.8653 5.21 Q I V 18 +15 6.9005 5.11 Q I V 18 +20 6.9347 4.97 Q V 18 +25 6.9683 4.87 Q V 18 +30 7.0014 4.81 Q V 18 +35 7.0339 4.72 Q I V 18 +40 7.0659 4.65 Q V 18 +45 7.0974 4.57 Q I V 18 +50 7.1281 4.46 Q I V 18 +55 7.1583 4.39 Q V 19+ 0 7.1879 4.30 Q V 19+ 5 7.2169 4.21 Q V 19 +10 7.2455 4.15 Q V 19 +15 7.2737 4.09 Q V 19 +20 7.3015 4.03 Q V 19 +25 7.3289 3.98 Q V 19 +30 7.3559 3.92 Q V 19 +35 7.3824 3.85 Q ( V 19 +40 7.4082 3.75 Q V 19 +45 7.4331 3.61 Q V 19 +50 7.4576 3.56 ( Q V 19 +55 7.4818 3.52 Q V 20+ 0 7.5058 3.48 Q V 20+ 5 7.5294 3.44 Q V 20 +10 7.5528 3.40 Q ( V 20 +15 7.5760 3.36 Q V 20 +20 7.5989 3.33 Q V 20 +25 7.6215 3.29 Q V 20+30 7.6440 3.26 Q V 20 +35 7.6662 3.23 Q V 20 +40 7.6883 3.20 Q V 20 +45 7.7101 3.17 Q V 20 +50 7.7317 3.14 Q V 20 +55 7.7532 3.11 Q V 21+ 0 7.7744 3.09 Q ( V 21+ 5 7.7955 3.06 Q V 21 +10 7.8164 3.04 Q V 21 +15 7.8372 3.01 Q V 21 +20 7.8578 2.99 Q V 21 +25 7.8782 2.97 Q V 21 +30 7.8985 2.94 Q ( V 21 +35 7.9186 2.92 Q V 21 +40 7.9386 2.90 Q V 21 +45 7.9584 2.88 Q V 21 +50 7.9781 2.86 Q V 21 +55 7.9977 2.84 Q 22+ 0 8.0171 2.82 Q 22+ 5 8.Q364 2.80 Q 22 +10 8.0555 2.78 Q 22 +15 8.0746 2.76 Q 22 +20 8.0935 2.75 Q 22 +25 8.1123 2.73 Q 22 +30 8.1310 2.71 Q 22 +35 8.1495 2.69 Q 22 +40 8.1680 2.68 ( Q 22 +45 8.1863 2.66 Q 22 +50 8.2045 2.65 Q 22 +55 8.2226 2.63 Q 23+ 0 8.2407 2.62 Q 23+ 5 8.2586 2.60 Q 23 +10 8.2764 2.59 Q 23 +15 8.2941 2.57 Q 23 +20 8.3117 2.56 Q 23 +25 8.3292 2.54 Q 23 +30 8.3467 2.53 Q 23 +35 8.3640 2.52 Q 23 +40 8.3813 2.50 Q 23 +45 8.3984 2.49 Q 23 +50 8.4155 2.48 Q 23 +55 8.4325 2.47 Q 24+ 0 8.4494 2.45 Q 24+ 5 8.4660 2.41 Q 24 +10 8.4818 2.30 Q ® 24 +15 8.4964 2.11 Q 24 +20 8.5091 1.84 Q 24 +25 8.5196 1.53 Q 24 +30 8.5278 1.19 IQ 24 +35 8.5341 0.90 IQ 24 +40 8.5390 0.72 Q 24 +45 8.5429 0.57 Q 24 +50 8.5462 0.48 Q 24 +55 8.5490 0.40 Q 25+ 0 8.5514 0.35 Q 25+ 5 8.5534 0.30 Q 25 +10 8.5553 0.27 Q 25 +15 8.5569 0.24 Q 25 +20 8.5584 0.21 Q 25 +25 8.5597 0.19 Q 25 +30 8.5609 0.17 Q 25 +35 8.5619 0.15 Q 25 +40 8.5628 0.14 Q 25 +45 8.5637 0.12 Q 25 +50 8.5644 0.11 Q 25 +55 8.5652 0.10 Q 26+ 0 8.5658 0.09 Q 26+ 5 8.5664 0.08 Q 26 +10 8.5669 0.08 Q 26 +15 8.5673 0.07 Q 26 +20 8.5678 0.06 Q ® 26 +25 8.5681 0.05 Q 26 +30 8.5685 0.05 Q 26 +35 8.5687 0.04 Q V V V V V V V V V V V V V V V V V V V I V1 V1 V1 VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI VI Vi VI V1 V1 VI VI VI VI VI VI V1 VI VI VI VI VI VI 1 26 +40 8.5690 0.04 Q V 26 +45 8.5692 0.03 Q V 26 +50 8.5694 0.03 Q V 26 +55 8.5696 0.02 Q V 27+ 0 8.5697 0.02 Q V 27+ 5 8.5699 0.02 Q V 27 +10 8.5700 0.02 Q V 27 +15 8.5700 0.01 Q V 27 +20 8.5701 0.01 Q V 27 +25 8.5702 0.01 Q V 27 +30 8.5702 0.00 Q V 27 +35 8.5702 0.00 Q V ran PROJECT: "thACX kysll 9PS'T ''5iW DATE: ENGINEER: 1. Enter the design storm return frequency (years) ZE 2. Enter catchment lag (hours) 0.gAj 3. Enter the catchment area (acres) Z.`�• 4. Enter basef low (cfs/square mile) 5. Enter S -Graph proportions (decimal) Valley: Developed ��• Foothill Mountain Valley: Undeveloped ic> Desert 6. Enter maximum loss rate, F (inch/hour) 7. Enter low loss fraction, Y (decimal) 8. Enter watershed area - averaged 5- minute point rainfall (inches)* Enter watershed area - averaged 30- minute point rain- fall (inches)* Enter watershed area - averaged 1 -hour point rainfall (inches)* Enter watershed area - averaged 3 -hour point rainfall (inches)* Enter watershed area - averaged 6 -hour point rainfall (inches)* Enter watershed area - averaged 24 -hour point rainfall (inches)* 9. Enter 24 -hour storm unit interval (minutes) *Note: enter values unadjusted by depth -area factors F Aoki SAN BERNARDINO COUNTY HYDROLOGY MANUAL E -28 figure t -i U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 1999, Version 6.0 Study date 03/31/04 +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Allard Engineering, Fontana, California - SIN 643 --------------------------------------------------------------------- TRACT 16572, EAST SIDE, FONTANA DEVELOPED CONDITION, 25 YEAR STORM, 25 YEAR INTENSITY, AMC III BY: E.I. FILENAME: 16572ED25 -------------------------------------------------------------- - - - - -- Storm Event Year = 25 Antecedent Moisture Condition = 3 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 29.48 1 1.04 -------------------------------------------------------------------- Rainfall data for year 2 29.48 6 1.76 -------------------------------------------------------------------- Rainfall data for year 2 29.48 24 3.40 -------------------------------------------------------------------- Rainfall data for year 100 29.48 1 1.52 -------------------------------------------------------------------- Rainfall data for year 100 29.48 6 3.90 -------------------------------------------------------------------- Rainfall data for year 100 29.48 -------------------------------------------------------------- 24 9.30 - - - - -- * * * * * * ** Area - averaged max loss SCS curve SCS curve Area No.(AMCII) NO.(AMC 3) (Ac.) 58.0 77.4 10.60 40.0 60.0 18.88 }++tttt t + +tt + + + + + + +t + + + + +.....t.ttt.. rate, Fm * * * * * * ** Area Fp(Fig C6) Ap Fm Fraction (In /Hr) (dec.) (In /Hr) 0.360 0.414 1.000 0.414 0.640 0.680 0.600 0.408 Area - averaged adjusted loss rate Fm (In /Hr) = 0.410 * * * * * * * ** Area - Averaged low loss rate fraction, Yb * * * * * * * * ** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 10.60 0.360 58.0 77.4 2.92 0.638 11.33 0.384 40.0 60.0 6.67 0.382 7.55 0.256 98.0 98.0 0.20 0.967 Area- averaged catchment yield fraction, Y = 0.624 Area- averaged low loss fraction, Yb = 0.376 Direct entry of lag time by user +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Watershed area = 29.48(Ac.) Catchment Lag time = 0.445 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 18.7392 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.410(In /Hr) Average low loss rate fraction (Yb) = 0.376 (decimal) VALLEY DEVELOPED S -Graph proportion = 0.386 VALLEY UNDEVELOPED S -Graph proportion = 0.614 FOOTHILL S -Graph proportion = 0.000 MOUNTAIN S -Graph proportion = 0.000 DESERT S -Graph proportion = 0.000 Computed peak 5- minute rainfall Computed peak 30- minute rainfall Specified peak 1 -hour rainfall = Computed peak 3 -hour rainfall = Specified peak 6 -hour rainfall = Specified peak 24 -hour rainfall 0.456 (In) 0.933(In) 1.231(In) 2.186 (In) 3.142 (In) 7.209 (In) Rainfall depth area reduction factors: Using a total area of 29.48(Ac.) (Ref: fig. E -4) 5- minute factor = 0.999 Adjusted rainfall = 0.455(In) 30- minute factor = 0.999 Adjusted rainfall = 0.932(In) 1 -hour factor = 0.999 Adjusted rainfall = 1.229(In) 3 -hour factor = 1.000 Adjusted rainfall = 2.186(In) 6 -hour factor = 1.000 Adjusted rainfall = 3.141(In) 24 -hour factor = --------------------------------------------------------------- 1.000 Adjusted rainfall = 7.209(In) - - - - -- U n i t H y,d r o g r a p h ++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) ---------------------------------------------------------- (K = 356.52 (CFS)) 1 1.437 5.124 2 5.528 14.586 3 13.279 27.631 4 24.471 39.902 5 37.678 47.086 6 51.717 50.055 7 63.624 42.449 8 71.238 27.148 9 77.179 21.181 10 80.950 13.441 11 83.962 10.741 12 86.258 8.186 13 88.044 6.365 14 89.386 4.787 15 90.528 4.068 16 91.528 3.567 17 92.419 3.176 18 93.239 2.926 19 94.035 2.836 20 94.583 1.956 21 95.090 1.805 22 95.566 1.700 23 95.943 1.342 24 96.311 1.313 25 96.668 1.273 26 97.013 1.231 27 97.354 1.214 28 97.628 0.979 29 97.881 0.902 30 98.125 0.868 31 98.335 0.748 32 98.542 0.738 33 98.727 0.659 34 98.888 0.574 35 99.047 0.566 36 99.173 0.449 37 99.288 0.410 38 99.403 0.410 39 99.518 0.410 40 99.633 0.410 41 99.748 0.410 42 99.863 0.410 43 100.000 0.205 ------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.4550 0.4550 2 0.6003 0.1454 3 0.7061 0.1057 4 0.7922 0.0861 5 0.8661 0.0740 6 0.9316 0.0655 7 0.9909 0.0593 8 1.0453 0.0544 9 1.0957 0.0504 10 1.1428 0.0472 11 1.1873 0.0444 12 1.2293 0.0420 13 1.2820 0.0527 14 1.3327 0.0508 15 1.3818 0.0491 16 1.4293 0.0475 17 1.4755 0.0461 18 1.5203 0.0449 19 1.5640 0.0437 20 1.6066 0.0426 21 1.6482 0.0416 22 1.6889 0.0407 23 1.7287 0.0398 24 1.7677 0.0390 25 1.8059 0.0382 26 1.8434 0.0375 27 1.8802 0.0368 28 1.9164 0.0362 29 1.9519 0.0356 30 1.9869 0.0350 31 2.0214 0.0344 32 2.0553 0.0339 33 2.0887 0.0334 34 2.1216 0.0329 35 2.1541 0.0325 36 2.1861 0.0320 37 2.2177 0.0316 38 2.2488 0.0311 39 2.2796 0.0308 40 2.3100 0.0304 41 2.3400 0.0300 42 2.3697 0.0297 43 2.3990 0.0293 44 2.4280 0.0290 45 2.4567 0.0287 46 2.4851 0.0284 47 2.5133 0.0281 48 2.5411 0.0278 49 2.5686 0.0276 50 2.5959 0.0273 51 2.6229 0.0270 52 2.6497 0.0268 53 2.6763 0.0265 54 2.7025 0.0263 55 2.7286 0.0261 56 2.7544 0.0258 57 2.7801 0.0256 58 2.8055 0.0254 59 2.8307 0.0252 j 60 2.8556 0.0250 61 2.8804 0.0248 62 2.9050 0.0246 63 2.9295 0.0244 64 2.9537 0.0242 65 2.9777 0.0240 66 3.0016 0.0239 67 3.0253 0.0237 68 3.0488 0.0235 69 3.0722 0.0234 70 3.0954 0.0232 71 3.1185 0.0230 72 3.1414 0.0229 73 3.1674 0.0261 74 3.1934 0.0259 75 3.2192 0.0258 76 3.2448 0.0257 77 3.2703 0.0255 78 3.2957 0.0254 79 3.3210 0.0253 80 3.3461 0.0251 81 3.3711 0.0250 S2 3.3960 0.0249 83 3.4207 0.0248 84 3.4453 0.0246 85 3.4699 0.0245 86 3.4943 0.0244 87 3.5186 0.0243 88 3.5427 0.0242 89 3.5668 0.0241 90 3.5908 0.0240 91 3.6146 0.0239 92 3.6384 0.0237 93 3.6620 0.0236 94 3.6856 0.0235 95 3.7090 0.0234 96 3.7323 0.0233 97 3.7556 0.0232 98 3.7787 0.0232 99 3.8018 0.0231 100 3.8248 0.0230 101 3.8476 0.0229 102 3.8704 0.0228 103 3.8931 0.0227 104 3.9157 0.0226 105 3.9382 0.0225 106 3.9607 0.0224 107 3.9830 0.0223 108 4.0053 0.0223 109 4.0275 0.0222 110 4.0496 0.0221 111 4.0716 0.0220 112 4.0935 0.0219 113 4.1154 0.0219 114 4.1372 0.0218 115 4.1589 0.0217 116 4.1805 0.0216 117 4.2021 0.0216 118 4.2235 0.0215 119 4.2449 0.0214 120 4.2663 0.0213 121 4.2876 0.0213 122 4.3088 0.0212 123 4.3299 0.0211 124 4.3509 0.0211 125 4.3719 0.0210 126 4.3929 0.0209 127 4.4137 0.0209 128 4.4345 0.0208 129 4.4552 0.0207 130 4.4759 0.0207 131 4.4965 0.0206 132 4.5170 0.0205 133 4.5375 0.0205 134 4.5579 0.0204 135 4.5783 0.0204 136 4.5986 0.0203 137 4.6188 0.0202 138 4.6390 0.0202 139 4.6591 0.0201 140 4.6791 0.0201 141 4.6991 0.0200 142 4.7191 0.0199 143 4.7390 0.0199 144 4.7588 0.0198 145 4.7786 0.0198 146 4.7983 0.0197 147 4.8179 0.0197 148 4.8376 0.0196 149 4.8571 0.0196 150 4.8766 0.0195 151 4.8961 0.0195 152 4.9155 0.0194 153 4.9348 0.0194 154 4.9541 0.0193 155 4.9734 0.0193 156 4.9926 0.0192 157 5.0117 0.0192 158 5.0308 0.0191 159 5.0499 0.0191 160 5.0689 0.0190 161 5.0879 0.0190 162 5.1068 0.0189 163 5.1256 0.0189 164 5.1445 0.0188 165 5.1632 0.0188 166 5.1820 0.0187 167 5.2006 0.0187 168 5.2193 0.0186 169 5.2379 0.0186 170 5.2564 0.0185 171 5.2749 0.0185 172 5.2934 0.0185 173 5.3118 0.0184 174 5.3302 0.0184 175 5.3485 0.0183 176 5.3668 0.0183 177 5.3851 0.0183 178 5.4033 0.0182 179 5.4214 0.0182 180 5.4396 0.0181 181 5.4577 0.0181 182 5.4757 0.0180 183 5.4937 0.0180 184 5.5117 0.0180 185 5.5296 0.0179 186 5.5475 0.0179 187 5.5653 0.0179 188 5.5832 0.0178 189 5.6009 0.0178 190 5.6187 0.0177 191 5.6364 0.0177 192 5.6540 0.0177 193 5.6717 0.0176 194 5.6893 0.0176 195 5.7068 0.0176 196 5.7243 0.0175 197 5.7418 0.0175 198 5.7593 0.0174 199 5.7767 0.0174 200 5.7940 0.0174 201 5.8114 0.0173 202 5.8287 0.0173 203 5.8460 0.0173 204 5.8632 0.0172 205 5.8804 0.0172 206 5.8976 0.0172 207 5.9147 0.0171 208 5.9318 0.0171 209 5.9489 0.0171 210 5.9659 0.0170 211 5.9829 0.0170 212 5,9999 0.0170 213 6.0169 0.0169 214 6.0338 0.0169 215 6.0506 0.0169 216 6.0675 0.0168 217 6.0843 0.0168 218 6.1011 0.0168 219 6.1179 0.0168 220 6.1346 0.0167 221 6.1513 0.0167 222 6.1679 0.0167 223 6.1846 0.0166 224 6.2012 0.0166 225 6,2177 0.0166 226 6.2343 0.0165 227 6.2508 0.0165 228 6.2673 0.0165 229 6.2837 0.0165 230 6.3002 0.0164 231 6.3166 0.0164 232 6.3329 0.0164 233 6.3493 0.0163 234 6.3656 0.0163 235 6.3819 0.0163 236 6.3981 0.0163 237 6.4144 0.0162 238 6.4306 0.0162 239 6.4468 0.0162 240 6.4629 0.0161 241 6.4790 0.0161 242 6.4951 0.0161 243 6.5112 0.0161 244 6.5272 0.0160 245 6.5432 0.0160 246 6.5592 0.0160 247 6.5752 0.0160 248 6.5911 0.0159 249 6.6070 0.0159 250 6.6229 0.0159 251 6.6388 0.0159 252 6.6546 0.0158 253 6.6704 0.0158 254 6.6862 0.0158 255 6.7020 0.0158 256 6.7177 0.0157 257 6.7334 0.0157 258 6.7491 0.0157 259 6.7648 0.0157 260 6.7804 0.0156 261 6.7960 0.0156 262 6.8116 0.0156 263 6.8272 0.0156 264 6.8427 0.0155 265 6.8583 0.0155 266 6.8738 0.0155 267 6.8892 0.0155 268 6.9047 0.0154 269 6.9201 0.0154 270 6.9355 0.0154 271 6.9509 0.0154 272 6.9662 0.0154 273 6.9816 0.0153 274 6.9969 0.0153 275 7.0122 0.0153 276 7.0274 0.0153 277 7.0427 0.0152 278 7.0579 0.0152 279 7.0731 0.0152 280 7.0883 0.0152 281 7.1035 0.0152 282 7.1186 0.0151 283 7.1337 0.0151 284 7.1488 0.0151 285 7.1639 0.0151 286 7.1789 0.0151 287 7.1940 0.0150 288 --------------------------------------------------------------- 7.2090 0.0150 - - - - -- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) --------------------------------------------------------------------- 1 0.0150 0.0056 0.0094 2 0.0150 0.0057 0.0094 3 0.0151 0.0057 0.0094 4 0.0151 0.0057 0.0094 5 0.0151 0.0057 0.0094 6 0.0152 0.0057 0.0095 7 0.0152 0.0057 0.0095 8 0.0152 0.0057 0.0095 9 0.0153 0.0057 0.0095 10 0.0153 0.0058 0.0095 11 0.0153 0.0058 0.0096 12 0.0154 0.0058 0.0096 13 0.0154 0.0058 0.0096 14 0.0154 0.0058 0.0096 15 0.0155 0.0058 0.0097 16 0.0155 0.0058 0.0097 17 0.0155 0.0058 0.0097 18 0.0156 0.0059 0.0097 19 0.0156 0.0059 0.0097 20 0.0156 0.0059 0.0098 21 0.0157 0.0059 0.0098 22 0.0157 0.0059 0.0098 23 0.0158 0.0059 0.0098 24 0.0158 0.0059 0.0098 25 0.0158 0.0060 0.0099 26 0.0159 0.0060 0.0099 27 0.0159 0.0060 0.0099 28 0.0159 0.0060 0.0099 29 0.0160 0.0060 0.0100 30 0.0160 0.0060 0.0100 31 0.0161 0.0060 0.0100 32 0.0161 0.0061 0.0100 33 0.0161 0.0061 0.0101 34 0.0162 0.0061 0.0101 35 0.0162 0.0061 0.0101 36 0.0163 0.0061 0.0101 37 0.0163 0.0061 0.0102 38 0.0163 0.0061 0.0102 39 0.0164 0.0062 0.0102 40 0.0164 0.0062 0.0102 41 0.0165 0.0062 0.0103 42 0.0165 0.0062 0.0103 43 0.0166 0.0062 0.0103 44 0.0166 0.0062 0.0104 45 0.0167 0.0063 0.0104 46 0.0167 0.0063 0.0104 47 0.0168 0.0063 0.0105 48 0.0168 0.0063 0.0105 49 0.0168 0.0063 0.0105 50 0.0169 0.0064 0.0105 51 0.0169 0.0064 0.0106 52 0.0170 0.0064 0.0106 53 0.0170 0.0064 0.0106 54 0.0171 0.0064 0.0106 55 0.0171 0.0064 0.0107 56 0.0172 0.0065 0.0107 57 0.0172 0.0065 0.0108 58 0.0173 0.0065 0.0108 59 0.0173 0.0065 0.0108 60 0.0174 0.0065 0.0108 61 0.0174 0.0066 0.0109 62 0.0175 0.0066 0.0109 63 0.0176 0.0066 0.0109 64 0.0176 0.0066 0.0110 65 0.0177 0.0066 0.0110 66 0.0177 0.0067 0.0110 67 0.0178 0.0067 0.0111 68 0.0178 0.0067 0.0111 69 0.0179 0.0067 0.0112 70 0.0179 0.0067 0.0112 71 0.0180 0.0068 0.0112 72 0.0180 0.0068 0.0113 73 0.0181 0.0068 0.0113 74 0.0182 0.0068 0.0113 75 0.0183 0.0069 0.0114 76 0.0183 0.0069 0.0114 77 0.0184 0.0069 0.0115 78 0.0184 0.0069 0.0115 79 0.0185 0.0070 0.0115 80 0.0185 0.0070 0.0116 81 0.0186 0.0070 0.0116 82 0.0187 0.0070 0.0117 83 0.0188 0.0071 0.0117 84 0.0188 0.0071 0.0117 85 0.0189 0.0071 0.0118 86 0.0190 0.0071 0.0118 87 0.0191 0.0072 0.0119 88 0.0191 0.0072 0.0119 89 0.0192 0.0072 0.0120 90 0.0193 0.0072 0.0120 91 0.0194 0.0073 0.0121 92 0.0194 0.0073 0.0121 93 0.0195 0.0073 0.0122 94 0.0196 0.0074 0.0122 95 0.0197 0.0074 0.0123 96 0.0197 0.0074 0.0123 97 0.0198 0.0075 0.0124 98 0.0199 0.0075 0.0124 99 0.0200 0.0075 0.0125 100 0.0201 0.0075 0.0125 101 0.0202 0.0076 0.0126 102 0.0202 0.0076 0.0126 103 0.0204 0.0077 0.0127 104 0.0204 0.0077 0.0127 105 0.0205 0.0077 0.0128 106 0.0206 0.0078 0.0128 107 0.0207 0.0078 0.0129 108 0.0208 0.0078 0.0130 109 0.0209 0.0079 0.0131 110 0.0210 0.0079 0.0131 111 0.0211 0.0079 0.0132 112 0.0212 0.0080 0.0132 113 0.0213 0.0080 0.0133 114 0.0214 0.0081 0.0134 115 0.0216 0.0081 0.0134 116 0.0216 0.0081 0.0135 117 0.0218 0.0082 0.0136 118 0.0219 0.0082 0.0136 119 0.0220 0.0083 0.0137 120 0.0221 0.0083 0.0138 121 0.0223 0.0084 0.0139 122 0.0223 0.0084 0.0139 123 0.0225 0.0085 0.0140 124 0.0226 0.0085 0.0141 125 0.0228 0.0086 0.0142 126 0.0229 0.0086 0.0143 127 0.0231 0.0087 0.0144 128 0.0232 0.0087 0.0144 129 0.0233 0.0088 0.0146 130 0.0234 0.0088 0.0146 131 0.0236 0.0089 0.0147 132 0.0237 0.0089 0.0148 133 0.0240 0.0090 0.0149 134 0.0241 0.0091 0.0150 135 0.0243 0.0091 0.0152 136 0.0244 0.0092 0.0152 137 0.0246 0.0093 0.0154 138 0.0248 0.0093 0.0154 139 0.0250 0.0094 0.0156 140 0.0251 0.0095 0.0157 141 0.0254 0.0096 0.0158 142 0.0255 0.0096 0.0159 143 0.0258 0.0097 0.0161 144 0.0259 0.0098 0.0162 145 0.0229 0.0086 0.0143 146 0.0230 0.0087 0.0144 147 0.0234 0.0088 0.0146 148 0.0235 0.0089 0.0147 149 0.0239 0.0090 0.0149 150 0.0240 0.0090 0.0150 151 0.0244 0.0092 0.0152 152 0.0246 0.0093 0.0153 153 0.0250 0.0094 0.0156 154 0.0252 0.0095 0.0157 155 0.0256 0.0096 0.0160 156 0.0258 0.0097 0.0161 157 0.0263 0.0099 0.0164 158 0.0265 0.0100 0.0165 159 0.0270 0.0102 0.0169 160 0.0273 0.0103 0.0170 161 0.0278 0.0105 0.0174 162 0.0281 0.0106 0.0175 163 0.0287 0.0108 0.0179 164 0.0290 0.0109 0.0181 165 0.0297 0.0112 0.0185 166 0.0300 0.0113 0.0187 167 0.0308 0.0116 0.0192 168 0.0311 0.0117 0.0194 169 0.0320 0.0121 0.0200 170 0.0325 0.0122 0.0203 171 0.0334 0.0126 0.0208 172 0.0339 0.0128 0.0212 173 0.0350 0.0132 0.0218 174 0.0356 0.0134 0.0222 175 0.0368 0.0139 0.0230 176 0.0375 0.0141 0.0234 177 0.0390 0.0147 0.0243 178 0.0398 0.0150 0.0248 179 0.0416 0.0157 0.0260 180 0.0426 0.0160 0.0266 181 0.0449 0.0169 0.0280 182 0.0461 0.0174 0.0288 183 0.0491 0.0185 0.0306 184 0.0508 0.0191 0.0317 185 0.0420 0.0158 0.0262 186 0.0444 0.0167 0.0277 187 0.0504 0.0190 0.0315 188 0.0544 0.0205 0.0339 189 0.0655 0.0247 0.0409 190 0.0740 0.0278 0.0461 191 0.1057 0.0342 0.0716 192 0.1454 0.0342 0.1112 193 0.4550 0.0342 0.4208 194 0.0861 0.0324 0.0537 195 0.0593 0.0223 0.0370 196 0.0472 0.0177 0.0294 197 0.0527 0.0198 0.0328 198 0.0475 0.0179 0.0296 199 0.0437 0.0164 0.0273 200 0.0407 0.0153 0.0254 201 0.0382 0.0144 0.0238 202 0.0362 0.0136 0.0226 203 0.0344 0.0130 0.0215 204 0.0329 0.0124 0.0205 205 0.0316 0.0119 0.0197 206 0.0304 0.0114 0.0190 207 0.0293 0.0110 0.0183 208 0.0284 0.0107 0.0177 209 0.0276 0.0104 0.0172 210 0.0268 0.0101 0.0167 211 0.0261 0.0098 0.0163 212 0.0254 0.0096 0.0158 213 0.0248 0.0093 0.0155 214 0.0242 0.0091 0.0151 215 0.0237 0.0089 0.0148 216 0.0232 0.0087 0.0145 217 0.0261 0.0098 0.0163 218 0.0257 0.0097 0.0160 219 0.0253 0.0095 0.0158 220 0.0249 0.0094 0.0155 221 0.0245 0.0092 0.0153 222 0.0242 0.0091 0.0151 223 0.0239 0.0090 0.0149 224 0.0235 0.0089 0.0147 225 0.0232 0.0087 0.0145 226 0.0230 0.0086 0.0143 227 0.0227 0.0085 0.0142 228 0.0224 0.0084 0.0140 229 0.0222 0.0083 0.0138 230 0.0219 0.0083 0.0137 231 0.0217 0.0082 0.0135 232 0.0215 0.0081 0.0134 233 0.0213 0.0080 0.0133 234 0.0211 0.0079 0.0131 235 0.0209 0.0078 0.0130 236 0.0207 0.0078 0.0129 237 0.0205 0.0077 0.0128 238 0.0203 0.0076 0.0127 239 0.0201 0.0076 0.0125 240 0.0199 0.0075 0.0124 241 0.0198 0.0074 0.0123 242 0.0196 0.0074 0.0122 243 0.0195 0.0073 0.0121 244 0.0193 0.0073 0.0120 245 0.0192 0.0072 0.0119 246 0.0190 0.0072 0.0119 247 0.0189 0.0071 0.0118 248 0.0187 0.0070 0.0117 249 0.0186 0.0070 0.0116 250 0.0185 0.0069 0.0115 251 0.0183 0.0069 0.0114 252 0.0182 0.0069 0.0114 253 0.0181 0.0068 0.0113 254 0.0180 0.0068 0.0112 255 0.0179 0.0067 0.0111 256 0.0177 0.0067 0.0111 257 0.0176 0.0066 0.0110 258 0.0175 0.0066 0.0109 259 0.0174 0.0066 0.0109 260 0.0173 0.0065 0.0108 261 0.0172 0.0065 0.0107 262 0.0171 0.0064 0.0107 263 0.0170 0.0064 0.0106 264 0.0169 0.0064 0.0105 265 0.0168 0.0063 0.0105 266 0.0167 0.0063 0.0104 267 0.0166 0.0063 0.0104 268 0.0165 0.0062 0.0103 269 0.0165 0.0062 0.0103 270 0.0164 0.0062 0.0102 271 0.0163 0.0061 0.0102 272 0.0162 0.0061 0.0101 273 0.0161 0.0061 0.0101 274 0.0160 0.0060 0.0100 275 0.0160 0.0060 0.0100 276 0.0159 0.0060 0.0099 277 0.0158 0.0059 0.0099 278 0.0157 0.0059 0.0098 279 0.0157 0.0059 0.0098 280 0.0156 0.0059 0.0097 281 0.0155 0.0058 0.0097 282 0.0154 0.0058 0.0096 283 0.0154 0.0058 0.0096 284 0.0153 0.0058 0.0096 285 0.0152 0.0057 6.0095 286 0.0152 0.0057 0.0095 287 0.0151 0.0057 0.0094 288 -------------------------------------------------------------- 0.0151 0.0057 0.0094 - - - - -- -------------------------------------------------------------------- Total soil rain loss = 2.55(In) Total effective rainfall = 4.66(In) Peak flow rate in flood hydrograph = 36.56(CFS) --------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac-Ft Q(CFS) 0 10.0 20.0 30.0 40.0 ----------------------------------------------------------------------- 0+ 5 0.0003 0.05 Q 0 +10 0.0016 0.18 Q 0 +15 0.0047 0.44 Q 0 +20 0.0103 0.82 Q 0 +25 0.0190 1.26 VQ 0 +30 0.0309 1.73 VQ 0 +35 0.0456 2.13 V Q 0 +40 0.0620 2.39 V Q 0 +45 0.0799 2.59 V Q 0 +50 0.0987 2.73 V Q 0 +55 0.1182 2.83 V Q 1+ 0 0.1383 2.91 V Q 1+ 5 0.1588 2.98 V Q 1 +10 0.1797 3.03 V Q 1 +15 0.2009 3.08 V Q 1 +20 0.2223 3.12 V Q 1 +25 0.2440 3.15 V Q 1 +30 0.2660 3.19 V Q 1 +35 0.2882 3.22 IV Q 1 +40 0.3105 3.25 IV Q 1 +45 0.3331 3.27 IV Q 1 +50 0.3558 3.29 IV Q 1 +55 0.3786 3.31 IV Q 2+ 0 0.4015 3.33 IV Q 2+ 5 0.4246 3.35 IV Q 2 +10 0.4479 3.37 IV Q 2 +15 0.4712 3.39 IV Q 2 +20 0.4947 3.41 IV Q 2 +25 0.5183 3.43 IV Q 2 +30 0.5420 3.44 IV Q 2 +35 0.5658 3.46 IV Q 2 +40 0.5897 3.47 I VQ 2 +45 0.6138 3.49 I VQ 2 +50 0.6379 3.50 I VQ 2+55 0.6621 3.51 I VQ 3+ 0 0.6864 3.53 VQ 3+ 5 ® 0.7107 3.54 VQ 3 +10 0.7352 3.55 VQ 3 +15 0.7598 3.57 VQ 3 +20 0.7844 3.58 VQ 3 +25 0.8091 3.59 VQ 3 +30 0.8340 3.60 VQ 3 +35 0.8589 3.62 Q 3 +40 0.8838 3.62 Q 3 +45 0.9088 3.63 Q 3 +50 0.9339 3.64 Q 3 +55 0.9591 3.65 Q 4+ 0 0.9843 3.66 Q 4+ 5 1.0096 3.67 Q 4 +10 1.0350 3.68 Q 4 +15 1.0604 3.69 Q 4 +20 1.0859 3.70 Q 4 +25 1.1114 3.71 Q 4 +30 1.1371 3.72 Q 4 +35 1.1628 3.73 QV 4 +40 1.1886 3.74 QV 4 +45 1.2144 3.75 QV 4 +50 1.2403 3.76 QV 4 +55 1.2663 3.77 QV 5+ 0 1.2924 3.79 QV 5+ 5 1.3185 3.80 QV 5 +10 1.3448 3.81 QV 5 +15 1.3711 3.82 QV 5 +20 ® 1.3974 3.83 QV 5 +25 1.4239 3.84 QV 5 +30 1.4504 3.85 Q V 5 +35 1.4770 3.86 Q V 5 +40 1.5037 3.88 Q V 5 +45 1.5305 3.89 Q V 5 +50 1.5574 3.90 Q V 5 +55 1.5843 3.91 Q V 6+ 0 1.6113 3.92 Q V 6+ 5 1.6385 3.94 Q V 6 +10 1.6657 3.95 Q V 6 +15 1.6929 3.96 Q V 6 +20 1.7203 3.97 Q V 6 +25 1.7478 3.99 Q V 6 +30 1.7753 4.00 Q V 6 +35 1.8030 4.01 Q V 6 +40 1.8307 4.03 Q V 6 +45 1.8585 4.04 Q V 6 +50 1.8865 4.05 Q V 6 +55 1.9145 4.07 Q V 7+ 0 1.9426 4.08 Q V 7+ 5 1.9708 4.10 Q V 7 +10 1.9991 4.11 Q V 7 +15 2.0276 4.13 Q V 7 +20 2.0561 4.14 Q V 7 +25 2.0847 4.16 Q V 7 +30 2.1134 4.17 Q V 7 +35 2.1423 4.19 Q V 7+40 2.1712 4.20 Q V 7 +45 2.2002 4.22 Q V 7 +50 2.2294 4.23 Q V 7 +55 2.4587 4.25 Q V 8+ 0 2.2881 4.27 Q V 8+ 5 2.3176 4.28 Q V 8 +10 2.3472 4.30 Q V 8 +15 2.3769 4.32 Q V 8 +20 2.4068 4.33 Q V 8 +25 2.4367 4.35 Q V 8 +30 2.4668 4.37 Q V 8 +35 2.4970 4.39 Q V 8 +40 2.5274 4.41 Q V 8 +45 2.5579 4.42 Q V 8 +50 2.5885 4.44 I Q VI 8 +55 2.6192 4.46 I Q VI 9+ 0 2.6501 4.48 I Q VI 9+ 5 2.6811 4.50 I Q VI 9 +10 2.7122 4.52 I Q VI 9 +15 2.7435 4.54 I Q VI 9 +20 2.7749 4.56 I Q VI 9 +25 2.8065 4.58 I Q VI 9 +30 2.8382 4.61 I Q VI 9 +35 2.8701 4.63 I Q V 9 +40 2.9021 4.65 I Q V 9 +45 2.9343 4.67 I Q V 9 +50 2.9667 4.70 I Q V 9 +55 2.9992 4.72 I Q V 10+ 0 3.0318 4.74 I Q V 10+ 5 3.0647 4.77 I Q V 10 +10 3.0977 4.79 I Q V 10 +15 3.1308 4.82 I Q V 10 +20 3.1642 4.84 I Q IV 10 +25 3.1977 4.87 I Q IV 10 +30 3.2314 4.89 I Q IV 10+35 3.2653 4.92 I Q IV 10 +40 3.2994 4.95 I Q IV 10 +45 3.3337 4.98 I Q IV 10 +50 3.3681 5.01 I Q IV 10 +55 3.4028 5.04 I Q IV 11+ 0 3.4377 5.06 I Q V 11+ 5 3.4728 5.10 I Q I V 11 +10 3.5081 5.13 I Q I V 11 +15 3.5436 5.16 I Q I V 11 +20 3.5794 5.19 I Q I V 11 +25 3.6154 5.22 I Q I V 11 +30 3.6516 5.26 I Q I V 11 +35 3.6880 5.29 I Q I V 11 +40 3.7247 5.33 ( Q I V 11 +45 3.7617 5.37 I Q I V 11 +50 3.7989 5.40 I Q I V 11 +55 3.8364 5.44 I Q I V 12+ 0 3.8741 5.48 I Q I V 12+ 5 3.9121 5.51 I Q I V 12 +10 3.9501 5.52 I Q I V 12 +15 3.9880 5.51 I Q I V 12 +20 ® 4.0257 5.47 ( Q I V 12 +25 4.0630 5.42 I Q I V 12 +30 4.0999 5.36 Q V 12 +35 4.1365 5.32 ( Q V 12 +40 4.731 5.31 Q V 12 +45 4.2098 5.32 Q V 12 +50 4.2466 5.35 Q V 12 +55 4.2837 5.38 Q V 13+ 0 4.3210 5.42 Q V 13+ 5 4.3587 5.47 Q V 13 +10 4.3967 5.52 Q V 13 +15 4.4351 5.58 Q V 13 +20 4.4739 5.64 Q V 13 +25 4.5132 5.70 Q V 13 +30 4.5529 5.77 Q V 13+35 4.5931 5.84 Q V 13 +40 4.6338 5.91 Q V 13 +45 4.6751 5.99 Q V 13 +50 4.7169 6.07 Q V 13 +55 4.7593 6.16 Q V 14+ 0 4.8023 6.25 Q V 14+ 5 4.8461 6.35 Q V 14+10 4.8905 6.45 Q V 14 +15 4.9356 6.56 Q V 14 +20 4.9816 6.67 I Q V 14 +25 5.0284 6.80 Q V 14 +30 5.0761 6.93 Q V 14 +35 5.1248 7.06 Q V 14 +40 5.1744 7.21 Q V 14 +45 5.2252 7.37 I Q V 14 +50 5.2771 7.54 Q V 14 +55 5.3303 7.72 Q V 15+ 0 5.3848 7.92 Q V 15+ 5 5.4408 8.13 Q VI 15 +10 5.4985 8.37 Q VI 15 +15 5.5579 8.63 Q VI 15 +20 5.6193 8.91 Q VI 15 +25 5.6826 9.20 QI VI 15 +30 5.7477 9.44 QI V 15 +35 5.8141 9.64 QI V 15 +40 5.8816 9.81 Q) V 15 +45 5.9506 10.02 Q V 15 +50 6.0217 10.33 Q IV 15 +55 6.0973 10.97 Q IV 16+ 0 6.1818 12.28 1 Q IV 16+ 5 6.2918 15.96 Q I V 16 +10 6.4401 21.53 IQVV 16 +15 6.6338 28.14 Q 16 +20 6.8661 33.73 V 16 +25 7.1178 36.54 V 16 +30 7.3696 36.56 V 16 +35 7.5906 32.09 V 16 +40 7.7632 25.06 Q V 16 +45 7.9108 21.43 IQ V 1 16 +50 8.0321 17.62 Q I V 16 +55 8.1406 15.74 Q I V 17+ 0 8.2372 14.03 Q I V 17+ 5 8.3246 12.69 Q I VI 17 +10 8.4041 11.54 IQ I VI M Eo Q � Q 17 +15 8.4784 10.79 Q VI 17 +20 8.5485 10.18 Q VI 17 +25 8.15150 9.66 V 17 +30 8.6784 9.21 QI V 17 +35 8.7392 8.82 Q V 17 +40 8.7958 8.21 Q V 17 +45 8.8501 7.89 Q V 17 +50 8.9025 7.61 Q IV 17 +55 8.9526 7.27 Q IV 18+ 0 9.0012 7.06 I Q IV 18+ 5 9.0486 6.88 Q IV 18 +10 9.0949 6.72 Q IV 18 +15 9.1404 6.60 Q IV 18 +20 9.1848 6.45 Q V 18 +25 9.2287 6.38 V 18 +30 9.2723 6.33 i Q I I I V 18 +35 9.3153 6.25 Q V 18 +40 9.3579 6.18 Q I V 18 +45 9.3998 6.08 Q V 18 +50 9.4409 5.97 Q I V 18 +55 9.4814 5.88 Q V 19+ 0 9.5211 5.76 ( Q I V 19+ 5 9.5601 5.67 Q V 19 +10 9.5987 5.60 Q I V 19 +15 9.6368 5.53 Q V 19 +20 9.6743 5.45 Q V 19 +25 9.7114 5.38 Q I I V V 19 +30 9.7478 5.29 Q Q 19 +35 9.7831 5.13 Q V 19 +40 9.8175 4.99 Q V 19 +45 9.8514 4.93 Q V 19 +50 9.8850 4.87 Q V 19 +55 9.9182 4.82 Q V 20+ 0 9.9510 4.76 Q V 20+ 5 9.9835 4.71 Q I I V V 20 +10 10.0156 4.67 20 +15 10.0474 4.62 Q V 20 +20 10.0790 4.58 Q V 20 +25 10.1102 4.54 Q 20+30 10.1412 4.50 V 20 +35 10.1719 4.46 Q V 20 +40 10.2023 4.42 Q V 20 +45 10.2325 4.38 Q V 20 +50 10.2624 4.35 Q V 20 +55 10.2921 4.31 Q V 21+ 0 10.3216 4.28 Q V 21+ 5 10.3508 4.24 Q V 21 +10 10.3798 4.21 Q V 21 +15 10.4086 4.18 Q V 21 +20 10.4372 4.15 Q V 21 +25 10.4656 4.12 Q V 21 +30 10.4938 4.09 Q V 21 +35 10.5218 4.07 Q V 21 +40 10.5496 4.04 Q V 21 +45 10.5772 4.01 Q V 21 +50 10.6046 3.98 Q V 21 +55 10.6319 3.96 Q 22+ 0 10.6590 3.93 Q V 22+ 5 10.6859 3.91 Q V 22 +10 10.7126 3.88 Q V 22 +15 10.7392 3.86 Q V 22 +20 10.7656 3.84 i i I I V 22 +25 10.7919 3.81 Q V 22 +30 10.8180 3.79 Q V 22 +35 10.8440 3.77 Q V 22 +40 10.8698 3.75 Q ( V 22 +45 10.8955 3.73 Q V 22 +50 10.9210 3.71 Q V 22 +55 10.9464 3.69 Q V 23+ 0 10.9716 3.67 i I I I V 23+ 5 10.9968 3.65 Q V 23 +10 11.0217 3.63 Q V 23 +15 11.0466 3.61 Q V 23 +20 11.0713 3.59 Q V 23 +25 11.0960 3.57 Q V 23 +30 11.1204 3.56 Q V 23 +35 11.1448 3.54 Q V 23 +40 11.1691 3.52 Q VI 23 +45 11.1932 3.50 Q V 23 +50 11.2172 3.49 Q VI 23 +55 11.2411 3.47 Q V 24+ 0 11.2649 3.46 Q VI 24+ 5 11.2883 3.39 Q VI 24 +10 11.3106 3.24 Q V 24 +15 11.3310 2.97 Q VI 24 +20 11.3488 2.58 Q VI 24 +25 11.3635 2.13 Q V 24 +30 11.3749 1.65 IQ ( VI 24 +35 11.3834 1.25 IQ VI 24 +40 11.3903 0.99 Q VI 24 +45 11.3957 0.79 Q VI 24 +50 11.4002 0.66 Q VI 24 +55 11.4040 0.55 Q VI 25+ 0 11.4073 0.47 Q VI 25+ 5 11.4101 0.41 Q VI 25 +10 11.4126 0.37 Q VI 25 +15 11.4149 0.33 Q VI 25+20 11.4169 0.29 Q VI 25 +25 11.4187 0.26 Q VI 25 +30 11.4203 0.23 Q VI 25 +35 11.4217 0.20 Q VI 25 +40 11.4230 0.18 Q VI 25 +45 11.4241 0.17 Q VI 25 +50 11.4251 0.15 Q VI 25 +55 11.4261 0.14 Q VI 26+ 0 11.4269 0.12 Q VI 26+ 5 11.4277 0.11 Q VI 26 +10 11.4284 0.10 Q VI 26 +15 11.4290 0.09 Q VI 26 +20 11.4296 0.08 Q VI 26 +25 11.4300 0.07 Q VI 26 +30 11.4305 0.06 Q VI VI 26 +35 11.4308 0.05 Q 26 +40 11.4312 0.05 Q V1 26 +45 11.4314 0.04 Q I V 26 +50 11.4317 0.04 Q V 26 +55 11.4319 0.03 Q V 27+ 0 11.4321 0.03 Q ( V 27+ 5 11.4322 0.02 Q V 27 +10 11.4323 0.02 Q V 27 +15 11.4324 0.01 Q V 27 +20 11.4325 0.01 Q V 27 +25 11.4325 0.01 Q V 27 +30 ----------------------------------------------------------------- 11.4325 0.00 Q V - - - - -- D PROJECT: ` os j SkST '.AW DATE: T t4S ENGINEER: 1. Enter the design storm return frequency (years) k ,00 2. Enter catchment lag (hours) 0,4 6 4 3. Enter the catchment area (acres) S1 .A4S 4. Enter basef low (cfs/square mile) 5. Enter S -Graph proportions (decimal) Valley: Developed l® S Foothill Mountain Valley: Undeveloped to - Desert 6. Enter maximum loss rate, F (inch/hour) 7. Enter low loss fraction, Y (decimal) 8. Enter watershed area - averaged 5- minute point rainfall (inches)* Enter watershed area - averaged 30- minute point rain - f all (inches)* Enter watershed area - averaged 1 -hour point rainfall (inches)* Enter watershed area - averaged 3 -hour point rainfall (inches)* Enter watershed area - averaged 6 -hour point rainfall (inches)* Enter watershed area - averaged 24 -hour point rainfall (i x:hes)* 9. Enter 24 -hour storm unit interval (minutes) *Note: enter values unadjusted by depth -area factors P7 IMLW SAN BERNARDINO COUNTY HYDROLOGY MANUAL E -28 riyurc r-- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 1999,' Version 6.0 Study date 03/31/04 +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Allard Engineering, Fontana, California - SIN 643 --------------------------------------------------------------------- TRACT 16572, EAST SIDE, FONTANA DEVELOPED CONDITION, 100 YEAR STORM, 100 YEAR INTENSITY, AMC III BY: E.I. FILENAME: 16572ED100 -------------------------------------------------------------- - - - - -- Storm Event Year = 100 Antecedent Moisture Condition = 3 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 29.48 1 1.04 -------------------------------------------------------------------- Rainfall data for year 2 29.48 6 1.76 -------------------------------------------------------------------- Rainfall data for year 2 29.48 24 3.40 -------------------------------------------------------------------- Rainfall data for year 100 29.48 1 1.52 -------------------------------------------------------------------- Rainfall data for year 100 29.48 6 3.90 -------------------------------------------------------------------- Rainfall data for year 100 29.48 -------------------------------------------------------------- 24 9.30 - - - - -- * * * * * * ** Arga- averaged max loss SCS curve SCS curve Area No.(AMCII) NO.(AMC 3) (Ac.) 58.0 77.4 10.60 40.0 60.0 18.88 t ..................t + + ++ + +t + + ++ + tit. ++ rate, Fm * * * * * * ** Area Fp(Fig C6) Ap Fm Fraction (In /Hr) (dec.) (In /Hr) 0.360 0.414 1.000 0.414 0.640 0.680 0.600 0.408 Area - averaged adjusted loss rate Fm (In /Hr) = 0.410 * * * * * * * ** Area - Averaged low loss rate fraction, Yb * * * * * * * * ** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 10.60 0.360 58.0 77.4 2.92 0.702 11.33 0.384 40.0 60.0 6.67 0.466 7.55 0.256 98.0 98.0 0.20 0.974 Area - averaged catchment yield fraction, Y = 0.681 Area- averaged low loss fraction, Yb = 0.319 Direct entry of lag time by user +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Watershed area = 29.48(Ac.) Catchment Lag time = 0.438 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 19.0085 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.410(In /Hr) Average low loss rate fraction (Yb) = 0.319 (decimal) VALLEY DEVELOPED S -Graph proportion = 0.386 VALLEY UNDEVELOPED S -Graph proportion = 0.614 FOOTHILL S -Graph proportion = 0.000 MOUNTAIN S -Graph proportion = 0.000 DESERT S -Graph proportion = 0.000 Computed peak 5- minute rainfall Computed peak 30- minute rainfall Specified peak 1 -hour rainfall = Computed peak 3 -hour rainfall = Specified peak 6 -hour rainfall = Specified peak 24 -hour rainfall 0.563(In) 1.152(In) 1.520(In) 2.709 (In) 3.900 (In) 9.300 (In) Rainfall depth area reduction factors: Using a total area of 29.48(Ac.) (Ref: fig. E -4) 5- minute factor = 0.999 Adjusted rainfall = 0.562(In) 30- minute factor = 0.999 Adjusted rainfall = 1.150(In) 1 -hour factor = 0.999 Adjusted rainfall = 1.518(In) 3 -hour factor = 1.000 Adjusted rainfall = 2.708(In) 6 -hour factor = 1.000 Adjusted rainfall = 3.900(In) 24 -hour factor = ---------------- 1.000 - - - - - - - -- - -- Adjusted - rainfall = ------------------ 9.300(In) - - - - -- U n i t H y d r o g r a p h / ++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) ------- - - - - -- ------------------------------------------------------- (K = 356.52 (CFS)) 1 1.460 5.207 2 5.657 14.961 3 13.635 28.446 4 25.096 40.860 5 38.582 48.079 6 52.774 50.597 7 64.501 41.813 8 71.931 26.489 9 77.748 20.739 10 81.389 12.978 11 84.356 10.580 12 86.585 7.945 13 88.313 6.160 14 89.615 4.642 15 90.749 4.044 16 91.738 3.528 17 92.613 3.120 18 93.445 2.964 19 94.196 2.678 20 94.725 1.888 21 95.239 1.831 22 95.688 1.602 23 96.062 1.332 24 96.434 1.327 25 96.790 1.267 26 97.140 1.248 27 97.467 1.168 28 97.728 0.931 29 97.985 0.915 30 98.215 0.822 31 98.426 0.749 32 98.631 0.733 33 98.802 0.609 34 98.965 0.583 35 99.114 0.529 36 99.231 0.419 37 99.348 0.416 38 99.465 0.416 39 99.581 0.416 40 99.698 0.416 41 99.815 0.416 42 99.932 0.416 43 100.000 0.244 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.5618 0.5618 2 0.7413 0.1795 3 0.8718 0.1305 4 0.9781 0.1063 5 1.0694 0.0913 6 1.1504 0.0809 7 1.2235 0.0732 8 1.2906 0.0671 9 1.3529 0.0623 10 1.4111 0.0582 11 1.4660 0.0548 12 1.5179 0.0519 13 1.5833 0.0654 14 1.6464 0.0631 15 1.7073 0.0610 16 1.7664 0.0591 17 1.8237 0.0573 18 1.8795 0.0558 19 1.9338 0.0543 20 1.9868 0.0530 21 2.0385 0.0517 22 2.0891 0.0506 23 2.1387 0.0495 24 2.1872 0.0485 25 2.2347 0.0476 26 2.2814 0.0467 27 2.3272 0.0458 28 2.3723 0.0450 29 2.4165 0.0443 30 2.4601 0.0436 31 2.5030 0.0429 32 2.5452 0.0422 c 33 2.5868 0.0416 34 2.6278 0.0410 35 2.6683 0.0405 36 2.7082 0.0399 37 2.7475 0.0393 38 2.7863 0.0388 39 2.8247 0.0383 40 2.8625 0.0379 41 2.8999 0.0374 42 2.9369 0.0370 43 2.9735 0.0366 44 3.0097 0.0362 45 3.0455 0.0358 46 3.0809 0.0354 47 3.1159 0.0351 48 3.1506 0.0347 49 3.1850 0.0344 50 3.2190 0.0340 51 3.2527 0.0337 52 3.2861 0.0334 53 3.3192 0.0331 54 3.3520 0.0328 55 3.3845 0.0325 56 3.4168 0.0322 57 3.4487 0.0320 58 3.4804 0.0317 59 3.5118 0.0314 60 3.5430 0.0312 61 3.5740 0.0309 62 3.6047 0.0307 63 3.6351 0.0305 64 3.6654 0.0302 65 3.6954 0.0300 66 3.7252 0.0298 67 3.7548 0.0296 68 3.7841 0.0294 69 3.8133 0.0292 70 3.8423 0.0290 71 3.8711 0.0288 72 3.8996 0.0286 73 3.9335 0.0339 74 3.9672 0.0337 75 4.0007 0.0335 76 4.0341 0.0334 77 4.0673 0.0332 78 4.1003 0.0330 79 4.1332 0.0329 80 4.1659 0.0327 81 4.1985 0.0326 82 4.2309 0.0324 83 4.2632 0.0323 84 4.2953 0.0321 85 4.3273 0.0320 86 4.3591 0.0318 87 4.3909 0.0317 88 4.4224 0.0316 89 4.4539 0.0314 90 4.4852 0.0313 91 4.5164 0.0312 92 4.5474 0.0311 93 4.5783 0.0309 94 4.6091 0.0308 95 4.6398 0.0307 96 4.6704 0.0306 97 4.7008 0.0304 98 4.7311 0.0303 99 4.7613 0.0302 100 4.7914 0.0301 101 4.8214 0.0300 102 4.8513 0.0299 103 4.8811 0.0298 104 4.9107 0.0297 105 4.9403 0.0295 106 4.9697 0.0294 107 4.9990 0.0293 108 5.0283 0.0292 109 5.0574 0.0291 110 5.0865 0.0290 111 5.1154 0.0289 112 5.1442 0.0288 113 5.1730 0.0287 114 5.2016 0.0287 115 5.2302 0.0286 116 5.2587 0.0285 117 5.2870 0.0284 118 5.3153 0.0283 119 5.3435 0.0282 120 5.3716 0.0281 121 5.3996 0.0280 122 5.4276 0.0279 123 5.4554 0.0278 124 5.4832 0.0278 125 5.5109 0.0277 126 5.5385 0.0276 127 5.5660 0.0275 128 5.5934 0.0274 129 5.6208 0.0274 130 5.6481 0.0273 131 5.6752 0.0272 132 5.7024 0.0271 133 5.7294 0.0270 134 5.7564 0.0270 135 5.7833 0.0269 136 5.8101 0.0268 137 5.8368 0.0267 138 5.8635 0.0267 139 5.8901 0.0266 140 5.9166 0.0265 141 5.9431 0.0265 142 5.9695 0.0264 143 5.9958 0.0263 144 6.0221 0.0263 145 6.0483 0.0262 146 6.0744 0.0261 147 6.1004 0.0260 148 6.1264 0.0260 149 6.1523 0.0259 150 6.1782 0.0259 151 6.2040 0.0258 152 6.2297 0.0257 153 6.2554 0.0257 154 6.2810 0.0256 155 6.3065 0.0255 156 6.3320 0.0255 157 6.3574 0.0254 158 6.3827 0.0254 159 6.4080 0.0253 160 6.4333 0.0252 161 6.4585 0.0252 162 6.4836 0.0251 163 6.5086 0.0251 164 6.5336 0.0250 165 6.5586 0.0249 166 6.5835 0.0249 167 6.6083 0.0248 168 6.6331 0.0248 169 6.6578 0.0247 170 6.6825 0.0247 171 6.7071 0.0246 172 6.7317 0.0246 173 6.7562 0.0245 174 6.7806 0.0245 175 6.8050 0.0244 176 6.8294 0.0244 177 6.8537 0.0243 178 6.8779 0.0242 179 6.9021 0.0242 180 6.9263 0.0241 181 6.9504 0.0241 182 6.9744 0.0240 183 6.9984 0.0240 184 7.0224 0.0240 185 7.0463 0.0239 186 7.0701 0.0239 187 7.0939 0.0238 188 7.1177 0.0238 189 7.1414 0.0237 190 7.1651 0.0237 191 7.1887 0.0236 192 7.2123 0.0236 193 7.2358 0.0235 194 7.2593 0.0235 195 7.2827 0.0234 196 7.3061 0.0234 197 7.3295 0.0233 198 7.3528 0.0233 199 7.3760 0.0233 200 7.3992 0.0232 201 7.4224 0.0232 202 7.4455 0.0231 203 7.4686 0.0231 204 7.4917 0.0230 205 7.5147 0.0230 206 7.5376 0.0230 207 7.5605 0.0229 208 7.5834 0.0229 209 7.6063 0.0228 210 7.6291 0.0228 211 7.6518 0.0228 212 7.6745 0.0227 213 7.6972 0.0227 214 7.7198 0.0226 215 7.7424 0.0226 216 7.7650 0.0226 217 7.7875 0.0225 218 7.8100 0.0225 219 7.8324 0.0224 220 7.8548 0.0224 221 7.8772 0.0224 222 7.8995 0.0223 223 7.9218 0.0223 224 7.9441 0.0223 225 7.9663 0.0222 226 7.9884 0.0222 227 8.0106 0.0221 228 8.0327 0.0221 229 8.0548 0.0221 230 8.0768 0.0220 231 8.0988 0.0220 232 8.1208 0.0220 1 233 8.1427 0.0219 234 8.1646 0.0219 235 8.1864 0.0219 236 8.2083 0.0218 237 8.2300 0.0218 238 8.2518 0.0218 239 8.2735 0.0217 240 8.2952 0.0217 241 8.3169 0.0217 242 8.3385 0.0216 243 8.3601 0.0216 244 8.3816 0.0216 245 8.4031 0.0215 246 8.4246 0.0215 247 8.4461 0.0215 248 8.4675 0.0214 249 8.4889 0.0214 250 8.5102 0.0214 251 8.5316 0.0213 252 8.5528 0.0213 253 8.5741 0.0213 254 8.5953 0.0212 255 8.6165 0.0212 256 8.6377 0.0212 257 8.6588 0.0211 258 8.6800 0.0211 259 8.7010 0.0211 260 8.7221 0.0210 261 8.7431 0.0210 262 8.7641 0.0210 263 8.7850 0.0210 264 8.8060 0.0209 265 8.8269 0.0209 266 8.8477 0.0209 267 8.8686 0.0208 268 8.8894 0.0208 269 8.9101 0.0208 270 8.9309 0.0208 271 8.9516 0.0207 272 8.9723 0.0207 273 8.9930 0.0207 274 9.0136 0.0206 275 9.0342 0.0206 276 9.0548 0.0206 277 9.0754 0.0206 278 9.0959 0.0205 279 9.1164 0.0205 280 9.1369 0.0205 281 9.1573 0.0204 282 9.1777 0.0204 283 9.1981 0.0204 284 9.2185 0.0204 285 9.2388 0.0203 286 9.2591 0.0203 287 9.2794 0.0203 288 9.2997 0.0203 Unit Unit Unit Effective �j Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) --------------------------------------------------------------------- 1 0.0203 0.0065 0.0138 2 0.0203 0.0065 0.0138 3 0.0203 0.0065 0.0139 4 0.0204 0.0065 0.0139 5 0.0204 0.0065 0.0139 6 0.0204 0.0065 0.0139 7 0.0205 0.0065 0.0140 8 0.0205 0.0065 0.0140 9 0.0206 0.0066 0.0140 10 0.0206 0.0066 0.0140 11 0.0207 0.0066 0.0141 12 0.0207 0.0066 0.0141 13 0.0208 0.0066 0.0141 14 0.0208 0.0066 0.0142 15 0.0208 0.0066 0.0142 16 0.0209 0.0067 0.0142 17 0.0209 0.0067 0.0143 18 0.0210 0.0067 0.0143 19 0.0210 0.0067 0.0143 20 0.0210 0.0067 0.0143 21 0.0211 0.0067 0.0144 22 0.0211 0.0067 0.0144 23 0.0212 0.0068 0.0144 24 0.0212 0.0068 0.0145 25 0.0213 0.0068 0.0145 26 0.0213 0.0068 0.0145 27 0.0214 0.0068 0.0146 28 0.0214 0.0068 0.0146 29 0.0215 0.0069 0.0146 30 0.0215 0.0069 0.0147 31 0.0216 0.0069 0.0147 32 0.0216 0.0069 0.0147 33 0.0217 0.0069 0.0148 34 0.0217 0.0069 0.0148 35 0.0218 0.0069 0.0148 36 0.0218 0.0070 0.0149 37 0.0219 0.0070 0.0149 38 0.0219 0.0070 0.0149 39 0.0220 0.0070 0.0150 40 0.0220 0.0070 0.0150 41 0.0221 0.0070 0.0151 42 0.0221 0.0071 0.0151 43 0.0222 0.0071 0.0151 44 0.0223 0.0071 0.0152 45 0.0223 0.0071 0.0152 46 0.0224 0.0071 0.0152 47 0.0224 0.0072 0.0153 48 0.0225 0.0072 0.0153 49 0.0226 0.0072 0.0154 50 0.0226 0.0072 0.0154 51 0.0227 0.0072 0.0154 52 ® 0.0227 0.0072 0.0155 53 0.0228 0.0073 0.0155 54 0 0.0228 0 0.0073 0 0.0156 55 0 0.0229 0 0.0073 0 0.0156 56 0 0.0230 0 0.0073 0 0.0156 57 0 0.0230 0 0.0073 0 0.0157 58 0 0.0231 0 0.0074 0 0.0157 59 0 0,0232 0 0.0074 0 0.0158 60 0 0.0232 0 0.0074 0 0.0158 61 0 0.0233 0 0.0074 0 0.0159 62 0 0.0233 0 0.0074 0 0.0159 63 0 0.0234 0 0.0075 0 0.0160 64 0 0.0235 0 0.0075 0 0.0160 65 0 0.0236 0 0.0075 0 0.0161 66 0 0.0236 0 0.0075 0 0.0161 67 0 0.0237 0 0.0076 0 0.0162 68 0 0.0238 0 0.0076 0 0.0162 69 0 0.0239 0 0.0076 0 0.0162 70 0 0.0239 0 0.0076 0 0.0163 71 0 0.0240 0 0.0077 0 0.0163 72 0 0.0240 0 0.0077 0 0.0164 73 0 0.0241 0 0.0077 0 0.0164 74 0 0.0242 0 0.0077 0 0.0165 75 0 0.0243 0 0.0077 0 0.0166 76 0 0.0244 0 0.0078 0 0.0166 77 0 0.0245 0 0.0078 0 0.0167 78 0 0.0245 0 0.0078 0 0.0167 79 0 0.0246 0 0.0078 0 0.0168 80 0 0.0247 0 0.0079 0 0.0168 81 0 0.0248 0 0.0079 0 0.0169 82 0 0.0248 0 0.0079 0 0.0169 83 0 0.0249 0 0.0080 0 0.0170 84 0 0.0250 0 0.0080 0 0. 0170 85 0 0.0251 0 0.0080 0 0.0171 86 0 0.0252 0 0.0080 0 0.0172 87 0 0.0253 0 0.0081 0 0.0172 88 0 0.0254 0 0.0081 0 0.0173 89 0 0.0255 0 0.0081 0 0.0174 90 0 0.0255 0 0.0081 0 0.0174 91 0 0.0257 0 0.0082 0 0.0175 92 0 0.0257 0 0.0082 0 0.0175 93 0 0.0259 0 0.0082 0 0.0176 94 0 0.0259 0 0.0083 0 0.0177 95 0 0.0260 0 0.0083 0 0.0177 96 0 0.0261 0 0.0083 0 0.0178 97 0 0.0263 0 0.0084 0 0.0179 98 0 0.0263 0 0.0084 0 0.0179 99 0 0.0265 0 0.0084 0 0.0180 100 0 0.0265 0 0.0085 0 0.0181 101 0 0.0267 0 0.0085 0 0.0182 102 0 0.0267 0 0.0085 0 0.0182 103 0 0.0269 0 0.0086 0 0.0183 104 0 0.0270 0 0.0086 0 0.0184 105 0 0.0271 0 0.0086 0 0.0185 106 0 0.0272 0 0.0087 0 0.0185 107 0 0.0274 0 0.0087 0 0.0186 108 0 0.0274 0 0.0087 0 0.0187 109 0 0.0276 0 0.0088 0 0.0188 110 0 0.0277 0 0.0088 0.0189 ill 0.0278 0.0089 0.0190 112 0.0279 0.0089 0.0190 113 0.0281 0.0090 0.0191 114 0.0282 0.0090 0.0192 115 0.0284 0.0090 0.0193 116 0.0285 0.0091 0.0194 117 0.0287 0.0091 0.0195 118 0.0287 0.0092 0.0196 119 0.0289 0.0092 0.0197 120 0.0290 0.0093 0.0198 121 0.0292 0.0093 0.0199 122 0.0293 0.0094 0.0200 123 0.0295 0.0094 0.0201 124 0.0297 0.0095 0.0202 125 0.0299 0.0095 0.0203 126 0.0300 0.0096 0.0204 127 0.0302 0.0096 0.0206 128 0.0303 0.0097 0.0207 129 0.0306 0.0097 0.0208 130 0.0307 0.0098 0.0209 131 0.0309 0.0099 0.0211 132 0.0311 0.0099 0.0212 133 0.0313 0.0100 0.0213 134 0.0314 0.0100 0.0214 135 0.0317 0.0101 0.0216 136 0.0318 0.0102 0.0217 137 0.0321 0.0102 0.0219 138 0.0323 0.0103 0.0220 139 0.0326 0.0104 0.0222 140 0.0327 0.0104 0.0223 141 0.0330 0.0105 0.0225 142 0.0332 0.0106 0.0226 143 0.0335 0.0107 0.0228 144 0.0337 0.0107 0.0230 145 0.0286 0.0091 0.0195 146 0.0288 0.0092 0.0196 147 0.0292 0.0093 0.0199 148 0.0294 0.0094 0.0200 149 0.0298 0.0095 0.0203 150 0.0300 0.0096 0.0204 151 0.0305 0.0097 0.0208 152 0.0307 0.0098 0.0209 153 0.0312 0.0099 0.0212 154 0.0314 0.0100 0.0214 155 0.0320 0.0102 0.0218 156 0.0322 0.0103 0.0220 157 0.0328 0.0105 0.0223 158 0.0331 0.0106 0.0225 159 0.0337 0.0107 0.0230 160 0.0340 0.0108 0.0232 161 0.0347 0.0111 0.0236 162 0.0351 0.0112 0.0239 163 0.0358 0.0114 0.0244 164 0.0362 0.0115 0.0246 165 0.0370 0.0118 0.0252 166 0.0374 0.0119 0.0255 167 0.0383 0.0122 0.0261 168 0.0388 0.0124 0.0264 169 0.0399 0.0127 0.0272 170 0.0405 0.0129 0.0276 171 0.0416 0.0133 0.0283 172 0.0422 0.0135 0.0288 173 0.0436 0.0139 0.0297 174 0.0443 0.0141 0.0302 175 0.0458 0.0146 0.0312 176 0.0467 0.0149 0.0318 177 0.0485 0.0155 0.0330 178 0.0495 0.0158 0.0337 179 0.0517 0.0165 0.0352 180 0.0530 0.0169 0.0361 181 0.0558 0.0178 0.0380 182 0.0573 0.0183 0.0391 183 0.0610 0.0194 0.0415 184 0.0631 0.0201 0.0430 185 0.0519 0.0166 0.0354 186 0.0548 0.0175 0.0374 187 0.0623 0.0199 0.0424 188 0.0671 0.0214 0.0457 189 0.0809 0.0258 0.0551 190 0.0913 0.0291 0.0622 191 0.1305 0.0342 0.0964 192 0.1795 0.0342 0.1453 193 0.5618 0.0342 0.5276 194 0.1063 0.0339 0.0724 195 0.0732 0.0233 0.0498 196 0.0582 0.0186 0.0397 197 0.0654 0.0208 0.0445 198 0.0591 0.0188 0.0402 199 0.0543 0.0173 0.0370 200 0.0506 0.0161 0.0345 201 0.0476 0.0152 0.0324 202 0.0450 0.0144 0.0307 203 0.0429 0.0137 0.0292 204 0.0410 0.0131 0.0279 205 0.0393 0.0125 0.0268 206 0.0379 0.0121 0.0258 207 0.0366 0.0117 0.0249 208 0.0354 0.0113 0.0241 209 0.0344 0.0110 0.0234 210 0.0334 0.0106 0.0227 211 0.0325 0.0104 0.0221 212 0.0317 0.0101 0.0216 213 0.0309 0.0099 0.0211 214 0.0302 0.0096 0.0206 215 0.0296 0.0094 0.0202 216 0.0290 0.0092 0.0197 217 0.0339 0.0108 0.0231 218 0.0334 0.0106 0.0227 219 0.0329 0.0105 0.0224 220 0.0324 0.0103 0.0221 221 0.0320 0.0102 0.0218 222 0.0316 0.0101 0.0215 223 c 0.0312 0.0099 0.0212 224 0.0308 0.0098 0.0210 225 0.0304 0.0097 0.0207 226 0.0301 0.0096 0.0205 227 0.0298 0.0095 0.0203 228 0.0294 0.0094 0.0201 229 0.0291 0.0093 0.0198 230 0.0288 0.0092 0.0196 231 0.0286 0.0091 0.0195 232 0.0283 0.0090 0.0193 233 0.0280 0.0089 0.0191 234 0.0278 0.0089 0.0189 235 0.0275 0.0088 0.0187 236 0.0273 0.0087 0.0186 237 0.0270 0.0086 0.0184 238 0.0268 0.0086 0.0183 239 0.0266 0.0085 0.0181 240 0.0264 0.0084 0.0180 241 0.0262 0.0083 0.0178 242 0.0260 0.0083 0.0177 243 0.0258 0.0082 0.0176 244 0.0256 0.0082 0.0174 245 0.0254 0.0081 0.0173 246 0.0252 0.0080 0.0172 247 0.0251 0.0080 0.0171 248 0.0249 0.0079 0.0170 249 0.0247 0.0079 0.0168 250 0.0246 0.0078 0.0167 251 0.0244 0.0078 0.0166 252 0.0242 0.0077 0.0165 253 0.0241 0.0077 0.0164 254 0.0240 0.0076 0.0163 255 0.0238 0.0076 0.0162 256 0.0237 0.0075 0.0161 257 0.0235 0.0075 0.0160 258 0.0234 0.0075 0.0159 259 0.0233 0.0074 0.0158 260 0.0231 0.0074 0.0158 261 0.0230 0.0073 0.0157 262 0.0229 0.0073 0.0156 263 0.0228 0.0073 0.0155 264 0.0226 0.0072 0.0154 265 0.0225 0.0072 0.0153 266 0.0224 0.0071 0.0153 267 0.0223 0.0071 0.0152 268 0.0222 0.0071 0.0151 269 0.0221 0.0070 0.0150 270 0.0220 0.0070 0.0150 271 0.0219 0.0070 0.0149 272 0.0218 0.0069 0.0148 273 0.0217 0.0069 0.0147 274 0.0216 0.0069 0.0147 275 0.0215 0.0068 0.0146 276 0.0214 0.0068 0.0145 277 0.0213 0.0068 0.0145 278 0.0212 0.0067 0.0144 279 0.0211 0.0067 0.0144 280 0.0210 0.0067 0.0143 281 0.0209 0.0067 0.0142 282 0.0208 0.0066 0.0142 283 0.0207 0.0066 0.0141 284 0.0206 0.0066 0.0141 285 0.0206 0.0066 0.0140 286 0.0205 0.0065 0.0139 287 0.0204 0.0065 0.0139 288 0.0203 0.0065 0.0138 -------------------------------------------------------------------- Total soil rain loss = 2.79(In) Total effective rainfall = 6.51(In) Peak flow rate in flood hydrograph = 47.71(CFS) --------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 12.5 25.0 37.5 50.0 ----------------------------------------------------------------------- 0+ 5 0.0005 0.07 Q 0 +10 0.0024 0.28 Q 0 +15 0.0070 0.67 Q 0 +20 0.0156 1.24 Q 0 +25 0.0286 1.90 VQ 0 +30 0.0466 2.60 V Q 0 +35 0.0685 3.19 V Q 0 +40 0.0930 3.56 V Q 0 +45 0.1195 3.85 V Q 0 +50 0.1473 4.04 V Q 0 +55 0.1762 4.19 V Q 1+ 0 0.2059 4.31 V Q 1+ 5 0.2362 4.40 V Q 1 +10 0.2670 4.48 V Q 1 +15 0.2983 4.54 V Q 1 +20 0.3300 4.60 V Q 1 +25 0.3620 4.65 V Q 1 +30 0.3944 4.70 V Q 1 +35 0.4271 4.75 IV Q 1 +40 0.4600 4.78 IV Q 1 +45 0.4932 4.82 IV Q 1 +50 0.5266 4.85 IV Q 1 +55 0.5602 4.88 IV Q 2+ 0 0.5940 4.91 IV Q 2+ 5 0.6280 4.94 IV Q 2 +10 0.6622 4.96 IV Q 2 +15 0.6966 4.99 IV Q 2 +20 0.7311 5.02 IV Q 2 +25 0.7658 5.04 IV Q 2 +30 0.8007 5.06 V Q 2 +35 0.8357 5.08 I V Q 2 +40 0.8709 5.10 I V Q 2 +45 0.9061 5.12 V Q 2 +50 0.9416 5.14 I V Q 2 +55 0.9771 5.16 V Q 3+ 0 1.0128 5.18 V Q 3+ 5 1.0486 5.20 V Q 3 +10 1.Q845 5.22 V Q 3 +15 1.1206 5.23 V Q 3 +20 1.1567 5.25 I V Q 3 +25 1.1930 5.27 V Q 3 +30 1.2294 5.29 VQ 3 +35 1.2660 5.30 VQ 3 +40 1.3026 5.32 VQ 3 +45 1.3393 5.33 VQ 3 +50 1.3761 5.34 VQ 3 +55 1.4129 5.36 VQ 4+ 0 1.4499 5.37 VQ 4+ 5 1.4870 5.38 VQ 4 +10 1.5241 5.39 VQ 4 +15 1.5614 5.41 VQ 4 +20 1.5987 5.42 Q 4 +25 1.6362 5.44 Q 4 +30 1.6737 5.45 Q 4 +35 1.7113 5.46 Q 4 +40 1.7490 5.48 Q 4 +45 1.7869 5.49 Q 4 +50 1.8248 5.51 Q 4 +55 1.8628 5.52 Q 5+ 0 1.9009 5.54 Q 5+ 5 1.9392 5.55 Q 5 +10 1.9775 5.57 I Q 5 +15 2.0159 5.58 QV 5 +20 2.0545 5.60 QV 5 +25 2.0931 5.61 QV 5 +30 2.1319 5.63 QV 5 +35 2.1708 5.64 QV 5 +40 2.2097 5.66 QV 5 +45 2.2488 5.68 QV 5 +50 2.2880 5.69 QV 5 +55 2.3273 5.71 QV 6+ 0 2.3668 5.72 QV 6+ 5 2.4063 5.74 Q V 6 +10 2.4460 5.76 Q V 6 +15 2.4858 5.78 Q V 6 +20 2.5256 5.79 Q V 6 +25 2.5657 5.81 Q V 6 +30 2.6058 5.83 Q V 6 +35 2.6461 5.85 Q V 6 +40 2.6865 5.87 Q V 6 +45 2.7270 5.88 Q V 6 +50 2.7676 5.90 Q V 6 +55 2.8084 5.92 Q V 7+ 0 2.8493 5.94 Q V 7+ 5 2.8904 5.96 Q V 7 +10 2.9315 5.98 Q V 7 +15 2.9729 6.00 Q V 7 +20 3.0143 6.02 Q V 7 +25 3.0559 6.04 I Q V 7 +30 3.0976 6.06 Q V 7 +35 3.1395 6.08 Q V 7 +40 3.1815 6.10 Q V 7 +45 3.2237 6.12 I Q V 7 +50 3.2660 6.14 Q V 7 +55 3.3085 6.17 ( Q V 8+ 0 3.3511 6.19 Q V 8+ 5 3.3939 6.21 Q V 8 +10 3.4368 6.23 Q V 8 +15 3.4799 6.26 Q V 8 +20 3.5232 6.28 Q V 8 +25 3.5666 6.30 Q V 8 +30 3.6101 6.33 Q VI 8 +35 3.6539 6.35 Q VI 8 +40 3.6978 6.38 Q VI 8 +45 3.7419 6.40 Q VI 8 +50 3.7862 6.43 Q VI 8 +55 3.8306 6.45 Q VI 9+ 0 3.8752 6.48 Q VI 9+ 5 3.9201 6.51 Q VI 9 +10 3.9651 6.53 Q VI 9 +15 4.0102 6.56 Q V 9 +20 4.0556 6.59 Q V 9 +25 4.1012 6.62 Q V 9 +30 4.1470 6.65 Q V 9 +35 4.1929 6.68 Q V 9 +40 4.2391 6.71 Q V 9 +45 4.2855 6.74 Q V 9 +50 4.3321 6.77 I Q V 9 +55 4.3789 6.80 Q V /►"'+ 10+ 0 4.4260 6.83 Q IV [ � ,r✓ 10+ 5 4.4732 6.86 Q IV 10 +10 4.5207 6.89 Q IV 10 +15 4.5684 6.93 Q IV 10 +20 4.6164 6.96 Q IV 10 +25 4.6646 7.00 Q IV 10 +30 4.7130 7.03 Q IV 10 +35 4.7617 7.07 Q IV 10 +40 4.8106 7.11 Q I V 10 +45 4.8598 7.14 Q I V 10 +50 4.9093 7.18 Q I V 10 +55 4.9590 7.22 Q I V 11+ 0 5.0090 7.26 Q I V 11+ 5 5.0593 7.30 Q V 11 +10 5.1099 7.34 Q V 11 +15 5.1608 7.39 Q V 11 +20 5.2119 7.43 Q V 11 +25 5.2634 7.47 Q I V 11 +30 5.3152 7.52 Q I V 11 +35 5.3673 7.57 Q I V 11 +40 5.4197 7.61 Q I V 11 +45 5.4725 7.66 Q I V 11 +50 5.5256 7.71 Q I V 11 +55 5.5790 7.76 Q I V 12+ 0 5.6328 7.81 Q I V 12+ 5 5.6869 7.8 Q I V 12 +10. 5.7409 7.85 Q I V 12 +15 5.7947 7.80 Q I V 12 +20 5.8477 7.70 Q I V 12 +25 5.9000 7.59 Q I V 12 +30 5.9514 7.46 Q V 12 +35 6.0021 7.37 Q V 12 +40 6.0527 7.34 Q V 12 +45 6.1032 7.33 Q V 12 +50 6.1539 7.36 Q ( V 12 +55 6.2048 7.40 Q V 13+ 0 6.2561 7.44 Q V 13+ 5 6.3078 7.50 Q V 13 +10 6.3599 7.57 Q V 13 +15 6.4125 7.64 Q V 13 +20 6.4657 7.72 Q V 13 +25 6.5194 7.80 Q V 13 +30 6.5738 7.89 Q V 13 +35 6.6288 7.98 Q V 13 +40 6.6844 8.08 Q V 13 +45 6.7408 8.19 I Q V 13 +50 6.7979 8.30 Q V 13 +55 6.8559 8.42 Q v 14+ 0 6.9147 8.54 Q V 14+ 5 6.9744 8.67 Q ( V 14 +10 7.0350 8.81 Q I V 14 +15 7.0967 8.95 Q I v 14 +20 7.1594 9.11 Q I V 14 +25 7.2233 9.27 Q I V 14 +30 7.2884 9.45 Q I V 14 +35 7.3547 9.64 Q I V 14 +40 7.4225 9.84 Q I V 14 +45 7.4917 10.05 Q I V 14 +50 7.5625 10.28 Q I v 14 +55 7.6350 10.53 Q VI 15+ 0 7.7094 10.79 Q I vI 15+ 5 7.7857 11.09 Q I VI 15 +10 7.8643 11.41 QI VI 15 +15 7.9453 11.76 QI VI 15 +20 8.0289 12.15 QI V 15 +25 8.1152 12.53 Q V 15 +30 8.2038 12.86 Q V 15 +35 8.2941 13.11 Q V 15 +40 8.3858 13.32 Q V 15+45 8.4794 13.59 I Q IV 15 +50 8.5758 14.00 I IQ IV 15 +55 8.6783 14.88 IQ IV 16+ 0 8.7929 16.65 I I Q I V 16+ 5 8.9407 21.46 ( I Q I V 16 +10 9.1384 28.70 I I I QV 16 +15 9.3949 37.25 QI 16 +20 9.7000 44.30 I I I V 16 +25 10.0286 47.71 I I I V 16 +30 10.3546 47.32 I I I V 16+35 10.6376 41.10 I I I V I Q 16 +40 10.8597 32.24 I I I Q V 16 +45 11.0507 27.73 I I I Q V 16 +50 11.2087 22.94 I I Q I V 16 +55. 11.3511 20.68 I I Q I V 17+ 0 11.4782 18.46 I I Q I V 17+ 5 11.5937 16.76 I I Q I VI 17 +10 11.6992 15.32 I I Q I VI X QQ 17 +15 11.7983 14.39 IQ 17 +20 11.8919 13.59 Q 17 +25 11.9808 12.90 Q 17 +30 12.0658 12.34 QI 17+35 12.1467 11.75 QI 17 +40 12.2226 11.01 I Q 17 +45 12.2957 10.62 Q 17 +50 12.3659 10.20 Q 17 +55 12.4334 9.80 Q 18+ 0 12.4991 9.53 Q 18+ 5 12.5630 9.28 Q 18 +10 12.6257 9.10 Q 18 +15 12.6872 8.94 Q 18 +20 12.7477 8.78 Q 18 +25 12.8081 8.76 Q 18 +30 12.8682 8.73 Q 18 +35 12.9280 8.68 Q 18 +40 12.9873 8.61 I Q 18 +45 13.0457 8.48 Q 18 +50 13.1034 8.37 I Q 18 +55 13.1602 8.25 I Q 19+ 0 13.2160 8.11 I Q 19+ 5 13.2712 8.01 I Q 19 +10 13.3257 7.92 I Q 19 +15 13.3796 7.83 I Q 19 +20 13.4328 7.73 I Q 19 +25 13.4854 7.64 I Q 19 +30 13.5373 7.52 I Q 19 +35 13.5878 7.34 I Q 19 +40 13.6369 7.14 I Q 19 +45 13.6855 7.05 I Q 19 +50 13.7336 6.98 I Q 19 +55 13.7812 6.91 I Q 20+ 0 13.8283 6.84 I Q 20+ 5 13.8750 6.78 I Q 20 +10 13.9212 6.71 I Q 20 +15 13.9670 6.65 I Q 20 +20 14.0124 6.60 I Q 20 +25 14.0575 6.54 I Q 20+30 14.1021 6.49 I Q 20 +35 14.1464 6.43 I Q 20 +40 14.1904 6.38 I Q 20 +45 14.2340 6.33 I Q 20 +50 14.2773 6.29 I Q 20 +55 14.3203 6.24 I Q 21+ 0 14.3630 6.20 I Q 21+ 5 14.4053 6.15 I Q 21 +10 14.4474 6.11 I Q 21 +15 14.4892 6.07 I Q 21 +20 14.5307 6.03 I Q 21 +25 14.5719 5.99 I Q 21 +30 14.6129 5.95 I Q 21 +35 14.6536 5.91 I Q 21 +40. 14.6941 5.87 I Q 21 +45 14.7343 5.84 21 +50 14.7743 5.80 I Q 21 +55 14.8140 5.77 I Q VI VI VI V V V V V IV IV IV IV IV IV IV IV V IV IV IV 1 V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V 22+ 0 14.8534 5.73 Q V 22+ 5 14.8927 5.70 Q V 22 +10 14.9317 5.67 Q V 22 +15 14.9705 5.63 Q V 22 +20 15.0091 5.60 Q V 22 +25 15.0474 5.57 Q V 22 +30 15.0856 5.54 Q V 22 +35 15.1236 5.51 Q V 22 +40 15.1613 5.48 Q ( V 22 +45 15.1989 5.45 Q V 22 +50 15.2362 5.43 Q V 22 +55 15.2734 5.40 Q V 23+ 0 15.3104 5.37 Q V 23+ 5 15.3472 5.34 Q V 23 +10 15.3838 5.32 Q V 23 +15 15.4203 5.29 Q V 23 +20 15.4566 5.27 Q V 23 +25 15.4927 5.24 Q V 23 +30 15.5286 5.22 Q V 23 +35 15.5644 5.20 Q V 23 +40 15.6001 5.17 Q VI 23 +45 15.6355 5.15 V 23 +50 15.6708 5.13 I Q I I I V I 23 +55 15.7060 5.10 I Q I I I VI 24+ 0 15.7410 5.08 Q V 24+ 5 15.7754 4.99 I Q I I I VI 24 +10 15.8082 4.76 I Q I I I VI 24 +15 15.8381 4.35 I Q I I I VI ' 24 +20 15.8641 3.77 I Q I I I VI 24 +25 15.8854 3.09 Q V 24 +30 15.9018 2.38 IQ I I I VI 24 +35 15.9141 1.80 IQ V 24 +40 15.9239 1.42 IQ I I I VI 24 +45 15.9317 1.13 Q I I I VI 24 +50 15.9382 0.95 Q I I I VI 24 +55 15.9437 0.80 Q I I I VI 25+ 0 15.9485 0.68 Q I I I VI 25+ 5 15.9526 0.60 Q I I I VI 25 +10 15.9562 0.53 Q I I I VI 25 +15 15.9595 0.47 Q I I VI 25+20 15.9624 0.42 Q I I I VI 25 +25 15.9650 0.38 Q I I I VI 25 +30 15.9673 0.33 Q I I I VI 25 +35 15.9693 0.30 Q I I I VI 25 +40 15.9712 0.27 Q I I I VI 25 +45 15.9728 0.24 Q I I I VI 25 +50 15.9743 0.22 Q I I I V ) 25 +55 15.9757 0.20 Q I I I VI 26+ 0 15.9770 0.18 Q I I I VI 26+ 5 15.9781 0.16 Q I I I VI 26 +10 15.9791 0.14 Q I I I V 26 +15 15.9800 0.13 Q I I 26 +20 15.9808 0.11 Q V I I 26 +25 15.9815 0.10 Q I I I V 26 +30 15.9821 0.09 Q I I I V 26 +35 15.9826 0.08 Q I I I v 26 +40 15.9831 0.07 Q I I I V 26 +45 15.9835 0.06 Q VI 26 +50 15.9839 0.05 Q VI 26 +55 15.9842 0.04 Q VI 27+ 0 15.9844 0.04 Q VI 27+ 5 15.9847 0.03 Q VI 27 +10 15.9848 0.03 Q VI 27 +15 15.9850 0.02 Q I VI 27 +20 15.9851 0.01 Q VI 27 +25 15.9851 0.01 Q VI 27 +30 ----------------------------------------------------------------- 15.9852 0.00 Q ( V - - - - -- 14 A 16572 EAST OUTLET PIPE 7 6 II 5 4 t � 3 2 1 0 0 10 20 30 40 50 Q pipe (cfs) T1 TRACT 16572 EAST SIDE FONTANA NIA , , T2 OUTLET PIPE FLOW T3 BY: E.I. SO 999.050 418.800 1 R 1006.710 418.823 1 .014 TS 1011.080 418.836 2 .014 R 1098.480 419.098 2 .014 TS 1100.880 419.105 3 .014 R 1261.850 419.585 3 .014 TS 1265.650 419.597 4 .014 R 1327.100 419.781 4 .014 WE 1327.100 419.781 5 .200 TS 1331.100 421.046 6 .014 SH 1331.100 421.046 6 CD 1 3 0 .000 .583 6.000 .000 .000 CD 2 3 0 .000 1.000 4.000 .000 .000 CD 3 3 0 .000 1.500 4.000 .000 .000 CD 4 3 0 .000 2.000 4.000 .000 .000 CD 5 2 0 .000 5.500 6.000 .000 .000 CD 6 2 0 .000 5.500 9.500 .000 .000 Q 1.000 .0 Q 3.000 .0 Q 5.000 .0 Q 7.000 .0 Q 9.000 .0 418.800 421.046 .00 .00 .00 .00 .00 .00 10 0 .000 .000 0 45.000 .000 .000 0 .000 .000 .000 0 .000 - 57.910 .000 0 .000 10 FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3: 6:48 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow TopIHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I SF Aver HF SSE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 999.050 418.800 .095 418.895 1.00 1.75 .05 418.94 .00 .10 6.00 .583 6.000 .00 0 .0 .104 .0030 .0061 .00 .10 1.00 .12 .014 .00 .00 BOX 999.154 418.800 .100 418.900 1.00 1.67 .04 418.94 .00 .10 6.00 .583 6.000 .00 0 .0 .432 .0030 .0052 .00 .10 .93 .12 .014 .00 .00 BOX 999.587 418.802 .105 418.906 1.00 1.59 .04 418.95 .00 .10 6.00 .583 6.000 .00 0 .0 1.080 .0030 .0044 .00 .10 .87 .12 .014 .00 .00 BOX 1000.667 418.805 .110 418.915 1.00 1.52 .04 418.95 .00 .10 6.00 .583 6.000 .00 0 .0 2.708 .0030 .0038 .01 .11 .81 .12 .014 .00 .00 BOX 1003.375 418.813 .115 418.928 1.00 1.45 .03 418.96 .00 .10 6.00 .583 6.000 .00 0 .0 3.335 .0030 .0034 .01 .12 .75 .12 .014 .00 .00 BOX 1006.710 418.823 .118 418.941 1.00 1.41 .03 418.97 .07 .10 6.00 .583 6.000 .00 0 .0 TRANS STR 0030 .18 .73 .014 .00 .00 BOX 1011.080 418.836 .125 418.961 1.00 2.00 .06 419.02 .00 .12 4.00 1.000 4.000 .00 0 .0 .151 .0030 .0058 .00 .12 1.00 .16 .014 .00 .00 BOX 1011.231 418.836 .131 418.967 1.00 1.91 .06 419.02 .00 .12 4.00 1.000 4.000 .00 0 .0 .636 .0030 .0049 .00 .13 .93 .16 .014 .00 .00 BOX 1011.867 418.838 .137 418.976 1.00 1.82 .05 419.03 .00 .12 4.00 1.000 4.000 .00 0 C 1.639 .0030 .0042 .01 .14 .87 .16 .014 .00 .00 BOX FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3: 6:48 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. ***, t* r�****, t, t***, t, t**** x+*, t+ t, r**** r* r***, t.** ttt, r**, t, t•, t�, t*, t, t, tr, t**r** t* tx*, t***«+ * + * * *•,t,t * * * * *,tt * *,t,+,r *,r,t ,t ,t ,tt *,r ,r t,t *r * * *,t ,t + * * *,t* amt *t,t ** Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFloW TopIHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem **+* �**:* ICh Slope I Ir, r*, t***+, t�***::, r*« I I***,+* �* �* I I.** �*** �* I•****** I* SF Avel �*** x* I.* HF SSE DpthlFroude �**, r*** I****«** NINorm I******** Dp I "N" I.* *,r * * *�I * * * : * + *I I X -Fall * *,r * * * *� ZR *� *,r* IType Ch I * * * + * ** 1013.507 418.843 .144 418.987 1.00 1.74 .05 419.03 .00 .12 4.00 1.000 4.000 .00 0 .0 4.449 .0030 .0036 .02 .14 .81 .16 .014 .00 .00 BOX 1017.956 418.857 .151 419.008 1.00 1.66 .04 419.05 .00 .12 4.00 1.000 4.000 .00 0 .0 14.572 .0030 .0032 .05 .15 .75 .16 .014 .00 .00 BOX 1032.528 418.900 .156 419.056 1.00 1.60 .04 419.10 .00 .12 4.00 1.000 4.000 .00 0 .0 65.952 .0030 .0030 .20 .16 .71 .16 .014 .00 .00 BOX 1098.480 419.098 .156 419.254 1.00 1.60 .04 419.29 .00 .12 4.00 1.000 4.000 .00 0 .0 TRANS STR 0029 .0030 .01 .16 .71 .014 .00 .00 BOX 1100.880 419.105 .157 419.262 1.00 1.60 .04 419.30 .00 .12 4.00 1.500 4.000 .00 0 .0 12.158 .0030 .0030 .04 .16 .71 .16 .014 .00 .00 BOX 1113.038 419.141 .156 419.297 1.00 1.60 .04 419.34 .00 .12 4.00 1.500 4.000 .00 0 .0 148.812 .0030 .0030 .44 .16 .71 .16 .014 .00 .00 BOX 1261.850 419.585 .156 419.741 1.00 1.60 .04 419.78 .00 .12 4.00 1.500 4.000 .00 0 .0 TRANS STR 0032 .0030 .01 .16 .71 .014 .00 .00 BOX 1265.650 419.597 .156 419.753 1.00 1.61 .04 419.79 .00 .12 4.00 2.000 4.000 .00 0 .0 36.946 .0030 .0030 .11 .16 .72 .16 .014 .00 .00 BOX 1302.596 419.708 .156 419.864 1.00 1.60 .04 419.90 .00 .12 4.00 2.000 1 4.000 .00 1 0 .0 21.146 .0030 .0030 .06 .16 .71 .16 .014 .00 .00 BOX (1 O O FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3: 6:48 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super (CriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem **** �**** ICh Slope I I, r******* �I�**«**.* I I I****• ��** I** I x**, r�** I�****++. SF Avej I******* I*+*****«* HF SSE DpthIFroude I, r�+**** NINorm I******** �. Dp r * * * * * *I I "N" * *� * * * *I,r I X -Fall * *,r * * *I ZR * * * ** IType Ch I * * * *,r ** 1323.743 419.771 .156 419.927 1.00 1.60 .04 419.97 .00 .12 4.00 2.000 4.000 .00 0 .0 HYDRAULIC JUMP 1323.743 419.771 .096 419.867 1.00 2.61 .11 419.97 .01 .12 4.00 2.000 4.000 .00 0 .0 .213 .0030 .0146 .00 .10 1.48 .16 .014 .00 .00 BOX 1323.955 419.772 .096 419.868 1.00 2.61 .11 419.97 .01 .12 4.00 2.000 4.000 .00 0 .0 .473 .0030 .0158 .01 .10 1.48 .16 .014 .00 .00 BOX 1324.429 419.773 .091 419.865 1.00 2.73 .12 419.98 .01 .12 4.00 2.000 4.000 .00 0 .0 .473 .0030 .0185 .01 .10 1.59 .16 .014 .00 .00 BOX 1324.902 419.774 .087 419.862 1.00 2.87 .13 419.99 .01 .12 4.00 2.000 4.000 .00 0 .0 .466 .0030 .0216 .01 .10 1.71 .16 .014 .00 .00 BOX 1325.368 419.776 .083 419.859 1.00 3.01 .14 420.00 .01 .12 4.00 2.000 4.000 .00 0 .0 .455 .0030 .0253 .01 .09 1.84 .16 .014 .00 .00 BOX 1325.824 419.777 .079 419.856 1.00 3.15 .15 420.01 .01 .12 4.00 2.000 4.000 .00 0 .0 .442 .0030 .0296 .01 .09 1.97 .16 .014 .00 .00 BOX 1326.265 419.779 .076 419.854 1.00 3.31 .17 420.02 .01 .12 4.00 2.000 4.000 .00 0 .0 .426 .0030 .0346 .01 .09 2.12 .16 .014 .00 .00 BOX 1326.691 419.780 .072 419.852 1.00 3.47 .19 420.04 .01 .12 4.00 2.000 4.000 .00 0 .0 .409 .0030 .0405 .02 .08 2.28 .16 .014 .00 .00 BOX 0 0 FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 4 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date :12 - 8 -2004 Time: 3: 6:48 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) ( Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem :*+****** ICh Slope I I** �****** I++***, I r** Irt* t*, t**+ I I I* t*+* �*** I• �* �, r* �I** SF Aver HF ISE DpthIFroude �, e** �I, r**+ �* �** I***** �* NINorm Dp It*, r**•, r* Ir * * * « *� *I I "N" * * * * « * *I I X -Fall * * * * *��It ZR + * ** IType Ch I * * * + * ** 1327.100 419.781 .069 419.850 1.00 3.64 .21 420.06 .01 .12 4.00 2.000 4.000 .00 0 .0 HYDRAULIC DROP 1327.100 419.781 .156 419.937 1.00 1.60 .04 419.98 .00 .12 4.00 2.000 I 1 4.000 .00 1 0 .0 HYDRAULIC JUMP 1327.100 419.781 .029 419.810 1.00 5.78 .52 420.33 .00 .10 6.00 5.500 6.000 .00 0 .0 TRANS STR 3162 .1736 .69 .03 6.00 .014 .00 .00 RECTANG 1331.100 -I- 421.046 -I- .070 -I- 421.116 -I- 1.00 -I- 1.52 -I- .04 421.15 -I- -I- .00 -I- .07 9.50 -I- -I- 5.500 -I- 9.500 -I- .00 0 .0 I- 0 0 0 FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3: 6:48 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF SSE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1015.367 418.849 .401 419.250 5.00 3.12 .15 419.40 .00 .36 4.00 1.000 4.000 .00 0 .0 12.739 .0030 .0035 .04 .40 .87 .43 .014 .00 .00 BOX 1028.106 418.887 .421 419.308 5.00 2.97 .14 419.44 .00 .36 4.00 1.000 4.000 .00 0 .0 35.493 .0030 .0031 .11 .42 .81 .43 .014 .00 .00 BOX 1063.600 418.993 .430 419.423 5.00 2.91 .13 419.55 .00 .36 4.00 1.000 4.000 .00 0 .0 34.880 .0030 .0030 .10 .43 .78 .43 .014 .00 .00 BOX 1098.480 419.098 .430 419.528 5.00 2.91 .13 419.66 .00 .36 4.00 1.000 4.000 .00 0 .0 TRANS STR .0029 .0030 .01 .43 .78 .014 .00 .00 BOX 1100.880 419.105 .431 419.536 5.00 2.90 .13 419.67 .00 .36 4.00 1.500 4.000 .00 0 .0 5.495 .0030 .0030 .02 .43 .78 .43 .014 .00 .00 BOX 1106.375 419.121 .431 419.552 5.00 2.90 .13 419.68 .00 .36 4.00 1.500 4.000 .00 0 .0 155.475 .0030 .0030 .46 .43 .78 .43 .014 .00 .00 BOX 1261.850 419.585 .431 420.016 5.00 2.90 .13 420.15 .00 .36 4.00 1.500 4.000 .00 0 .0 TRANS STR 0032 .0030 .01 .43 .78 .014 .00 .00 BOX 1265.650 419.597 .430 420.027 5.00 2.91 .13 420.16 .01 .36 4.00 2.000 4.000 .00 0 .0 25.836 .0030 .0030 .08 .44 .78 .43 .014 .00 .00 BOX 1291.486 419.674 .430 420.104 5.00 2.91 .13 420.24 .01 .36 4.00 2.000 4.000 .00 0 .0 32.877 .0030 .0030 .10 .44 .78 .43 .014 .00 .00 BOX FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3: 6:48 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1324.363 419.773 .430 420.203 5.00 2.91 .13 420.33 .01 .36 4.00 2.000 4.000 .00 0 .0 HYDRAULIC JUMP 1324.363 419.773 .300 420.072 5.00 4.17 .27 420.34 .02 .36 4.00 2.000 4.000 .00 0 .0 .880 .0030 .0093 .01 .32 1.34 .43 .014 .00 .00 BOX 1325.243 419.775 .300 420.075 5.00 4.17 .27 420.35 .02 .36 4.00 2.000 4.000 .00 0 .0 1.857 .0030 .0100 .02 .32 1.34 .43 .014 .00 .00 BOX 1327.100 419.781 .286 420.067 5.00 4.37 .30 420.36 .02 .36 4.00 2.000 4.000 .00 0 .0 HYDRAULIC DROP 1327.100 419.781 .430 420.211 5.00 2.91 .13 420.34 .00 .36 4.00 2.000 4.000 .00 0 .0 HYDRAULIC JUMP 1327.100 419.781 .105 419.886 5.00 7.92 .97 420.86 .00 .28 6.00 5.500 6.000 .00 0 .0 TRANS STR .3162 .0614 .25 .11 4.31 .014 .00 .00 RECTANG 1331.100 421.046 .205 421.251 5.00 2.58 .10 421.35 .00 .20 9.50 5.500 9.500 .00 0 .0 E1 t) () FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3: 6:48 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q - Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTlor I.D.1 ZL jPrs /Pip L /Elem ICh Slope I I ( SF Avel HF SSE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 999.050 418.800 .198 418.998 3.00 2.53 .10 419.10 .00 .20 6.00 .583 6.000 .00 0 .0 .340 .0030 .0050 .00 .20 1.00 .24 .014 .00 .00 BOX 999.390 418.801 .208 419.009 3.00 2.41 .09 419.10 .00 .20 6.00 .583 6.000 .00 0 .0 1.572 .0030 .0042 .01 .21 .93 .24 .014 .00 .00 BOX 1000.962 418.806 .218 419.024 3.00 2.30 .08 419.11 .00 .20 6.00 .583 6.000 .00 0 .0 1.607 .0030 .0039 .01 .22 .87 .24 .014 .00 .00 BOX 1002.569 418.811 .218 419.028 3.00 2.30 .08 419.11 .00 .20 6.00 .583 6.000 .00 0 .0 HYDRAULIC JUMP 1002.569 418.811 .170 418.981 3.00 2.94 .13 419.11 .00 .20 6.00 .583 6.000 .00 0 .0 .589 .0030 .0088 .01 .17 1.26 .24 .014 .00 .00 BOX 1003.157 418.812 .170 418.982 3.00 2.94 .13 419.12 .00 .20 6.00 .583 6.000 .00 0 .0 .848 .0030 .0095 .01 .17 1.26 .24 .014 .00 .00 BOX 1004.006 418.815 .162 418.977 3.00 3.08 .15 419.12 .00 .20 6.00 .583 6.000 .00 0 .0 .892 .0030 .0111 .01 .16 1.35 .24 .014 .00 .00 BOX 1004.897 418.818 .155 418.972 3.00 3.24 .16 419.13 .00 .20 6.00 .583 6.000 .00 0 .0 .908 .0030 .0130 .01 .15 1.45 .24 .014 .00 .00 BOX 1005.805 418.820 .147 418.968 3.00 3.39 .18 419.15 .00 .20 6.00 .583 6.000 .00 0 .0 .905 .0030 .0152 .01 .15 1.56 .24 .014 .00 .00 BOX 5C n n FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3: 6:48 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super jCriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem •* �*:**:* ICh Slope I I*, r******* I�****, I r* xl** x, r, r***+ I I It, r+** x*** I+**, t. �* SF Aver I*, r, r�+ r* I**.****** HF ISE DpthIFroude I* t*, r**, rl*•**«*** NINorm Ir*+ Dp ,t * *,r�l,r I "N" I * * * * * *' X -Fall * * * * * *,rl ZR * * * ** IType I *x * + Ch +t* 1006.710 418.823 .141 418.964 3.00 3.56 .20 419.16 .42 .20 6.00 .583 6.000 .00 0 .0 TRANS STR 0030 .0108 .05 .56 1.67 .014 .00 .00 BOX 1011.080 418.836 .259 419.095 3.00 2.89 .13 419.23 .00 .26 4.00 1.000 4.000 .00 0 .0 .460 .0030 .0049 .00 .26 1.00 .31 .014 .00 .00 BOX 1011.540 418.837 .272 419.110 3.00 2.76 .12 419.23 .00 .26 4.00 1.000 4.000 .00 0 .0 2.111 .0030 .0042 .01 .27 .93 .31 .014 .00 .00 BOX 1013.650 418.844 .285 419.129 3.00 2.63 .11 419.24 .00 .26 4.00 1.000 4.000 .00 0 .0 6.703 .0030 .0036 .02 .29 .87 .31 .014 .00 .00 BOX 1020.353 418.864 .299 419.163 3.00 2.51 .10 419.26 .00 .26 4.00 1.000 4.000 .00 0 .0 24.131 .0030 .0032 .08 .30 .81 .31 .014 .00 .00 BOX 1044.484 418.936 .310 419.246 3.00 2.42 .09 419.34 .00 .26 4.00 1.000 4.000 .00 0 .0 53.996 .0030 .0030 .16 .31 .77 .31 .014 .00 .00 BOX 1098.480 419.098 .310 419.408 3.00 2.42 .09 419.50 .00 .26 4.00 1.000 4.000 .00 0 .0 TRANS STR 0029 .0030 .01 .31 .77 .014 .00 .00 BOX 1100.880 419.105 .310 419.415 3.00 2.42 .09 419.51 .00 .26 4.00 1.500 4.000 .00 0 .0 8.064 .0030 .0030 .02 .31 .76 .31 .014 .00 .00 BOX 1108.944 419.129 .311 419.440 3.00 2.41 .09 419.53 .00 .26 4.00 1.500 4.000 .00 0 .0 152.906 .0030 .0030 .45 .31 .76 .31 .014 .00 .00 BOX n n w FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3: 6:48 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. ** �** x******, t*+*** t** x*** t, r* t*** �** r***: r****:, r*, r, r**•****«*«**+, r** t++******+* �*«*, r* x* �*** t****, t« * * *,t + *� * * « * *,r *,r *� * * * * * *t *,t• * * : * * * *t Invert Depth Water Q Vel Vel ( Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I SF Avel HF SSE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1261.850 419.585 .311 419.896 3.00 2.41 .09 419.99 .00 .26 4.00 1.500 4.000 .00 0 .0 TRANS STR 0032 .0030 .01 .31 .76 .014 .00 .00 BOX 1265.650 419.597 .310 419.907 3.00 2.42 .09 420.00 .01 .26 4.00 2.000 4.000 .00 0 .0 12.773 .0030 .0030 .04 .32 .76 .31 .014 .00 .00 BOX 1278.423 419.635 .310 419.945 3.00 2.42 .09 420.04 .01 .26 4.00 2.000 4.000 .00 0 .0 43.196 .0030 .0030 .13 .32 .77 .31 .014 .00 .00 BOX 1321.619 419.765 .310 420.075 3.00 2.42 .09 420.17 .01 .26 4.00 2.000 4.000 .00 0 .0 HYDRAULIC JUMP 1321.619 419.765 .210 419.975 3.00 3.57 .20 420.17 .01 .26 4.00 2.000 4.000 .00 0 .0 .581 .0030 .0104 .01 .22 1.37 .31 .014 .00 .00 BOX 1322.200 419.766 .210 419.976 3.00 3.57 .20 420.17 .01 .26 4.00 2.000 4.000 .00 0 .0 1.220 .0030 .0112 .01 .22 1.37 .31 .014 .00 .00 BOX 1323.420 419.770 .200 419.970 3.00 3.75 .22 420.19 .01 .26 4.00 2.000 4.000 .00 0 .0 1.237 .0030 .0131 .02 .21 1.48 .31 .014 .00 .00 BOX 1324.658 419.774 .191 419.965 3.00 3.93 .24 420.20 .02 .26 4.00 2.000 4.000 .00 0 .0 1.232 .0030 .0153 .02 .21 1.59 .31 .014 .00 .00 BOX 1325.889 419.777 .182 419.959 3.00 4.12 .26 420.22 .02 .26 4.00 2.000 4.000 .00 0 .0 1.211 .0030 .0178 .02 .20 1.70 .31 .014 .00 .00 BOX FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 4 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3: 6:48 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. +*, r***********+* �*, r�+**, r****, r**, r******«* �***+** r*, r*, r�*******+, r*, r****, r * *. * *��,r * * * « * * « « * * * +,r * + * * *�,e ,e * * * * + *,r * *� * * * * +•,+ * *� * * ** ,r *� * + * ** Invert Depth Water Q Vel Vel I Energy I Super jCriticaljFloW ToplHeight/ Base Wtj INo Wth Station I Elev (FT) ( Elev (CFS) (FPS) Head ( Grd.El.1 Elev I Depth I Width jDia. -FTjor I.D.I ZL jPrs /Pip L /Elem ** �*+* r**'*:** ICh Slope I r r r** I*** rx** rl* I r r:***** I I I•* e**+*** I**, r r�* �I****** SF Avel �I*, HF ISE DpthIFroude r*+*, r*** I..* ��** NINorm Dp I* �****, r* I*, r * * * *,.�I I "N" I X -Fall * * * * + * :I * * * * * * *I ZR *,r * ** IType Ch I. * * * *�* 1327.100 419.781 .173 419.954 3.00 4.32 .29 420.24 .02 .26 4.00 2.000 4.000 .00 0 .0 HYDRAULIC DROP 1327.100 419.781 .310 420.091 3.00 2.42 .09 420.18 .00 .26 4.00 2.000 4.000 .00 0 .0 HYDRAULIC JUMP 1327.100 419.781 .069 419.850 3.00 7.30 .83 420.68 .00 .20 6.00 5.500 6.000 .00 0 .0 TRANS STR 3162 .0898 .36 .07 4.91 .014 .00 .00 RECTANG 1331.100 421.046 .146 421.192 3.00 2.18 .07 421.27 .00 .15 9.50 5.500 9.500 .00 0 .0 FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3: 6:48 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel ( Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 999.050 418.800 .251 419.051 5.00 3.32 .17 419.22 .00 .28 6.00 .583 6.000 .00 0 .0 .685 .0030 .0072 .00 .25 1.17 .32 .014 .00 .00 BOX 999.735 418.802 .244 419.046 5.00 3.42 .18 419.23 .00 .28 6.00 .583 6.000 .00 0 .0 1.311 .0030 .0082 .01 .24 1.22 .32 .014 .00 .00 BOX 1001.046 418.806 .233 419.038 5.00 3.58 .20 419.24 .00 .28 6.00 .583 6.000 .00 0 .0 1.395 .0030 .0095 .01 .23 1.31 .32 .014 .00 .00 BOX 1002.441 418.810 .222 419.032 5.00 3.76 .22 419.25 .00 .28 6.00 .583 6.000 .00 0 .0 1.429 .0030 .0111 .02 .22 1.41 .32 .014 .00 .00 BOX 1003.870 418.814 .211 419.026 5.00 3.94 .24 419.27 .00 .28 6.00 .583 6.000 .00 0 .0 1.430 .0030 .0130 .02 .21 1.51 .32 .014 .00 .00 BOX 1005.300 418.819 .202 419.020 5.00 4.13 .27 419.29 .00 .28 6.00 .583 6.000 .00 0 .0 1.410 .0030 .0152 .02 .20 1.62 .32 .014 .00 .00 BOX 1006.710 418.823 .192 419.015 5.00 4.34 .29 419.31 .58 .28 6.00 .583 6.000 .00 0 .0 TRANS STR .0030 .0107 .05 .58 1.74 .014 .00 .00 BOX 1011.080 418.836 .365 419.201 5.00 3.43 .18 419.38 .00 .36 4.00 1.000 4.000 .00 0 .0 .739 .0030 .0047 .00 .36 1.00 .43 .014 .00 .00 BOX 1011.819 418.838 .383 419.221 5.00 3.27 .17 419.39 .00 .36 4.00 1.000 4.000 .00 0 .0 3.549 .0030 .0040 .01 .38 .93 .43 .014 .00 .00 BOX n O K FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3: 6:48 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.I ZL jPrs /Pip L /Elem +****, r�** ICh Slope I********* I I******** I I***, r*, r**+ I I I*, r�* �***+ I�****** SF Aver I**, r*, r** I*******,+* HF ISE DpthIFroude I*, r*, e**+ NINorm I***, r*** �I Dp * * * * * * * *I I "N" *� * * * * *I I X -Fall * * + * * * *I ZR « * * ** IType Ch I * * * * * *• 999.050 418.800 .287 419.087 7.00 4.06 .26 419.34 .00 .35 6.00 .583 6.000 .00 0 .0 .045 .0030 .0088 .00 .29 1.34 .40 .014 .00 .00 BOX 999.095 418.800 .287 419.087 7.00 4.07 .26 419.34 .00 .35 6.00 .583 6.000 .00 0 .0 1.902 .0030 .0095 .02 .29 1.34 .40 .014 .00 .00 BOX 1000.997 418.806 .273 419.079 7.00 4.27 .28 419.36 .00 .35 6.00 .583 6.000 .00 0 .0 1.925 .0030 .0111 .02 .27 1.44 .40 .014 .00 .00 BOX 1002.922 418.812 .261 419.072 7.00 4.48 .31 419.38 .00 .35 6.00 .583 6.000 .00 0 .0 1.912 .0030 .0129 .02 .26 1.55 .40 .014 .00 .00 BOX 1004.835 418.817 .248 419.066 7.00 4.70 .34 419.41 .00 .35 6.00 .583 6.000 .00 0 .0 1.875 .0030 .0151 .03 .25 1.66 .40 .014 .00 .00 BOX 1006.710 418.823 .237 419.060 7.00 4.93 .38 419.44 .58 .35 6.00 .583 6.000 .00 0 .0 TRANS STR 0030 .0106 .05 .58 1.78 .014 .00 .00 BOX 1011.080 418.836 .456 419.292 7.00 3.83 .23 419.52 .00 .46 4.00 1.000 4.000 .00 0 .0 .981 .0030 .0046 .00 .46 1.00 .54 .014 .00 .00 BOX 1012.061 418.839 .479 419.318 7.00 3.66 .21 419.53 .00 .46 4.00 1.000 4.000 .00 0 .0 4.822 .0030 .0039 .02 .48 .93 .54 .014 .00 .00 BOX 1016.883 418.853 .502 419.355 7.00 3.49 .19 419.54 .00 .46 4.00 1.000 4.000 .00 0 .0 18.456 .0030 .0034 .06 .50 .87 .54 .014 .00 .00 BOX n n a FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3: 6:48 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj ENO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ***** �*, r* ICh Slope I I********* I******** I I*«*+*, r*. xl*******•* I I I******* SF Avel I**, r**** I, HF ISE DpthIFroude r******, r* I*****+ �I�**, NINorm r, r*** I Dp I "N" * * * * * * *�I * * * * * * +I I X -Fall * + *,r * * *I ZR * * * ** IType Ch I * * *�. ** 1035.339 418.909 .527 419.435 7.00 3.32 .17 419.61 .00 .46 4.00 1.000 4.000 .00 0 .0 45.111 .0030 .0031 .14 .53 .81 .54 .014 .00 .00 BOX 1080.450 419.044 .535 419.579 7.00 3.27 .17 419.75 .00 .46 4.00 1.000 4.000 .00 0 .0 18.030 .0030 .0030 .05 .54 .79 .54 .014 .00 .00 BOX 1098.480 419.098 .535 419.633 7.00 3.27 .17 419.80 .00 .46 4.00 1.000 4.000 .00 0 .0 TRANS STR .0029 .0030 .01 .54 .79 .014 .00 .00 BOX 1100.880 419.105 .536 419.641 7.00 3.26 .17 419.81 .00 .46 4.00 1.500 4.000 .00 0 .0 13.307 .0030 .0030 .04 .54 .78 .54 .014 .00 .00 BOX 1114.187 419.145 .536 419.681 7.00 3.26 .17 419.85 .00 .46 4.00 1.500 4.000 .00 0 .0 147.663 .0030 .0030 .44 .54 .79 .54 .014 .00 .00 BOX 1261.850 419.585 .536 420.121 7.00 3.26 .17 420.29 .00 .46 4.00 1.500 4.000 .00 0 .0 TRANS STR 0032 .0030 .01 .54 .79 .014 .00 .00 BOX 1265.650 419.597 .535 420.132 7.00 3.27 .17 420.30 .01 .46 4.00 2.000 4.000 .00 0 .0 8.025 .0030 .0030 .02 .55 .79 .54 .014 .00 .00 BOX 1273.675 419.621 .535 420.156 7.00 3.27 .17 420.32 .01 .46 4.00 2.000 4.000 .00 0 .0 53.425 .0030 .0030 .16 .55 .79 .54 .014 .00 .00 BOX 1327.100 419.781 .535 420.316 7.00 3.27 .17 420.48 .00 .46 4.00 2.000 4.000 .00 0 .0 WALL ENTRANCE FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3: 6:48 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. ** x* �**«*** t*** t*, t, t***** �, t*** t, r«***, r* t, t•****+**, t*** r, t, t******, r, t**, t, t* ttt*, t*, t, tr*, t, t, t, t*.** t*, t, t, t*+** *,t * * * * *t +t,t *t * * * *t,r * * *xt *� ** ,t ,t ,t +r,t ** Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj ENO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width (Dia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch ***** �**• I, t�******* I*****, t** I* �******* �, r***•*««* I* �***** I****:** I****+* �** I, r**•*** I****.. �* I* x * *.. * *I� * * *. * *I * *• * «,r *I,r * * ** I * * * * *,r* 1327.100 419.781 .725 420.506 7.00 1.61 .04 420.55 .00 .35 6.00 5.500 6.000 .00 0 .0 TRANS STR 3162 .73 .33 .014 .00 .00 RECTANG 1 1 1331.100 421.046 .256 421.302 7.00 2.88 .13 421.43 .00 .26 9.50 5.500 9.500 .00 0 .0 � n RE FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3: 6:48 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem **, r**** �* ICh Slope I I**, r*****+ I****++** I I I**+**, r, r* �I: I r*******. �*:**+** I****, SF Avel r:* I*** HF ISE �***** I*+, DpthIFroude r, r. �* NINorm I« �*, r, r+• �I** Dp : * * * * *I I "N" * * *:r + *,rl I X -Fall * * « : * * *I ZR * * *:r* IType Ch I * *,r * +�* 999.050 418.800 .326 419.126 9.00 4.60 .33 419.45 .00 .41 6.00 .583 6.000 .00 0 .0 .580 .0030 .0098 .01 .33 1.42 .47 .014 .00 .00 BOX 999.630 418.802 .321 419.123 9.00 4.67 .34 419.46 .00 .41 6.00 .583 6.000 .00 0 .0 2.393 .0030 .0109 .03 .32 1.45 .47 .014 .00 .00 BOX 1002.023 418.809 .306 419.115 9.00 4.90 .37 419.49 .00 .41 6.00 .583 6.000 .00 0 .0 2.369 .0030 .0127 .03 .31 1.56 .47 .014 .00 .00 BOX 1004.392 418.816 .292 419.108 9.00 5.14 .41 419.52 .00 .41 6.00 .583 6.000 .00 0 .0 2.318 .0030 .0148 .03 .29 1.67 .47 .014 .00 .00 BOX 1006.710 418.823 .278 419.102 9.00 5.39 .45 419.55 .58 .41 6.00 .583 6.000 .00 0 .0 TRANS STR 0030 .0104 .05 .58 1.80 .014 .00 .00 BOX 1011.080 418.836 .540 419.376 9.00 4.17 .27 419.65 .00 .54 4.00 1.000 4.000 .00 0 .0 1.203 .0030 .0045 .01 .54 1.00 .63 .014 .00 .00 BOX 1012.283 418.840 .566 419.406 9.00 3.97 .25 419.65 .00 .54 4.00 1.000 4.000 .00 0 .0 5.937 .0030 .0039 .02 .57 .93 .63 .014 .00 .00 BOX 1018.220 418.857 .594 419.451 9.00 3.79 .22 419.67 .00 .54 4.00 1.000 4.000 .00 0 .0 23.299 .0030 .0034 .08 .59 .87 .63 .014 .00 .00 BOX 1041.519 418.927 .623 419.550 9.00 3.61 .20 419.75 .00 .54 4.00 1.000 4.000 .00 0 .0 55.275 .0030 .0031 .17 .62 .81 .63 .014 .00 .00 BOX n n n FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3: 6:48 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1096.794 419.093 .632 419.724 9.00 3.56 .20 419.92 .00 .54 4.00 1.000 4.000 .00 0 .0 1.686 .0030 .0030 .01 .63 .79 .63 .014 .00 .00 BOX 1098.480 419.098 .632 419.730 9.00 3.56 .20 419.93 .00 .54 4.00 1.000 4.000 .00 0 .0 TRANS STR 0029 .0030 .01 .63 .79 .014 .00 .00 BOX 1100.880 419.105 .633 419.738 9.00 3.56 .20 419.93 .00 .54 4.00 1.500 4.000 .00 0 .0 4.014 .0030 .0030 .01 .63 .79 .63 .014 .00 .00 BOX 1104.894 419.117 .633 419.750 9.00 3.56 .20 419.95 .00 .54 4.00 1.500 4.000 .00 0 .0 156.956 .0030 .0030 .47 .63 .79 .63 .014 .00 .00 BOX 1261.850 419.585 .633 420.218 9.00 3.56 .20 420.41 .00 .54 4.00 1.500 4.000 .00 0 .0 TRANS STR 0032 .0030 .01 .63 .79 .014 .00 .00 BOX 1265.650 419.597 .632 420.229 9.00 3.56 .20 420.43 .01 .54 4.00 2.000 4.000 .00 0 .0 1.118 .0030 .0030 .00 .64 .79 .63 .014 .00 .00 BOX 1266.768 419.600 .632 420.232 9.00 3.56 .20 420.43 .01 .54 4.00 2.000 4.000 .00 0 .0 60.332 .0030 .0030 .18 .64 .79 .63 .014 .00 .00 BOX 1327.100 419.781 .632 420.413 9.00 3.56 .20 420.61 .00 .54 4.00 2.000 4.000 .00 0 .0 WALL ENTRANCE 1327.100 419.781 .857 420.638 9.00 1.75 .05 420.69 .00 .41 6.00 5.500 6.000 .00 0 .0 TRANS STR .3162 .86 .33 .014 .00 .00 RECTANG n n n FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3: 6:48 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch *****, r**, rl******.* rl*, r, r+**** I, r***+ �+** I*+ �*:**** I**, r*, r** I******+ I***, r, r***. I******« I*, r+**** .I *,r,r * + *• *I * * *. * *�I * * * * + * «I,r ,r * ** I * * * *. ** 1331.100 421.046 .303 421.349 9.00 3.13 .15 421.50 .00 .30 9.50 5.500 9.500 .00 0 .0 (7 n A FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3: 8: 5 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. *++*, r* tt, t***, r*, t* �***, t�***, t*, t*+** t.+•*, t, t, t.***, r*, t*+**: rx******* �** �*.*, rr* r*, t, t,t. *,rt * * * * * *,tt,t *,t + * *t *,t,t ,t ,t *,t ,t *t *t * * * * * *t *t * *,t * * *. *,t *.r,r ,t* Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 999.050 418.800 .360 419.160 11.00 5.09 .40 419.56 .00 .47 6.00 .583 6.000 .00 0 .0 2.125 .0030 .0110 .02 .36 1.49 .53 .014 .00 .00 BOX 1001.175 418.806 .348 419.154 11.00 5.27 .43 419.59 .00 .47 6.00 .583 6.000 .00 0 .0 2.800 .0030 .0126 .04 .35 1.58 .53 .014 .00 .00 BOX 1003.975 418.815 .332 419.146 11.00 5.53 .47 419.62 .00 .47 6.00 .583 6.000 .00 0 .0 2.735 .0030 .0147 .04 .33 1.69 .53 .014 .00 .00 BOX 1006.710 418.823 .316 419.139 11.00 5.80 .52 419.66 .58 .47 6.00 .583 6.000 .00 0 .0 TRANS STR 0030 .0103 .05 .58 1.82 .014 .00 .00 BOX 1011.080 418.836 .617 419.453 11.00 4.46 .31 419.76 .00 .62 4.00 1.000 4.000 .00 0 .0 1.396 .0030 .0045 .01 .62 1.00 .72 .014 .00 .00 BOX 1012.477 418.840 .647 419.487 11.00 4.25 .28 419.77 .00 .62 4.00 1.000 4.000 .00 0 .0 6.873 .0030 .0039 .03 .65 .93 .72 .014 .00 .00 BOX 1019.349 418.861 .679 419.539 11.00 4.05 .25 419.79 .00 .62 4.00 1.000 4.000 .00 0 .0 26.915 .0030 .0034 .09 .68 .87 .72 .014 .00 .00 BOX 1046.265 418.941 .712 419.653 11.00 3.86 .23 419.89 .00 .62 4.00 1.000 4.000 .00 0 .0 52.215 .0030 .0031 .16 .71 .81 .72 .014 .00 .00 BOX 1098.480 419.098 .722 419.820 11.00 3.81 .23 420.05 .00 .62 4.00 1.000 4.000 .00 0 .0 TRANS STR .0029 .0030 .01 .72 .79 .014 .00 .00 BOX 0 0 0 FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3: 8: 5 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem * �**** �** [Ch Slope I�******** I**, I r***** I*******,+* I I*** �* �.+* I**, r*, r** I****:** SF Avel HF SSE DpthIFroude I, r�.***** +I. * * * * * *I�• NINorm * * +.� *I Dp I "N" * * * * * * * «I *,r ,r * * * *I I X -Fall « *,r ,r * *•I ZR * *� ** IType I * * * *� Ch ** 1100.880 419.105 .723 419.828 11.00 3.80 .22 420.05 .00 .62 4.00 1.500 4.000 .00 0 .0 24.158 .0030 .0030 .07 .72 .79 .72 .014 .00 .00 BOX 1125.038 419.177 .723 419.900 11.00 3.80 .22 420.12 .00 .62 4.00 1.500 4.000 .00 0 .0 136.812 .0030 .0030 .41 .72 .79 .72 .014 .00 .00 BOX 1261.850 419.585 .723 420.308 11.00 3.80 .22 420.53 .00 .62 4.00 1.500 4.000 .00 0 .0 TRANS STR .0032 .0030 .01 .72 .79 .014 .00 .00 BOX 1265.650 419.597 .723 420.320 11.00 3.80 .22 420.54 .01 .62 4.00 2.000 4.000 .00 0 .0 22.290 .0030 .0030 .07 .74 .79 .72 .014 .00 .00 BOX 1287.940 419.664 .722 420.386 11.00 3.81 .23 420.61 .01 .62 4.00 2.000 4.000 .00 0 .0 39.160 .0030 .0030 .12 .74 .79 .72 .014 .00 .00 BOX 1327.100 419.781 .722 420.503 11.00 3.81 .23 420.73 .00 .62 4.00 2.000 4.000 .00 0 .0 WALL ENTRANCE 1327.100 419.781 .979 420.760 11.00 1.87 .05 420.81 .00 .47 6.00 5.500 6.000 .00 0 .0 TRANS STR 3162 .98 .33 .014 .00 .00 RECTANG 1331.100 421.046 .347 421.393 11.00 3.35 .17 421.57 .00 .35 9.50 5.500 9.500 .00 0 .0 n n n FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3: 8: 6 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF SSE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 999.050 418.800 .395 419.195 13.00 5.49 .47 419.66 .00 .53 6.00 .583 6.000 .00 0 .0 1.313 .0030 .0113 .01 .39 1.54 .58 .014 .00 .00 BOX 1000.362 418.804 .387 419.191 13.00 5.60 .49 419.68 .00 .53 6.00 .583 6.000 .00 0 .0 3.213 .0030 .0125 .04 .39 1.59 .58 .014 .00 .00 BOX 1003.575 418.814 .369 419.183 13.00 5.87 .54 419.72 .00 .53 6.00 .583 6.000 .00 0 .0 3.135 .0030 .0146 .05 .37 1.70 .58 .014 .00 .00 BOX 1006.710 418.823 .352 419.175 13.00 6.16 .59 419.76 .58 .53 6.00 .583 6.000 .00 0 .0 TRANS STR 0030 .0103 .04 .58 1.83 .014 .00 .00 BOX 1011.080 418.836 .690 419.526 13.00 4.71 .34 419.87 .00 .69 4.00 1.000 4.000 .00 0 .0 1.551 .0030 .0045 .01 .69 1.00 .81 .014 .00 .00 BOX 1012.631 418.841 .723 419.564 13.00 4.49 .31 419.88 .00 .69 4.00 1.000 4.000 .00 0 .0 7.611 .0030 .0039 .03 .72 .93 .81 .014 .00 .00 BOX 1020.242 418.863 .759 419.622 13.00 4.28 .29 419.91 .00 .69 4.00 1.000 4.000 .00 0 .0 29.224 .0030 .0031 .09 .76 .87 .81 .014 .00 .00 BOX 1049.465 418.951 .796 419.747 13.00 4.08 .26 420.01 .00 .69 4.00 1.000 4.000 .00 0 .0 49.015 .0030 .0030 .15 .80 .81 .81 .014 .00 .00 BOX 1098.480 419.098 .807 419.905 13.00 4.03 .25 420.16 .00 .69 4.00 1.000 4.000 .00 0 .0 TRANS STR .0029 .0030 .01 .81 .79 .014 .00 .00 BOX � � n FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3: 8: 6 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super iCriticallFlow ToplHeight/ Base Wt) INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL jPrs /Pip L /Elem ICh Slope I I I I SF Avel HF SSE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1100.880 419.105 .808 419.913 13.00 4.02 .25 420.16 .00 .69 4.00 1.500 4.000 .00 0 .0 160.970 .0030 .0030 .48 .81 .79 .81 .014 .00 .00 BOX 1261.850 419.585 .808 420.393 13.00 4.02 .25 420.64 .00 .69 4.00 1.500 4.000 .00 0 .0 TRANS STR 0032 .0030 .01 .81 .79 .014 .00 .00 BOX 1265.650 419.597 .807 420.404 13.00 4.03 .25 420.66 .02 .69 4.00 2.000 4.000 .00 0 .0 61.450 .0030 .0030 .18 .82 .79 .81 .014 .00 .00 BOX 1327.100 419.781 .808 420.589 13.00 4.02 .25 420.84 .00 .69 4.00 2.000 4.000 .00 0 .0 WALL ENTRANCE 1327.100 419.781 1.095 420.876 13.00 1.98 .06 420.94 .00 .53 6.00 5.500 6.000 .00 0 .0 TRANS STR 3162 1.10 .33 .014 .00 .00 RECTANG 1331.100 421.046 .387 421.433 13.00 3.54 .19 421.63 .00 .39 9.50 5.500 9.500 .00 0 .0 n n LIL FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3: 8: 6 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem *** �**, r�* ICh Slope I I, r, r******* I******** I** �*****• I I I* �, r* �:*** �***+*** SF Avel I******* I, HF SSE r+* �***** I�*, DpthIFroude r** �, rl*, NINorm r+***** Dp I * * *x * * *.I I "N" * +� * * *,rl I X -Fall *��� * *�I ZR * * * ** IType Ch I * * * * * ** 999.050 418.800 .428 419.228 15.00 5.84 .53 419.76 .00 .58 6.00 .583 6.000 .00 0 .0 .525 .0030 .0113 .01 .43 1.57 .58 .014 .00 .00 BOX 999.575 418.802 .425 419.227 15.00 5.88 .54 419.76 .00 .58 6.00 .583 6.000 .00 0 .0 3.612 .0030 .0124 .04 .43 1.59 .58 .014 .00 .00 BOX 1003.187 418.812 .405 419.218 15.00 6.17 .59 419.81 .00 .58 6.00 .583 6.000 .00 0 .0 3.523 .0030 .0144 .05 .41 1.71 .58 .014 .00 .00 BOX 1006.710 418.823 .386 419.210 15.00 6.47 .65 419.86 .58 .58 6.00 .583 6.000 .00 0 .0 TRANS STR 0030 .0102 .04 .58 1.83 .014 .00 .00 BOX 1011.080 418.836 .759 419.595 15.00 4.94 .38 419.97 .00 .76 4.00 1.000 4.000 .00 0 .0 1.701 .0030 .0042 .01 .76 1.00 .89 .014 .00 .00 BOX 1012.781 418.841 .796 419.637 15.00 4.71 .34 419.98 .00 .76 4.00 1.000 4.000 .00 0 .0 8.258 .0030 .0036 .03 .80 .93 .89 .014 .00 .00 BOX 1021.039 418.866 .835 419.700 15.00 4.49 .31 420.01 .00 .76 4.00 1.000 4.000 .00 0 .0 30.878 .0030 .0032 .10 .83 .87 .89 .014 .00 .00 BOX 1051.917 418.958 .875 419.834 15.00 4.28 .29 420.12 .00 .76 4.00 1.000 4.000 .00 0 .0 46.563 .0030 .0030 .14 .88 .81 .89 .014 .00 .00 BOX 1098.480 419.098 .888 419.986 15.00 4.22 .28 420.26 .00 .76 4.00 1.000 4.000 .00 0 .0 TRANS STR .0029 .0030 .01 .89 .79 .014 .00 .00 BOX LL n � FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3: 8: 6 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width jDia. -FTjor I.D.1 ZL jPrs /Pip L /Elem ICh Slope I I SF Aver HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1100.880 419.105 .889 419.994 15.00 4.22 .28 420.27 .00 .76 4.00 1.500 4.000 .00 0 .0 118.295 .0030 .0030 .35 .89 .79 .89 .014 .00 .00 BOX 1219.175 419.458 .893 420.350 15.00 4.20 .27 420.62 .00 .76 4.00 1.500 4.000 .00 0 .0 42.675 .0030 .0030 .13 .89 .78 .89 .014 .00 .00 BOX 1261.850 419.585 .893 420.478 15.00 4.20 .27 420.75 .00 .76 4.00 1.500 4.000 .00 0 .0 TRANS STR 0032 .0030 .01 .89 .78 .014 .00 .00 BOX 1265.650 419.597 .892 420.489 15.00 4.21 .27 420.76 .02 .76 4.00 2.000 4.000 .00 0 .0 20.487 .0030 .0030 .06 .91 .78 .89 .014 .00 .00 BOX 1286.137 419.658 .891 420.550 15.00 4.21 .27 420.82 .02 .76 4.00 2.000 4.000 .00 0 .0 40.963 .0030 .0030 .12 .91 .79 .89 .014 .00 .00 BOX 1327.100 419.781 .891 420.672 15.00 4.21 .27 420.95 .00 .76 4.00 2.000 4.000 .00 0 .0 WALL ENTRANCE 1327.100 419.781 1.205 420.986 15.00 2.07 .07 421.05 .00 .58 6.00 5.500 6.000 .00 0 .0 TRANS STR 3162 1.21 .33 .014 .00 .00 RECTANG 1331.100 421.046 .426 421.472 15.00 3.71 .21 421.69 .00 .43 9.50 5.500 9.500 .00 0 .0 f1 n A FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3: 8: 6 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem * * * * * * * ** ICh Slope I I * * *,r * * * *,r I I * * +,t *. ** I *,t * *,t •,rte* I I I *:r * * * *,t ** I SF Avel *,r t,r *x,t I � * * * * ** I HF ,r * *� * * * ** SSE DpthlFroude I * * * * * ** NINorm I * * * * * *:r* I Dp *t,t * * * *« I "N" I I *t,r * * ** I X -Fall * * *� * ** I ZR * * *t+ IType Ch I t *,t ,r +,t ,t 999.050 418.800 .460 419.260 17.00 6.16 .59 419.85 .00 .58 6.00 .583 6.000 .00 0 .0 3.766 .0030 .0124 .05 .46 1.60 .58 .014 .00 .00 BOX 1002.816 418.811 .440 419.251 17.00 6.44 .64 419.90 .00 .58 6.00 .583 6.000 .00 0 .0 3.894 .0030 .0143 .06 .44 1.71 .58 .014 .00 .00 BOX 1006.710 418.823 .419 419.242 17.00 6.76 .71 419.95 .58 .58 6.00 .583 6.000 .00 0 .0 TRANS STR .0030 .0101 .04 .58 1.84 .014 .00 .00 BOX 1011.080 418.836 .825 419.661 17.00 5.15 .41 420.07 .00 .82 4.00 1.000 4.000 .00 0 .0 1.812 .0030 .0042 .01 .82 1.00 .97 .014 .00 .00 BOX 1012.892 418.841 .865 419.706 17.00 4.91 .37 420.08 .00 .82 4.00 1.000 4.000 .00 0 .0 8.741 .0030 .0037 .03 .86 .93 .97 .014 .00 .00 BOX 1021.633 418.868 .907 419.775 17.00 4.69 .34 420.12 .00 .82 4.00 1.000 4.000 .00 0 .0 31.651 .0030 .0032 .10 .91 .87 .97 .014 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- 1053.284 418.963 .951 419.914 17.00 4.47 .31 420.22 .00 .82 4.00 I 1.000 1 4.000 .00 1 0 .0 45.196 .0030 .0030 .14 .95 .81 .97 .014 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- AM FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3: 8: 6 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water ( Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I SF Avel HF SSE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1098.480 419.098 .966 420.064 17.00 4.40 .30 420.36 .00 .82 4.00 1.000 4.000 .00 0 .0 TRANS STR .0029 .0030 .01 .97 .79 .014 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- 1100.880 419.105 .968 420.073 17.00 4.39 .30 420.37 .00 .82 4.00 1.500 4.000 .00 0 .0 119.001 .0030 .0030 .36 .97 .79 .97 .014 .00 .00 BOX 1219.881 419.460 .973 420.433 17.00 4.37 .30 420.73 .00 .82 4.00 1.500 4.000 .00 0 .0 41.969 .0030 .0030 .12 .97 .78 .97 .014 .00 .00 BOX 1261.850 419.585 .973 420.558 17.00 4.37 .30 420.85 .00 .82 4.00 1.500 4.000 .00 0 .0 TRANS STR 0032 .0030 .01 .97 .78 .014 .00 .00 BOX 1265.650 419.597 .972 420.569 17.00 4.37 .30 420.87 .02 .82 4.00 2.000 4.000 .00 0 .0 13.508 .0030 .0030 .04 .99 .78 .97 .014 .00 .00 BOX 1279.158 419.637 .971 420.609 17.00 4.38 .30 420.91 .02 .82 4.00 2.000 4.000 .00 0 .0 47.942 .0030 .0030 .14 .99 .78 .97 .014 .00 .00 BOX 1327.100 419.781 .971 420.752 17.00 4.38 .30 421.05 .00 .82 4.00 2.000 4.000 .00 0 .0 WALL ENTRANCE 1327.100 419.781 1.311 421.092 17.00 2.16 .07 421.16 .00 .63 6.00 5.500 6.000 .00 0 .0 TRANS STR .3162 1.31 .33 .014 .00 .00 RECTANG n n w FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3: 8: 6 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFloW ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.) ZL IPrs /Pip L /Elem ICh Slope SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch ** �, r* �*** I********* I***, r, r**, eI****** �** I*•***** �* I******* I�+****, rl*, r+* �** ��I++*+*+* �***** � r* I�* « + * * *I * * * * + *I * * * * * * *I *� ** I + + * * *�* 1331.100 421.046 .463 421.509 17.00 3.87 .23 421.74 .00 .46 9.50 5.500 9.500 .00 0 .0 50 n n FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3: 8: 6 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTlor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I SF Avej HF SSE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 999.050 418.800 .490 419.290 19.00 6.47 .65 419.94 .00 .58 6.00 .583 6.000 .00 0 .0 3.411 .0030 .0125 .04 .49 1.63 .58 .014 .00 .00 BOX 1002.461 418.810 .472 419.282 19.00 6.71 .70 419.98 .00 .58 6.00 .583 6.000 .00 0 .0 4.249 .0030 .0143 .06 .47 1.72 .58 .014 .00 .00 BOX 1006.710 418.823 .450 419.273 19.00 7.04 .77 420.04 .58 .58 6.00 .583 6.000 .00 0 .0 TRANS STR 0030 .0101 .04 .58 1.85 .014 .00 .00 BOX 1011.080 418.836 .888 419.724 19.00 5.35 .44 420.17 .00 .89 4.00 1.000 4.000 .00 0 .0 1.924 .0030 .0042 .01 .89 1.00 1.00 .014 .00 .00 BOX 1013.004 418.842 .931 419.773 19.00 5.10 .40 420.18 .00 .89 4.00 1.000 4.000 .00 0 .0 9.174 .0030 .0037 .03 .93 .93 1.00 .014 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- 1022.178 418.869 .977 419.846 19.00 4.86 .37 420.21 .00 .89 4.00 1.000 4.000 .00 0 .0 11.435 .0030 .0034 .04 .98 .87 1.00 .014 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- 1033.613 418.904 1.000 419.904 19.00 4.75 .35 420.25 .00 .89 4.00 1.000 4.000 .00 0 .0 64.867 .0030 .0068 .44 1.00 .84 1.00 .014 .00 .00 BOX 0 A FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3: 8: 6 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1098.480 419.098 1.246 420.344 19.00 4.75 .35 420.69 .00 .89 4.00 1.000 4.000 .00 0 .0 TRANS STR 0029 .0012 .00 1.25 .84 .014 .00 .00 BOX 1100.880 419.105 1.452 420.557 19.00 3.27 .17 420.72 .00 .89 4.00 1.500 4.000 .00 0 .0 29.956 .0030 .0012 .04 1.45 .48 1.05 .014 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- 1130.836 419.194 1.385 420.579 19.00 3.43 .18 420.76 .00 .89 4.00 1.500 4.000 .00 0 .0 30.381 .0030 .0014 .04 1.38 .51 1.05 .014 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- 1161.217 419.285 1.320 420.605 19.00 3.60 .20 420.81 .00 .89 4.00 1.500 4.000 .00 0 .0 31.545 .0030 .0016 .05 1.32 .55 1.05 .014 .00 .00 BOX 1192.762 419.379 1.259 420.638 19.00 3.77 .22 420.86 .00 .89 4.00 1.500 4.000 .00 0 .0 34.080 .0030 .0018 .06 1.26 .59 1.05 .014 .00 .00 BOX 1226.842 419.481 1.200 420.681 19.00 3.96 .24 420.92 .00 .89 4.00 1.500 4.000 .00 0 .0 35.008 .0030 .0020 .07 1.20 .64 1.05 .014 .00 .00 BOX 1261.850 419.585 1.150 420.735 19.00 4.13 .26 421.00 .00 .89 4.00 1.500 4.000 .00 0 .0 TRANS STR .0032 .0023 .01 1.15 .68 .014 .00 .00 BOX A) 0 FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3: 8: 6 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticaljFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ********: ICh Slope I I****:***, r�*** tt*** I* �******* I Itx******* I***, r+ r, t* SF Ave) I**•*, t* tI�*: HF ISE DpthIFroude r****** I**•**** NINorm I******** I Dp * * * * * * * *' I "N" * * * * *,r *I� I X -Fall * * * * * *I ZR « * * ** IType Ch ( * * *t *�* 1265.650 419.597 1.146 420.743 19.00 4.14 .27 421.01 .02 .89 4.00 2.000 4.000 .00 0 .0 53.360 .0030 .0025 .13 1.16 .68 1.05 .014 .00 .00 BOX 1319.010 419.757 1.093 420.850 19.00 4.35 .29 421.14 .02 .89 4.00 2.000 4.000 .00 0 .0 8.090 .0030 .0027 .02 1.11 .73 1.05 .014 .00 .00 BOX 1327.100 419.781 1.088 420.869 19.00 4.37 .30 421.16 .00 .89 4.00 2.000 4.000 .00 0 .0 WALL ENTRANCE 1327.100 419.781 1.427 421.208 19.00 2.22 .08 421.28 .00 .68 6.00 5.500 6.000 .00 0 .0 TRANS STR 3162 1.43 .33 .014 .00 .00 RECTANG 1331.100 421.046 .499 421.545 19.00 4.02 .25 421.80 .00 .50 9.50 5.500 9.500 .00 0 .0 0 0 0 FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3:11: 6 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. . �**, r:*************, r***** �* �****++*******,+*•**,++*******,+, r****, r, r**.*****, r******* �** * * *� * * * *.� * * *� + * * * * * * * * * *� * ** *. * * * * ** * « « * *� ** Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh •, r***:** �I, Slope I r******** I++, r****, rl*+*, I I r***+* I+* �**«*** I SF Aver I�****** I******* I* HF �, e***** �Ix****** ISE DpthIFroude NINorm I*, r**** �* Dp I * * * * * *��I I "N" * * * * * * *I I X -Fall * * * * * *I ZR * *. *� IType Ch I� * * * *�* 999.050 418.800 .521 419.321 21.00 6.72 .70 420.02 .00 .58 6.00 .583 6.000 .00 0 .0 3.062 .0030 .0125 .04 .52 1.64 .58 .014 .00 .00 BOX 1002.112 418.809 .504 419.313 21.00 6.95 .75 420.06 .00 .58 6.00 .583 6.000 .00 0 .0 4.598 .0030 .0142 .07 .50 1.72 .58 .014 .00 .00 BOX 1006.710 418.823 .480 419.303 21.00 7.28 .82 420.13 .58 .58 6.00 .583 6.000 .00 0 .0 TRANS STR 0030 .0101 .04 .58 1.85 .014 .00 .00 BOX 1011.080 418.836 .950 419.786 21.00 5.53 .47 420.26 .00 .95 4.00 1.000 4.000 .00 0 .0 2.048 .0030 .0042 .01 .95 1.00 1.00 .014 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- 1013.128 418.842 .996 419.838 21.00 5.27 .43 420.27 .00 .95 4.00 1.000 I 1 4.000 .00 1 0 .0 .456 .0030 .0042 .00 1.00 .93 1.00 .014 .00 .00 BOX ------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- 1013.584 418.844 1.000 419.844 21.00 5.25 .43 420.27 .00 .95 4.00 1.000 I 1 4.000 .00 1 0 .0 84.896 .0030 .0083 .70 1.00 .93 1.00 .014 .00 .00 BOX 1 1098.480 419.098 1.450 420.548 21.00 5.25 .43 420.98 .00 .95 4.00 1.000 1 4.000 .00 0 .0 TRANS STR .0029 .0024 .01 1.45 .93 .014 .00 .00 BOX FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3:11: 6 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtl INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width (Dia. -FTIor I.D.1 ZL IPrs /Pip L /Elem * �, r****** ICh Slope I I******.:* I+, I r****•* I*, r*, r* �*** I I I: r* �****** I, r****, r* SF Avel I*•*«*** I, HF ISE DpthIFroude r**, r*.**, rl*** �*** NINorm I***** �*, rl Dp * * *� * * * *I I "N" I * *,r��� *I X -Fall * * * * * * *I ZR * * * ** IType Ch I•. * * * ** 1100.880 419.105 1.718 420.823 21.00 3.50 .19 421.01 .00 .95 4.00 1.500 4.000 .00 0 .0 160.970 .0030 .0024 .39 1.72 .50 1.13 .014 .00 .00 BOX 1261.850 419.585 1.630 421.215 21.00 3.50 .19 421.41 .00 .95 4.00 1.500 4.000 .00 0 .0 TRANS STR 0032 .0010 .00 1.63 .50 .014 .00 .00 BOX 1265.650 419.597 1.665 421.262 21.00 3.15 .15 421.42 .01 .95 4.00 2.000 4.000 .00 0 .0 32.280 .0030 .0010 .03 1.67 .43 1.13 .014 .00 .00 BOX 1297.930 419.694 1.587 421.281 21.00 3.31 .17 421.45 .01 .95 4.00 2.000 4.000 .00 0 .0 29.170 .0030 .0011 .03 1.60 .46 1.13 .014 .00 .00 BOX 1327.100 419.781 1.520 421.301 21.00 3.45 .19 421.49 .00 .95 4.00 2.000 4.000 .00 0 .0 WALL ENTRANCE 1327.100 419.781 1.732 421.513 21.00 2.02 .06 421.58 .00 .72 6.00 5.500 6.000 .00 0 .0 TRANS STR .3162 1.73 .27 .014 .00 .00 RECTANG 1331.100 421.046 .533 421.579 21.00 4.15 .27 421.85 .00 .53 9.50 5.500 9.500 .00 0 .0 FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3:11: 6 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtl INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ***, r:, r, r** ICh Slope I I, r****** �* I** �* �, r** I I********• I I SF Aver I+******** I�****** �*****, r* I**, HF r*****, rI**+* SSE DpthIFroude r* *I NINorm * * * * * * * *I. Dp *� * * *� *I I "N" I * * * * * * *I X -Fall *,r ,r + * + *I ZR * * +�* IType Ch I * * * * *�* 999.050 418.800 .548 419.348 23.00 6.99 .76 420.11 .00 .58 6.00 .583 6.000 .00 0 .0 2.730 .0030 .0126 .03 .55 1.66 .58 .014 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- 1001.780 418.808 .534 419.342 23.00 7.18 .80 420.14 .00 .58 6.00 I .583 1 6.000 .00 1 0 .0 4.930 .0030 .0142 .07 .53 1.73 .58 .014 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- 1006.710 418.823 .509 419.332 23.00 7.53 .88 420.21 .58 .58 6.00 .583 6.000 .00 0 .0 TRANS STR 0030 .0102 .04 .58 1.86 .014 .00 .00 BOX 1011.080 418.836 1.000 419.836 23.00 5.75 .51 420.35 .00 1.00 4.00 1.000 4.000 .00 0 .0 .000 .0030 .0050 .00 1.00 1.01 1.00 .014 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- 1011.080 418.836 1.000 419.836 23.00 5.75 .51 420.35 .00 1.00 4.00 I 1.000 1 4.000 .00 1 0 .0 87.400 .0030 .0100 .87 1.00 1.01 1.00 .014 .00 .00 BOX 1098.480 419.098 1.608 420.706 23.00 5.75 .51 421.22 .00 1.00 4.00 I 1.000 1 4.000 .00 1 0 .0 -I- TRANS STR -I- .0029 -I- -I- -I- -I- -I- .0029 -I- .01 -I- 1.61 -I- 1.01 -I- -I- .014 -I- .00 .00 (- BOX FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3:11: 6 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTlor I.D.1 ZL IPrs /Pip L /Elem **** �**** ICh Slope I I, t, t* �*«*** I+•*, I rx*** I** �***** �I********* I�*+***« SF Avel I«*, r** �, rl***, HF r***** ISE DpthIFroude I****. ��I NINorm * * * * * * * +I Dp * *,r : * * * +I I "N" ( * * * * * * *I X -Fall * *,r ,r * * *I ZR *,r * *,r IType Ch I + * * * * ** 1100.880 419.105 1.930 421.035 23.00 3.83 .23 421.26 .00 1.01 4.00 1.500 4.000 .00 0 .0 160.970 .0030 .0029 .47 1.93 .55 1.20 .014 .00 .00 BOX 1261.850 419.585 1.922 421.507 23.00 3.83 .23 421.73 .00 1.01 4.00 1.500 4.000 .00 0 .0 TRANS STR 0032 .0013 .00 1.92 .55 .014 .00 .00 BOX 1265.650 419.597 2.027 421.624 23.00 2.88 .13 421.75 .00 1.01 4.00 2.000 4.000 .00 0 .0 23.018 .0030 .0013 .03 .00 .36 1.20 .014 .00 .00 BOX 1288.668 419.666 2.000 421.666 23.00 2.88 .13 421.79 2.00 1.01 4.00 2.000 4.000 .00 0 .0 36.280 .0030 .0007 .03 2.00 .36 1.20 .014 .00 .00 BOX 1324.947 419.775 1.906 421.681 23.00 3.02 .14 421.82 .01 1.01 4.00 2.000 4.000 .00 0 .0 2.153 .0030 .0008 .00 1.92 .39 1.20 .014 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- 1327.100 419.781 1.901 421.682 23.00 3.02 .14 421.82 .00 1.01 4.00 2.000 4.000 .00 0 .0 WALL ENTRANCE -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- 1327.100 419.781 2.067 421.848 23.00 1.85 .05 421.90 .00 .77 6.00 I 5.500 1 6.000 .00 1 0 .0 TRANS STR .3162 .0009 .00 2.07 .23 .014 .00 .00 RECTANG n n n FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3:11: 6 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFloW ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF SSE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch r******, r« I*+****, r** I**+*. �** I*****: r.* sl********* I*****, r* ��* �*, r** I****, r, r**• I, e** r*** I* �* �*** �I * : « * * * + *I + * *,r * *�I * * * * * * *I * * * ** I *,r * * * ** 1331.100 421.046 .753 421.799 23.00 3.22 .16 421.96 .00 .57 9.50 5.500 9.500 .00 0 .0 FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3:11: 6 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL (Prs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 999.050 418.800 .570 419.370 25.00 7.31 .83 420.20 .00 .58 6.00 .583 6.000 .00 0 .0 2.440 .0030 .0131 .03 .57 1.71 .58 .014 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- 1001.490 418.807 .558 419.365 25.00 7.47 .87 420.23 .00 .58 6.00 .583 I 1 6.000 .00 1 0 .0 5.220 .0030 .0146 .08 .56 1.76 .58 .014 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- 1006.710 I I 418.823 .532 I 419.355 I I I 25.00 7.83 .95 420.31 I .58 I I .58 6.00 I .583 I 1 6.000 .00 1 0 .0 TRANS STR .0030 .0108 .05 .58 1.89 .014 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- 1011.080 418.836 1.000 419.836 25.00 6.25 .61 420.44 .00 1.00 4.00 1.000 4.000 .00 0 .0 87.400 .0030 .0118 1.03 1.00 1.10 1.00 .014 .00 .00 BOX 1098.480 419.098 1.766 420.864 25.00 6.25 .61 421.47 .00 1.00 4.00 1.000 4.000 .00 0 .0 TRANS STR 0029 .0035 .01 1.77 1.10 .014 .00 .00 BOX 1100.880 419.105 2.148 421.253 25.00 4.17 .27 421.52 .00 1.07 4.00 1.500 4.000 .00 0 .0 160.970 .0030 .0035 .56 2.15 .60 1.27 .014 .00 .00 BOX 0 FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3:11: 6 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CPS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I I SF Avel HF SSE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch t* x, t, t**** I********* I+*** t*.* I**** t**+* I***+***** I, t***** �It«**+** I*****t** �Ittt** t, rl, t, t*+•* rtI* t, t* ,t *,t *I *+ *t,tttl * *t,r * * *I :,t * ** I *t * * * ** 1261.850 419.585 2.225 421.810 25.00 4.17 .27 422.08 .00 1.07 4.00 1.500 4.000 .00 0 .0 TRANS STR 0032 .0015 .01 2.22 .60 .014 .00 .00 BOX 1265.650 419.597 2.352 421.949 25.00 3.13 .15 422.10 .00 1.07 4.00 2.000 4.000 .00 0 .0 61.450 .0030 .0015 .09 .00 .39 1.27 .014 .00 .00 BOX 1327.100 419.781 2.284 422.065 25.00 3.13 .15 422.22 .00 1.07 4.00 2.000 4.000 .00 0 .0 WALL ENTRANCE 1327.100 419.781 2.409 422.190 25.00 1.73 .05 422.24 .00 .81 6.00 5.500 6.000 .00 0 .0 TRANS STR 3162 .0004 .00 2.41 .20 .014 .00 .00 RECTANG 1331.100 421.046 1.126 422.172 25.00 2.34 .08 422.26 .00 .60 9.50 5.500 9.500 .00 0 .0 (1 n (1 FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3:11: 6 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ** �:*+, r** ICh Slope I I** �****** I***, I r, r*** I* �**** �** I I I+ �** �**** I*«****, rl**+**** SF Avel I*** HF ISE DpthIFroude �*+*** I***.*** NINorm I�*•***, r *� Dp * * + * * *� *I I "N" I * * * * * *xl X -Fall * *x * * * *I ZR * *,r ,r* IType Ch I * * * * * ** 999.050 418.800 .583 419.383 27.00 7.72 .93 420.31 .00 .58 6.00 .583 6.000 .00 0 .0 7.660 .0030 .0310 .24 .58 1.78 .58 .014 .00 .00 BOX 1006.710 418.823 .797 419.620 27.00 7.72 .93 420.55 .00 .58 6.00 .583 6.000 .00 0 .0 TRANS STR 0030 .0137 .06 .00 1.78 .014 .00 .00 BOX 1011.080 418.836 1.154 419.990 27.00 6.75 .71 420.70 .00 1.00 4.00 1.000 4.000 .00 0 .0 87.400 .0030 .0137 1.20 1.15 1.19 1.00 .014 .00 .00 BOX 1098.480 419.098 2.091 421.189 27.00 6.75 .71 421.90 .00 1.00 4.00 1.000 4.000 .00 0 .0 TRANS STR 0029 .0040 .01 2.09 1.19 .014 .00 .00 BOX 1100.880 419.105 2.538 421.643 27.00 4.50 .31 421.96 .00 1.12 4.00 1.500 4.000 .00 0 .0 160.970 .0030 .0040 .65 2.54 .65 1.35 .014 .00 .00 BOX 1261.850 419.585 2.707 422.292 27.00 4.50 .31 422.61 .00 1.12 4.00 1.500 4.000 .00 0 .0 TRANS STR 0032 .0017 .01 2.71 .65 .014 .00 .00 BOX 1265.650 419.597 2.857 422.454 27.00 3.38 .18 422.63 .00 1.12 4.00 2.000 4.000 .00 0 .0 61.450 .0030 .0017 .11 .00 .42 1.34 .014 .00 .00 BOX 1327.100 419.781 2.808 422.589 27.00 3.38 .18 422.77 .00 1.12 4.00 2.000 4.000 .00 0 .0 WALL ENTRANCE 1327.100 419.781 2.978 422.759 27.00 1.51 .04 422.79 .00 .86 6.00 5.500 6.000 .00 0 .0 TRANS STR .3162 .0001 .00 2.98 .15 .014 .00 .00 RECTANG FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3:11: 6 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1331.100 421.046 1.711 422.757 27.00 1.66 .04 422.80 .00 .63 9.50 5.500 9.500 .00 0 .0 n n n FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3:11: 6 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. tx*,+* t, t* t**+ t«*, t**, t* t****++ t***•*****, rt*, t* x**, r*, t** t, t+******, t***, r* ��** ��**, t+ tt, r* �, tr* *,t *,r,rx,t * *t * + * *t,t *t *t,t� *,r ,t *t *,t *,t * * *,r ,t * ** � * *+� *,tr Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.I ZL jPrs /Pip L /Elem ICh Slope I I I I SF Avel HF SSE DpthIFroude NINOrm Dp I "N" I X -Fall ZR IType Ch 999.050 418.800 .583 419.383 29.00 8.29 1.07 420.45 .00 .58 6.00 .583 6.000 .00 0 .0 7.660 .0030 .0357 .27 .58 1.91 .58 .014 .00 .00 BOX 1006.710 418.823 .834 419.657 29.00 8.29 1.07 420.72 .00 .58 6.00 .583 6.000 .00 0 .0 TRANS STR 0030 .0158 .07 .00 1.91 .014 .00 .00 BOX 1011.080 418.836 1.247 420.083 29.00 7.25 .82 420.90 .00 1.00 4.00 1.000 4.000 .00 0 .0 87.400 .0030 .0158 1.38 1.25 1.28 1.00 .014 .00 .00 BOX 1098.480 419.098 2.369 421.467 29.00 7.25 .82 422.28 .00 1.00 4.00 1.000 4.000 .00 0 .0 TRANS STR 0029 .0047 .01 2.37 1.28 .014 .00 .00 BOX 1100.880 419.105 2.885 421.990 29.00 4.83 .36 422.35 .00 1.18 4.00 1.500 4.000 .00 0 .0 160.970 .0030 .0047 .75 2.88 .70 1.42 .014 .00 .00 BOX 1261.850 419.585 3.154 422.739 29.00 4.83 .36 423.10 .00 1.18 4.00 1.500 4.000 .00 0 .0 TRANS STR 0032 .0020 .01 3.15 .70 .014 .00 .00 BOX 1265.650 419.597 3.329 422.926 29.00 3.63 .20 423.13 .00 1.18 4.00 2.000 4.000 .00 0 .0 61.450 .0030 .0020 .12 .00 .45 1.41 .014 .00 .00 BOX 1327.100 419.781 3.301 423.082 29.00 3.63 .20 423.29 .00 1.18 4.00 2.000 4.000 .00 0 .0 WALL ENTRANCE 1327.100 419.781 3.510 423.291 29.00 1.38 .03 423.32 .00 .90 6.00 5.500 6.000 .00 0 .0 TRANS STR .3162 .0001 .00 3.51 .13 .014 .00 .00 RECTANG U U FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3:11: 6 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1331.100 421.046 2.247 423.293 29.00 1.36 .03 423.32 .00 .66 9.50 5.500 9.500 .00 0 .0 0 0 0 FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3:12:43 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIF10W ToplHeight/ Base Wtl INo Wth Station I Elev ( (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I SF Aver HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 999.050 418.800 .583 419.383 31.00 8.86 1.22 420.60 .00 .58 6.00 .583 6.000 .00 0 .0 7.660 .0030 .0408 .31 .58 2.05 .58 .014 .00 .00 BOX 1006.710 418.823 .873 419.696 31.00 8.86 1.22 420.92 .00 .58 6.00 .583 6.000 .00 0 .0 TRANS STR 0030 .0181 .08 .00 2.05 .014 .00 .00 BOX 1011.080 418.836 1.347 420.183 31.00 7.75 .93 421.12 .00 1.00 4.00 1.000 4.000 .00 0 .0 87.400 .0030 .0181 1.58 1.35 1.37 1.00 .014 .00 .00 BOX 1098.480 419.098 2.666 421.764 31.00 7.75 .93 422.70 .00 1.00 4.00 1.000 4.000 .00 0 .0 TRANS STR 0029 .0053 .01 2.67 1.37 .014 .00 .00 BOX 1100.880 419.105 3.257 422.362 31.00 5.17 .41 422.78 .00 1.23 4.00 1.500 4.000 .00 0 .0 160.970 .0030 .0053 .86 3.26 .74 1.50 .014 .00 .00 BOX 1261.850 419.585 3.633 423.218 31.00 5.17 .41 423.63 .00 1.23 4.00 1.500 4.000 .00 0 .0 TRANS STR 0032 .0023 .01 3.63 .74 .014 .00 .00 BOX 1265.650 419.597 3.835 423.432 31.00 3.88 .23 423.66 .00 1.23 4.00 2.000 4.000 .00 0 .0 61.450 .0030 .0023 .14 .00 .48 1.48 .014 .00 .00 BOX 1327.100 419.781 3.829 423.610 31.00 3.88 .23 423.84 .00 1.23 4.00 2.000 4.000 .00 0 .0 WALL ENTRANCE 1327.100 419.781 4.079 423.860 31.00 1.27 .02 423.89 .00 .94 6.00 5.500 6.000 .00 0 .0 TRANS STR .3162 .0001 .00 4.08 .11 .014 .00 .00 RECTANG n n FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3:12:43 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. * r, t*** x*«* �****, r** r+****•*, r**. �***, e*: �: r******, r*+*r*********+*, r**, r***, t+*, r��r** t***.**** x**, r�, r� *x * * * * * * * * * +,r * *�� * * *•� * * *x *tt * + « *:r *,t+ Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow TopIHeight/ Base Wtj ENO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL jPrs /Pip L /Elem ICh Slope I I SF Aver HF SSE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch ********* I*****, e*, r* I****+**. I****+**** I�******** I*, r***** I*****, r* I�*****, r, r* I******, rl, r* ��, r, r, r* I*, r * *,r * + *I• * * *,r * *� *r * * *xrl * *,r ** I * * * * * ** 1331.100 421.046 2.820 423.866 31.00 1.16 .02 423.89 .00 .69 9.50 5.500 9.500 .00 0 .0 n n n FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3:12:43 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh t****, t+ �, tl********* Slope I I**•* tt*, rI**, t***+ s• I•t**** I t*, tI*, t**+*, rl.** SF Avel r�** I****:* HF (SE DpthIFroude �** I, r•*+, t** NINorm I* �***, r* rI Dp I "N" : * * + *. * *I * * * *� *tIt I X -Fall * * * * *tI ZR * * * *+ IType Ch Ir * *r * ** 999.050 418.800 .583 419.383 33.00 9.43 1.38 420.76 .00 .58 6.00 .583 6.000 .00 0 .0 7.660 .0030 .0463 .35 .58 2.18 .58 .014 .00 .00 BOX 1006.710 418.823 .914 419.737 33.00 9.43 1.38 421.12 .00 .58 6.00 .583 6.000 .00 0 .0 TRANS STR 0030 .0205 .09 .00 2.18 .014 .00 .00 BOX 1011.080 418.836 1.454 420.290 33.00 8.25 1.06 421.35 .00 1.00 4.00 1.000 4.000 .00 0 .0 87.400 .0030 .0205 1.79 1.45 1.45 1.00 .014 .00 .00 BOX 1098.480 419.098 2.983 422.081 33.00 8.25 1.06 423.14 .00 1.00 4.00 1.000 4.000 .00 0 .0 TRANS STR 0029 .0060 .01 2.98 1.45 .014 .00 .00 BOX 1100.880 419.105 3.654 422.759 33.00 5.50 .47 423.23 .00 1.28 4.00 1.500 4.000 .00 0 .0 160.970 .0030 .0060 .97 3.65 .79 1.50 .014 .00 1 .00 BOX 1 1261.850 419.585 4.144 423.729 33.00 5.50 .47 424.20 .00 1.28 4.00 1.500 4.000 .00 0 .0 TRANS STR 0032 .0026 .01 4.14 .79 .014 .00 .00 BOX 1265.650 419.597 4.374 423.971 33.00 4.13 .26 424.24 .00 1.28 4.00 2.000 4.000 .00 0 .0 61.450 .0030 .0026 .16 .00 .51 1.55 .014 .00 .00 BOX 1327.100 419.781 4.392 424.173 33.00 4.13 .26 424.44 .00 1.28 4.00 2.000 4.000 .00 0 .0 WALL ENTRANCE 1327.100 419.781 4.684 424.465 33.00 1.17 .02 424.49 .00 .98 6.00 5.500 6.000 .00 0 .0 TRANS STR .3162 .0000 .00 4.68 .10 .014 .00 .00 RECTANG n n FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3:12:43 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width jDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1331.100 421.046 3.427 424.473 33.00 1.01 .02 424.49 .00 .72 9.50 5.500 9.500 .00 0 .0 0 0 0 FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3:12:43 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel Energy Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev i (FT) (CFS) I (FPS) Head I Grd.El.1 Elev ( Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem r, r*, r***** ICh Slope I I***, r* �**, rl******** I I********* I I*.**, I r��** I* ��**, r* SF Avel I*, r***«* I, HF SSE r*: r****+* I DpthIFroude * * * *,+ * *I•,r NINorm * * * + * *I Dp * * * + * * * *I I "N" *,r ,r * * * *� ( X -Fall * * * * * *•I,r ZR * * +* IType Ch I *x,r ,r * ** 999.050 418.800 .583 419.383 35.00 10.01 1.55 420.94 .00 .58 6.00 .583 6.000 .00 0 .0 7.660 .0030 .0520 .40 .58 2.31 .58 .014 .00 .00 BOX 1006.710 418.823 .959 419.782 35.00 10.01 1.55 421.34 .00 .58 6.00 .583 6.000 .00 0 .0 TRANS STR 0030 .0231 .10 .00 2.31 .014 .00 .00 BOX 1011.080 418.836 1.567 420.403 35.00 8.75 1.19 421.59 .00 1.00 4.00 1.000 4.000 .00 0 .0 87.400 .0030 .0231 2.02 1.57 1.54 1.00 .014 .00 I .00 BOX 1098.480 I 419.098 I 3.320 I 422.418 I I 35.00 8.75 I 1.19 I 423.61 .00 I 1.00 4.00 1.000 I 4.000 .00 0 .0 TRANS STR 0029 .0068 .02 3.32 1.54 .014 .00 .00 BOX 1100.880 419.105 4.075 423.180 35.00 5.83 .53 423.71 .00 1.33 4.00 1.500 4.000 .00 0 .0 160.970 .0030 .0068 1.09 4.08 .84 1.50 .014 .00 .00 BOX 1261.850 419.585 4.686 424.271 35.00 5.83 .53 424.80 .00 1.33 4.00 1.500 4.000 .00 0 .0 TRANS STR 0032 .0029 .01 4.69 .84 .014 .00 .00 BOX 1265.650 419.597 4.947 424.544 35.00 4.38 .30 424.84 .00 1.33 4.00 2.000 4.000 .00 0 .0 61.450 .0030 .0029 .18 .00 .55 1.62 .014 .00 .00 BOX 1327.100 419.781 4.990 424.771 35.00 4.38 .30 425.07 .00 1.33 4.00 2.000 4.000 .00 0 .0 WALL ENTRANCE 1327.100 419.781 5.324 425.105 35.00 1.10 .02 425.12 .00 1.02 6.00 5.500 6.000 .00 0 .0 TRANS STR .3162 .0000 .00 5.32 .08 .014 .00 .00 RECTANG r1 (� FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3:12:43 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj ENO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF SSE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch ****«, r** �I********* I****** �* I, r, rx* �**** I********, rl, r** �*, r. l**•*, r*,+ I, r*+** �*** I«* �««** I******** I*, r * *+ * *� * * : * * * *I� * * * * * * * * ** � * * *,r * *� 1331.100 421.046 4.067 425.113 35.00 .91 .01 425.13 .00 .75 9.50 5.500 9.500 .00 0 .0 0 0 0 FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3:12:43 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticallFloW TopiHeight/ Base Wtj ENO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 999.050 418.800 .583 419.383 37.00 10.58 1.74 421.12 .00 .58 6.00 .583 6.000 .00 0 .0 7.660 .0030 .0581 .45 .58 2.44 .58 .014 .00 .00 BOX 1006.710 418.823 1.005 419.828 37.00 10.58 1.74 421.57 .00 .58 6.00 .583 6.000 .00 0 .0 TRANS STR 0030 .0258 .11 .00 2.44 .014 .00 .00 BOX 1011.080 418.836 1.687 420.523 37.00 9.25 1.33 421.85 .00 1.00 4.00 1.000 4.000 .00 0 .0 87.400 .0030 .0258 2.25 1.69 1.63 1.00 .014 .00 .00 BOX 1098.480 419.098 3.677 422.775 37.00 9.25 1.33 424.10 .00 1.00 4.00 1.000 4.000 .00 0 .0 TRANS STR .0029 .0076 .02 3.68 1.63 .014 .00 .00 BOX 1100.880 419.105 4.522 423.627 37.00 6.17 .59 424.22 .00 1.39 4.00 1.500 4.000 .00 0 .0 160.970 .0030 .0076 1.22 4.52 .89 1.50 .014 .00 .00 BOX 1261.850 419.585 5.261 424.846 37.00 6.17 .59 425.44 .00 1.39 4.00 1.500 4.000 .00 0 .0 TRANS STR 0032 .0033 .01 5.26 .89 .014 .00 .00 BOX 1265.650 419.597 5.554 425.151 37.00 4.63 .33 425.48 .00 1.39 4.00 2.000 4.000 .00 0 .0 61.450 .0030 .0033 .20 .00 .58 1.69 .014 .00 .00 BOX 1327.100 419.781 5.623 425.404 37.00 4.63 .33 425.74 .00 1.39 4.00 2.000 4.000 .00 0 .0 WALL ENTRANCE 1327.100 419.781 6.002 425.783 37.00 1.03 .02 425.80 .00 1.06 6.00 5.500 6.000 .00 0 .0 TRANS STR .3162 .0000 .00 6.00 .07 .014 .00 .00 RECTANG n n n FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3:12:43 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL (Prs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1331.100 421.046 4.744 425.790 37.00 .82 .01 425.80 .00 .78 9.50 5.500 9.500 .00 0 .0 n n FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3:12:43 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wt) INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width jDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Aver HF SSE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 999.050 418.800 .583 419.383 39.00 11.15 1.93 421.31 .00 .58 6.00 .583 6.000 .00 0 .0 7.660 .0030 .0646 .49 .58 2.57 .58 .014 .00 .00 BOX 1006.710 418.823 1.055 419.878 39.00 11.15 1.93 421.81 .00 .58 6.00 .583 6.000 .00 0 .0 TRANS STR 0030 .0286 .13 .00 2.57 .014 .00 .00 BOX 1011.080 418.836 1.813 420.649 39.00 9.75 1.48 422.13 .00 1.00 4.00 1.000 4.000 .00 0 .0 87.400 .0030 .0286 2.50 1.81 1.72 1.00 .014 .00 .00 BOX 1098.480 419.098 4.053 423.151 39.00 9.75 1.48 424.63 .00 1.00 4.00 1.000 4.000 .00 0 .0 TRANS STR .0029 .0084 .02 4.05 1.72 .014 .00 .00 BOX 1100.880 419.105 4.993 424.098 39.00 6.50 .66 424.75 .00 1.43 4.00 1.500 4.000 .00 0 .0 160.970 .0030 .0084 1.35 4.99 .94 1.50 .014 .00 .00 BOX 1261.850 419.585 5.867 425.452 39.00 6.50 .66 426.11 .00 1.43 4.00 1.500 4.000 .00 0 .0 TRANS STR 0032 .0036 .01 5.87 .94 .014 .00 .00 BOX 1265.650 419.597 6.194 425.791 39.00 4.88 .37 426.16 .00 1.43 4.00 2.000 4.000 .00 0 .0 61.450 .0030 .0036 .22 .00 .61 1.76 .014 .00 .00 BOX 1327.100 419.781 6.292 426.073 39.00 4.88 .37 426.44 .00 1.43 4.00 2.000 4.000 .00 0 .0 WALL ENTRANCE 1327.100 419.781 6.718 426.499 39.00 .97 .01 426.51 .00 1.09 6.00 5.500 6.000 .00 0 .0 TRANS STR .3162 .0000 .00 6.72 .07 .014 .00 .00 RECTANG y n n FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3:12:43 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I I I SF Aver HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch ******* �. I** �**«**, r�* �**: r*** I**, e****, r* I*•,+ �**, r** I*.**, r** I**, r*, r** I****** �, r* I. * * *� * *I *,r * * * *. +I * * * * * * * *� *,r ,r +� *,rl,r * * * * * *I. * * ** I * * * * *,r ,r 1331.100 421.046 5.461 426.507 39.00 .75 .01 426.52 .00 .81 9.50 5.500 9.500 .00 0 .0 ALLARD ENGINEERING DESCRIPTION civil eopmeriog )and surveying Ind P=9 TtzQ� b 5 '1Z ��ST S� u JOB # SHEET A OF DESIGNED BY DATE 0 I 8253 Sierra Avenue Fontana, CA 92336 FP (909) 356.1815 • (909) 356-1825 � 'Mox wkrt�t sv�lFitt�s ,J� IiktlJrJ \A,zf.T! O&T VE `eAtUa ff /f 0V . � l4 tt .17 TJ A' WiWi i �JV . oRt Fi Gfi furl c F *t q t OL 'Fww► w b 1 - 0' � txax = to 0,101 '68:% q 2 T 7 X11 – — -�- V'0 q.4 C�7 EAST h orifice MAX H1 h weir q 6.8 ho 0.77 I 0.598 I 0.6 .62 *A *sqrt( 3.0 orifice A Q ho h1 CFS I ft ft 1 0.22 0.33 3 0.44 1.45 5 0.62 3.42 7 0.77 6.27 9 0.92 10.00 ill 1.05 14.62 131 1.17 20.13 151 1.29 26.53 ca ALLARD ENGINEERING DESCRIPTION tfbS civil engineering land surveying land planning JOB # SHEET OF DESIGNED BY DATE . 8253 Sierra Avenue Fontana, CA 92336 APPROVED (909) 356 -1815 - (909) 356-1825 S S 3.0 c = O CA - cZ'7 7 �c.�2 Sl> k S r-�&kd LA s + flV 8 0 C .. 3.Z2 -t 3 , a — .bZ U.s cis elev hw = hl -3.0 Q weir ft ft US 20.00 0 0 21.00 0 0 22.00 0 0 22.77 0 0 23.00 0.23 0.60 24.00 1.23 7.41 25.00 2.23 18.08 25.77 3.00 28.22 OUTLET PIPE FLOW DETERMINATION The "Orifice and Weir" table was prepared using the following methodology. I.- WSPGW calculation were prepared for various Q p i pe . The first two columns of the table summarizes the results. The weir elevation is three feet above the bottom of the detention basin. When h is less than or equal to three feet, Q „ eir is zero and a simple relationship between Q orifice and h was determined using orifice calculations. In this condition Q total is equal to Q orifice. When h is greater than three feet the weir and the orifice both pass storm water. In this condition the analysis to determine Q total becomes more complicated. An iterative process was used to determine h as follows: A.- For h determine Q p from WSPGW calculations. B.- Assume h and determine Q orifice and Q weir. C.- Add Q orifice and Q weir to get Q total. D.- Compare Q total to Q pipe. E.- If Q total does not equal Q p assume a different h and go though steps 3 and 4 again until Q total is equal to Q p i pe . This procedure was used for various depths of h until h became higher than the maximum allowable depth in the detention basin. From the Orifice and Weir Table the relationship between h and Q total is used in the basin routing calculations. 10 TRACT 16572 EAST BASIN, ITERATIVE PROCESS TO DETERMINE Q total A ho Qpipe h1 Q orifice 0.41 2.61 1.18 2.60 assumed ho Q pipe I h1 I Q orifice Q weir Q total 0.5 3.66 41 3.231 5.431 8.66 0.5 1 3.51 2.991 1.921 4.91 0.5 1 3.31 2.881 0.771 3.65 1 10.311 5.01 3.461 15.36 18.81 1.0 1 4.81 3.371 13.11 16.48 1.0 1 4.21 3.101 7.22 10.31 1.5 18.671 4.81 3.141 13.111 16.25 1.5 5.01 3.241 15.431 18.67 2 22.091 5.2 3.09 17.72 20.81 2.0 5.3 3.14 18.95 22.09 2.5 25.151 5.81 3.141 25.441 28.58 2.5 1 5.61 3.021 22.131 25.15 3 27.05 5.5 2.73 21.46 24.20 3 5.7 2.84 24.21 27.05 3.5 28.95 5.5 2.44 21.46 23.91 3.5 5.9 2.661 26.291 28.95 A ho Q i e h1 Q orifice hw Q weir Q total = Q pipe ft cfs ft cfs ft cfs cfs 0.20 0.9 0.34 0.9 0.0 0.0 0.9 0.25 1.3 0.54 1.3 0.0 0.0 1.3 0.30 1.7 0.81 1.7 0.0 0.0 1.7 0.321 1.9 0.94 2.1 0.0 0.0 2.1 0.36 2.3 1.23 2.3 0.0 0.0 2.3 0.40 2.6 1.56 2.6 0.0 0.0 2.6 0.50 3.7 3.27 2.9 0.3 0.8 3.7 1.00 10.3 4.21 3.1 1.2 7.2 10.3 1.50 18.7 5.01 3.2 2.0 15.4 18.7 2.00 22.1 5.30 3.1 2.3 19.0 22.1 2.50 25.1 5.55 3.0 2.6 22.1 25.1 3.00 27.0 5.71 2.8 2.7 24.2 27.1 3.50 29.0 5.86 2.7 2.9 26.3 28.9 NOTES: 1.- hw =h1 -3.0' 2.- Q total = Q orifice + Q weir 3.- Q total = Q pipe Q pipe for basin routing elev h1 Q ft ft US 19.77 0.00 0.000 20.00 0.23 0.609 21.00 1.23 2.315 22.00 2.23 2.994 23.00 3.23 3.680 24.00 4.23 10.300 25.00 5.23 20.740 25.77 6.00 29.913 E) Detention Basin Routing (2,10, 25, and 100 - Year) N7 FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2001 Study date: 12/07/04 TRACT 16572, EAST SIDE, FONTANA DEVELOPED CONDITION, 2 YEAR STORM, 2 YEAR INTENSITY, AMC III BY: E.I. FILE NAME : 16572ED02 -------------------------------------------------------------------- Allard Engineering, Fontana, California - SIN 643 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 16572ED02.rte ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 332 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 16.597 (CFS) Total volume = 3.630 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 10.000 to Point /Station 20.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth - outflow- storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 332 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) --------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- 0 *dt /2) (S +0 *dt /2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 0.230 0.010 0.609 0.008 0.012 1.230 0.190 2.315 0.182 0.198 2.230 0.570 2.994 0.560 0.580 3.230 1.000 3.680 0.987 1.013 4.230 1.490 10.300 1.455 1.525 5.230 2.030 20.740 1.959 2.101 6.000 2.490 29.913 2.387 2.593 -------------------------------------------------------------------- --------------------------------------------------------------- Hydrograph Detention Basin Routing - - - - -- Graph values: 'I'= unit inflow; '0'= outflow at time shown Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 4.1 8.30 12.45 16.60 (Ft.) 0.083 0.01 0.00 0.000 0 0.00 0.167 0.04 0.01 0.000 0 0.00 0.250 0.09 0.03 0.000 0 0.01 0.333 0.17 0.06 0.001 0 0.02 0.417 0.27 0.12 0.002 0 0.05 0.500 0.39 0.19 0.003 0 0.07 0.583 0.50 0.28 0.005 0 0.11 0.667 0.58 0.37 0.006 OI 0.14 0.750 0.64 0.45 0.007 OI 0.17 0.833 0.68 0.52 0.009 10 0.20 0.917 0.71 0.58 0.010 10 0.22 1.000 0.73 0.61 0.010 10 0.23 1.083 0.75 0.62 0.011 10 0.24 1.167 0.76 0.63 0.012 10 0.24 1.250 0.77 0.64 0.013 10 0.25 1.333 0.78 0.65 0.014 10 0.25 1.417 0.79 0.66 0.015 10 0.26 1.500 0.79 0.66 0.016 10 0.26 1.583 0.80 0.67 0.017 10 0.27 1.667 0.81 0.68 0.018 10 0.27 1.750 0.81 0.69 0.018 10 ( 0.28 1.833 0.82 0.70 0.019 10 0.28 1.917 0.82 0.70 0.020 10 0.29 2.000 0.82 0.71 0.021 10 0.29 2.083 0.83 0.72 0.022 10 0.29 2.167 0.83 0.73 0.022 10 0.30 2.250 0.84 0.73 0.023 10 0.30 2.333 0.84 0.74 0.024 10 0.31 2.417 0.84 0.75 0.024 10 0.31 2.500 0.85 0.75 0.025 10 0.31 2.583 0.85 0.76 0.026 10 0.32 2.667 0.85 0.76 0.026 10 0.32 2.750 0.86 0.77 0.027 10 0.32 2.833 0.86 0.78 0.028 10 ( 0.33 2.917 0.87 0.78 0.028 10 0.33 3.000 0.87 0.79 0.029 10 0.33 3.083 0.87 0.79 0.029 10 0.34 3.167 0.88 0.80 0.030 10 0.34 3.250 0.88 0.80 0.030 10 0.34 3.333 0.88 0.81 0.031 10 ( 0.35 3.417 0.89 0.81 0.031 10 0.35 3.500 0.89 0.82 0.032 10 0.35 3.583 0.89 0.82 0.032 10 ( ( 0.35 3.667 c 0.90 0.83 0.033 10 0.36 3.750 0.90 0.83 0.033 10 0.36 3.833 0.90 0.84 0.034 10 1 0.36 r o*l . 3.917 0.91 0.84 0.034 10 1 0.37 4.000 0.91 0.84 0.035 10 1 0.37 4.083 0.91 0.85 0.035 10 1 0.37 4.167 0.92 0.85 0.036 10 1 0.37 4.250 0.92 0.86 0.036 10 1 0.37 4.333 0.92 0.86 0.037 10 1 0.38 4.417 0.92 0.86 0.037 10 1 0.38 4.500 0.93 0.87 0.037 10 1 0.38 4.583 0.93 0.87 0.038 10 1 0.38 4.667 0.93 0.88 0.038 10 0.39 4.750 0.94 0.88 0.039 10 0.39 4.833 0.94 0.88 0.039 10 0.39 4.917 0.95 0.89 0.039 10 0.39 5.000 0.95 0.89 0.040 10 0.40 5.083 0.95 0.89 0.040 10 0.40 5.167 0.96 0.90 0.041 10 0.40 5.250 0.96 0.90 0.041 10 0.40 5.333 0.96 0.91 0.041 10 0.40 5.417 0.97 0.91 0.042 10 0.41 5.500 0.97 0.91 0.042 10 1 0.41 5.583 0.97 0.92 0.043 10 1 0.41 5.667 0.98 0.92 0.043 10 1 0.41 5.750 0.98 0.92 0.043 10 1 0.42 5.833 0.99 0.93 0.044 10 1 0.42 5.917 0.99 0.93 0.044 10 1 0.42 6.000 0.99 0.94 0.045 10 1 0.42 6.083 1.00 0.94 0.045 10 1 0.42 6.167 1.00 0.94 0.045 10 0.43 6.250 1.01 0.95 0.046 10 0.43 6.333 1.01 0.95 0.046 10 0.43 6.417 1.02 0.96 0.047 10 0.43 6.500 1.02 0.96 0.047 10 0.44 6.583 1.02 0.96 0.047 10 0.44 6.667 1.03 0.97 0.048 10 0.44 6.750 1.03 0.97 0.048 10 0.44 6.833 1.04 0.98 0.049 JOI 0.44 6.917 1.04 0.98 0.049 JOI 0.45 7.000 1.05 0.98 0.050 JOI ( 0.45 7.083 1.05 0.99 0.050 JOI 0.45 7.167 1.06 0.99 0.050 JOI 0.45 7.250 1.06 1.00 0.051 JOI 0.46 7.333 1.07 1.00 0.051 JOI 0.46 7.417 1.07 1.01 0.052 JOI 0.46 7.500 1.08 1.01 0.052 JOI 0.46 7.583 1.08 1.01 0.053 JOI 0.47 7.667 1.09 1.02 0.053 JOI 0.47 7.750 1.09 1.02 0.054 JOI 0.47 7.833 1.10 1.03 0.054 JOI 0.48 7.917 1.10 1.03 0.055 JOI 0.48 8.000 1.11 1.04 0.055 1 0 0.48 8.083 1.12 1.04 0.056 1 0 1 1 1 1 0.48 8.167 1.12 1.05 0.056 1 0 1 1 1 1 0.49 8.250 1.13 1.05 0.057 1 0 1 1 1 1 0.49 8.333 1.13 1.06 0.057 1 0 1 1 1 1 0.49 8.417 1.14 1.06 0.058 1 0 1 1 1 1 0.50 8.500 1.15 1.07 0.058 1 0 1 1 1 1 0.50 8.583 1.15 1.07 0.059 0 0.50 8.667 1.16 1.08 0.059 0 0.50 8.750 1.16 1.08 0.060 0 0.51 8.833 1.17 1.09 0.061 0 0.51 8.917 1.18 1.09 0.061 0 0.51 9.000 1.18 1.10 0.062 0 0.52 9.083 1.19 1.10 0.062 0 0.52 9.167 1.20 1.11 0.063 0 0.52 9.250 1.21 1.12 0.064 0 0.53 9.333 1.21 1.12 0.064 0 0.53 9.417 1.22 1.13 0.065 0 0.53 9.500 1.23 1.13 0.065 0 0.54 9.583 1.24 1.14 0.066 0 0.54 9.667 1.24 1.15 0.067 0 0.55 9.750 1.25 1.15 0.067 0 0.55 9.833 1.26 1.16 0.068 0 0.55 9.917 1.27 1.17 0.069 0 0.56 10.000 1.28 1.17 0.069 0 0.56 10.083 1.28 1.18 0.070 0 0.56 10.167 1.29 1.19 0.071 0 0.57 10.250 1.30 1.19 0.072 0 0.57 10.333 1.31 1.20 0.072 0 0.58 10.417 1.32 1.21 0.073 0 0.58 10.500 1.33 1.22 0.074 0 0.59 10.583 1.34 1.22 0.075 0 0.59 10.667 1.35 1.23 0.076 0 0.59 10.750 1.36 1.24 0.076 0 0.60 10.833 1.37 1.25 0.077 0 0.60 10.917 1.38 1.25 0.078 0 0.61 11.000 1.39 1.26 0.079 0 0.61 11.083 1.40 1.27 0.080 0 0.62 11.167 1.41 1.28 0.081 0 0.62 11.250 1.42 1.29 0.082 0 0.63 11.333 1.44 1.30 0.083 0 0.63 11.417 1.45 1.31 0.084 0 0.64 11.500 1.46 1.32 0.085 0 0.64 11.583 1.47 1.33 0.086 0 0.65 11.667 1.49 1.34 0.087 0 0.66 11.750 1.50 1.35 0.088 0 0.66 11.833 1.51 1.36 0.089 0 0.67 11.917 1.53 1.37 0.090 0 0.67 12.000 1.54 1.38 0.091 0 0.68 12.083 1.56 1.39 0.092 02 0.69 12.167 1.58 1.40 0.093 OI 0.69 12.250 1.60 1.41 0.095 OI 0.70 12.333 1.63 1.42 0.096 OI 0.71 12.417 1.66 1.44 0.098 OI 0.72 12.500 1.70 1.45 0.099 0I 0.73 12.583 1.74 1.47 0.101 OI 0.74 12.667 1.77 1.49 0.103 OI 0.75 12.750 1.79 1.51 0.105 OI 0.76 12.833 1.82 1.53 0.107 OI 0.77 12.917 1.84 1.55 0.109 OI 0.78 13.000 1.87 1.56 0.111 0 0.79 13.083 1.89 1.58 0.113 I O 0.80 AMN 13.167 1.92 1.61 0.115 0 0.81 13.250 1.94 1.63 0.117 0 0.83 13.333 1.97 1.65 0.119 0 0.84 13.417 1.99 1.67 0.122 0 0.85 13.500 2.02 1.69 0.124 0 0.86 13.583 2.05 1.71 0.126 0 0.88 13.667 2.08 1.73 0.129 OI 0.89 13.750 2.11 1.76 0.131 OI 0.90 13.833 2.14 1.78 0.133 OI 0.92 13.917 2.17 1.80 0.136 OI 0.93 14.000 2.21 1.83 0.139 0I 0.94 14.083 2.24 1.85 0.141 OI 0.96 14.167 2.28 1.88 0.144 OI 0.97 14.250 2.32 1.91 0.147 OI 0.99 14.333 2.37 1.93 0.150 02 1.01 14.417 2.41 1.96 0.153 0I 1.02 14.500 2.46 1.99 0.156 OI 1.04 14.583 2.51 2.02 0.159 02 1.06 14.667 2.57 2.06 0.163 0I 1.08 14.750 2.62 2.09 0.166 ( OI 1.10 14.833 2.69 2.13 0.170 02 1.12 14.917 2.75 2.16 0.174 OI 1.14 15.000 2.83 2.20 0.178 OI 1.16 15.083 2.91 2.24 0.183 0I 1.19 15.167 2.99 2.29 0.187 02 1.21 15.250 3.09 2.32 0.192 OI 1.24 15.333 3.19 2.33 0.198 0 I 1.25 15.417 3.30 2.34 0.204 0 I 1.27 15.500 3.40 2.35 0.211 0 I 1.29 15.583 3.49 2.37 0.219 0 I I 1.31 15.667 3.56 2.38 0.226 0 I 1.33 15.750 3.66 2.40 0.235 0 Il 1.35 15.833 3.78 2.41 0.244 0 II 1 1.37 15.917 3.98 2.43 0.254 0 Il ( 1.40 16.000 4.42 2.45 0.266 0 I 1.43 16.083 5.84 2.48 0.285 0 I 1.48 16.167 8.07 2.54 0.315 0 1.56 16.250 11.08 2.62 0.363 0 I 1.69 16.333 13.86 2.75 0.431 0 ( I I 1.86 16.417 15.48 2.89 0.512 0 I 2.08 16.500 16.60 3.05 0.602 0 I 2.31 16.583 15.88 3.19 0.693 0 I 2.52 16.667 12.61 3.31 0.768 0 I 2.69 16.750 9.98 3.40 0.823 0 I 2.82 16.833 8.29 3.46 0.862 0 II 2.91 16.917 6.63 3.50 0.890 0 I 2.97 17.000 5.83 3.53 0.908 0 I 3.02 17.083 5.00 3.55 0.921 0 lI 3.05 17.167 4.38 3.57 0.929 0 I 3.07 17.250 3.85 3.57 0.933 OIl 3.07 17.333 3.61 3.57 0.934 0 3.08 17.417 3.42 3.57 0.934 0 3.08 17.500 3.25 3.57 0.932 0 3.07 17.583 3.11 3.57 0.929 IO 3.07 17.667 2.95 3.56 0.926 IO 3.06 17.750 2.69 3.55 0.920 IO 3.05 17.833 2.58 3.54 0.914 I 0 3.03 17.917 2.50 3.53 0.907 I 0 3.01 18.000 2.39 3.52 0.900 1 0 3.00 18.083 2.32 3.51 0.892 I 0 2.98 18.167 2.25 3.49 0.884 I 0 2.96 18.250 2.18 3.48 0.875 I 0 2.94 18.333 2.12 3.47 0.866 I 0 2.92 18.417 2.04 3.45 0.856 I 0 2.90 18.500 1.96 3.43 0.846 I 0 2.87 18.583 1.90 3.42 0.836 I I 0 2.85 18.667 1.83 3.40 0.825 I 0 2.82 18.750 1.78 3.38 0.814 I I 0 2.80 18.833 1.74 3.37 0.803 I 0 2.77 18.917 1.69 3.35 0.792 I 0 2.75 19.000 1.65 3.33 0.780 I 0 2.72 19.083 1.61 3.31 0.769 I 0 2.69 19.167 1.57 3.29 0.757 I 0 2.66 19.250 1.54 3.27 0.745 I I 0 2.64 19.333 1.51 3.25 0.733 I I 0 2.61 19.417 1.49 3.23 0.721 I 0 2.58 19.500 1.46 3.22 0.709 I I 0 2.55 19.583 1.44 3.20 0.697 I I 0 2.52 19.667 1.41 3.18 0.685 I 0 2.50 19.750 1.36 3.16 0.672 I I 0 2.47 19.833 1.32 3.14 0.660 I 0 2.44 19.917 1.30 3.12 0.647 I I 0 2.41 20.000 1.28 3.10 0.635 I I 0 2.38 20.083 1.27 3.08 0.622 I I 0 2.35 20.167 1.25 3.06 0.610 I I 0 2.32 20.250 1.23 3.04 0.598 I 0 2.29 20.333 1.22 3.02 0.585 I 0 2.27 20.417 1.20 3.00 0.573 I I 0 2.24 20.500 1.19 2.98 0.560 I 0 2.20 20.583 1.17 2.95 0.548 I 0 2.17 20.667 1.16 2.93 0.536 I I 0 2.14 20.750 1.15 2.91 0.524 I 0 2.11 20.833 1.13 2.89 0.511 I 0 2.08 20.917 1.12 2.87 0.499 I 0 2.04 21.000 1.11 2.85 0.487 I I 0 2.01 21.083 1.10 2.83 0.475 I I 0 1.98 21.167 1.09 2.80 0.464 I I 0 1.95 21.250 1.08 2.78 0.452 I I 0 1.92 21.333 1.07 2.76 0.440 I 0 1.89 21.417 1.06 2.74 0.428 I 0 1.86 21.500 1.05 2.72 0.417 I 0 1.83 21.583 1.04 2.70 0.405 1I 0 1.80 21.667 1.03 2.68 0.394 1I 0 1.77 21.750 1.02 2.66 0.383 1I 0 1.74 21.833 1.01 2.64 0.371 1I 0 1.71 21.917 1.00 2.62 0.360 1I 0 1.68 22.000 0.99 2.60 0.349 11 0 1.65 22.083 0.98 2.58 0.338 1I 0 1.62 22.167 0.98 2.56 0.327 1I 0 1.59 22.250 0.97 2.54 0.316 1I 0 1.56 22.333 0.96 2.52 0.305 1I 0 1.53 22.417 0.95 2.50 0.295 1I 0 1.51 22.500 0.95 2.48 0.284 1I 0 1.48 22.583 0.94 2.46 0.274 1I 0 1.45 22.667 0.93 2.45 0.263 1I 0 1.42 c 22.750 0.93 2.43 0.253 1I 0 1.40 22.833 0.92 2.41 0.242 1I 0 1.37 22.917 0.91 2.39 0.232 1I 0 1.34 23.000 0.91 2.37 0.222 1I 0 1 1.31 23.083 0.90 2.35 0.212 1I 0 1 1.29 23.167 0.89 2.34 0.202 1I 0 1 1.26 23.250 0.89 2.32 0.192 1I 0 1 1.24 23.333 0.88 2.24 0.183 1I 0 1 1.19 23.417 0.88 2.16 0.173 1I 0 1 1.14 23.500 0.87 2.08 0.165 1I 0 1 1.09 23.583 0.87 2.00 0.157 1I 0 1 ( 1.05 23.667 0.86 1.93 0.149 1I 0 1 1.00 23.750 0.85 1.86 0.142 1I 0 1 0.96 23.833 0.85 1.80 0.135 1I 0 1 0.93 23.917 0.84 1.74 0.129 1I 0 1 1 1 0.89 24.000 0.84 1.68 0.123 1I 0 1 1 0.86 24.083 0.82 1.63 0.117 1I 0 1 1 0.83 24.167 0.79 1.58 0.112 1I 0 1 0.80 24.250 0.73 1.52 0.107 JIO 1 0.77 24.333 0.65 1.47 0.101 lIO 1 0.74 24.417 0.55 1.42 0.095 JIO 0.70 24.500 0.43 1.36 0.089 I 0 0.67 24.583 0.32 1.29 0.082 I 0 0.63 24.667 0.23 1.23 0.076 I 0 0.59 24.750 0.18 1.17 0.069 I 0 0.56 24.833 0.13 1.10 0.062 I 0 0.52 24.917 0.11 1.04 0.055 I 0 0.48 25.000 0.09 0.98 0.049 IO 0.45 25.083 0.07 0.92 0.043 IO 0.41 25.167 0.06 0.87 0.037 IO 0.38 25.250 0.05 0.82 0.032 IO 0.35 25.333 0.05 0.77 0.027 IO 0.32 25.417 0.04 0.72 0.022 IO 0.30 25.500 0.04 0.68 0.017 IO 0.27 25.583 0.03 0.64 0.013 IO 0.25 25.667 0.03 0.56 0.009 IO 0.21 25.750 0.02 0.38 0.006 0 0.14 25.833 0.02 0.25 0.004 0 0.10 25.917 0.02 0.17 0.003 0 0.07 26.000 0.02 0.12 0.002 0 0.05 26.083 0.02 0.08 0.001 0 0.03 26.167 0.02 0.06 0.001 0 0.02 26.250 0.01 0.04 0.001 0 0.02 26.333 0.01 0.03 0.001 0 0.01 26.417 0.01 0.03 0.000 0 0.01 26.500 0.01 0.02 0.000 0 0.01 26.583 0.01 0.02 0.000 0 0.01 26.667 0.01 0.01 0.000 0 0.01 26.750 0.01 0.01 0.000 0 0.00 26.833 0.01 0.01 0.000 0 0.00 26.917 0.01 0.01 0.000 0 0.00 27.000 0.00 0.01 0.000 0 1 1 1 1 0.00 27.083 0.00 0.01 0.000 0 1 1 0.00 27.167 0.00 0.01 0.000 0 1 1 0.00 27.250 0.00 0.00 0.000 0 1 0.00 27.333 0.00 0.00 0.000 0 1 0.00 27.417 0.00 0.00 0.000 0 0.00 27.500 0.00 0.00 0.000 0 0.00 27.583 0.00 0.00 0.000 O I I 0.00 27.667 0.00 0.00 0.000 O I I I I 0.00 27.750 0.00 0.00 0.000 O I I I I 0.00 ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 333 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 3.575 (CFS) Total volume = 3.630 (Ac. t) — Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2001 Study date: 12/07/04 TRACT 16572, EAST SIDE, FONTANA DEVELOPED CONDITION, 10 YEAR STORM, 10 YEAR INTENSITY, AMC III BY: E.I. FILE NAME: 16572ED10 -------------------------------------------------------------------- Allard Engineering, Fontana, California - SIN 643 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 16572ed10.rte r****** * * * * * * * * * ** * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 331 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 29.526 (CFS) Total volume = 8.570 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 10.000 to Point /Station 20.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth - outflow- storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 331 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) --------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- O *dt /2) (S +0 *dt /2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 0.230 0.010 0.609 0.008 0.012 1.230 0.190 2.315 0.182 0.198 �rr 2.230 0.570 2.994 0.560 0.580 3.230 1.000 3.680 0.987 1.013 4.230 1.490 10.300 1.455 1.525 5.230 2.030 20.740 1.959 2.101 6.000 2.490 29.913 2.387 2.593 -------------------------------------------------------------------- --------------------------------------------------------------- Hydrograph Detention Basin Routing - - - - -- Graph values: 'I'= unit inflow; '0'= outflow at time shown Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 7.4 14.76 22.14 29.53 (Ft.) 0.083 0.03 0.01 0.000 0 1 0.00 0.167 0.13 0.03 0.001 O 1 0.01 0.250 0.31 0.10 0.002 0 1 0.04 0.333 0.57 0.21 0.004 0 1 0.08 0.417 0.88 0.39 0.006 0 1 0.15 0.500 1.21 0.61 0.010 OI ( 0.23 0.583 1.49 0.66 0.015 OI 0.26 0.667 1.68 0.72 0.021 OI 0.29 0.750 1.83 0.78 0.028 OI 0.33 0.833 1.92 0.85 0.035 0 I 0.37 0.917 2.00 0.92 0.043 0 I 0.41 1.000 2.06 0.99 0.050 JOI I I 1 1 0.45 1.083 2.11 1.06 0.058 JOI I I 1 1 0.49 1.167 2.14 1.13 0.065 JOI I I 1 1 0.53 1.250 2.18 1.19 0.072 JOI I I 1 1 0.57 1.333 2.20 1.26 0.078 JOI I I 1 1 0.61 1.417 2.23 1.32 0.085 JOI I I 1 1 0.64 1.500 2.26 1.37 0.091 10I 1 1 1 1 0.68 1.583 2.28 1.43 0.097 JOI I I 1 1 0.71 1.667 2.30 1.49 0.102 JOI I I 1 1 0.74 1.750 2.32 1.54 0.108 JOI I I 1 0.77 1.833 2.33 1.59 0.113 JOI I I 1 0.80 1.917 2.35 1.63 0.118 JOI I I 1 1 0.83 2.000 2.36 1.68 0.123 JOI I I 1 1 0.86 2.083 2.38 1.72 0.128 JOI I I 1 1 0.88 2.167 2.39 1.77 0.132 JOI I I 1 ( 0.91 2.250 2.40 1.81 0.136 JOI I I 1 ( 0.93 2.333 2.42 1.84 0.140 JOI I I 1 0.95 2.417 2.43 1.88 0.144 1 0 1 1 1 0.98 2.500 2.44 1.92 0.148 1 0 1 1 1 1.00 2.583 2.45 1.95 0.151 1 0 1 1 1 1.02 2.667 2.46 1.98 0.155 1 0 1 1 1 1.03 2.750 2.48 2.01 0.158 1 0 1 1 1 1.05 2.833 2.49 2.04 0.161 1 0 1.07 2.917 2.50 2.07 0.164 1 0 1.09 3.000 2.51 2.10 0.167 1 0 1.10 3.083 2.51 2.12 0.170 1 0 1.12 3.167 2.52 2.15 0.172 0 1.13 3.250 2.53 2.17 0.175 0 1.15 3.333 2.54 2.20 0.177 0 1.16 3.417 2.55 2.22 0.180 0 1.17 3.500 2.56 2.24 0.182 0 1.19 3.583 2.57 2.26 0.184 1 0 1.20 `* 3.667 2.58 2.28 0.186 0 1.21 may 3.750 2.59 2.30 0.188 0 1.22 3.833 2.60 2.32 0.190 0 1.23 3.917 2.60 2.32 0.192 0 1.24 4.000 2.61 2.32 0.194 0 1.24 4.083 2.62 2.33 0.196 0 1.25 4.167 2.62 2.33 0.198 0 1.25 4.250 2.63 2.33 0.200 0 1.26 4.333 2.64 2.34 0.202 0 ( 1.26 4.417 2.65 2.34 0.204 0 1.27 4.500 2.66 2.34 0.207 0 1.27 4.583 2.66 2.35 0.209 0 1.28 4.667 2.67 2.35 0.211 0 1.28 4.750 2.68 2.36 0.213 0 1.29 4.833 2.69 2.36 0.215 0 1.30 4.917 2.70 2.36 0.218 0 1.30 5.000 2.70 2.37 0.220 0 1.31 5.083 2.71 2.37 0.222 0 1.31 5.167 2.72 2.38 0.225 0 1.32 5.250 2.73 2.38 0.227 0 ( 1.33 5.333 2.74 2.39 0.229 0 1.33 5.417 2.75 2.39 0.232 0 1.34 5.500 2.75 2.39 0.234 0 1.35 5.583 2.76 2.40 0.237 0 1.35 5.667 2.77 2.40 0.239 OI 1.36 5.750 2.78 2.41 0.242 OI 1.37 5.833 2.79 2.41 0.244 OI 1.37 5.917 2.80 2.42 0.247 OI ( 1.38 6.000 2.81 2.42 0.250 0I 1.39 6.083 2.82 2.43 0.252 OI 1.39 6.167 2.83 2.43 0.255 OI 1.40 6.250 2.84 2.44 0.258 0I 1.41 6.333 2.85 2.44 0.261 OI 1.42 6.417 2.86 2.45 0.264 OI 1.42 6.500 2.87 2.45 0.266 OI 1.43 6.583 2.88 2.46 0.269 OI ( 1.44 6.667 2.89 2.46 0.272 0I ( 1.45 6.750 2.90 2.47 0.275 OI 1.45 6.833 2.91 2.47 0.278 0I 1.46 6.917 2.92 2.48 0.281 OI 1.47 7.000 2.93 2.48 0.284 OI 1.48 7.083 2.94 2.49 0.287 OI 1.49 7.167 2.95 2.49 0.290 OI 1.49 7.250 2.96 2.50 0.294 OI 1.50 7.333 2.98 2.51 0.297 OI 1.51 7.417 2.99 2.51 0.300 ( OI 1.52 7.500 3.00 2.52 0.303 OI 1.53 7.583 3.01 2.52 0.307 02 1.54 7.667 3.02 2.53 0.310 OI 1.55 7.750 3.04 2.54 0.314 OI 1.56 7.833 3.05 2.54 0.317 OI 1.56 7.917 3.06 2.55 0.321 OI 1.57 8.000 3.07 2.55 0.324 OI 1.58 8.083 3.09 2.56 0.328 OI 1.59 8.167 3.10 2.57 0.331 OI ( 1.60 8.250 3.11 2.57 0.335 OI 1.61 8.333 3.12 2.58 0.339 0I 1.62 8.417 3.14 2.59 0.342 OI 1.63 8.500 3.15 2.59 0.346 01 1.64 8.583 3.17 2.60 0.350 OI 1.65 8.667 3.18 2.61 0.354 0I 1.66 8.750 3.19 2.62 0.358 0I 1.67 8.833 3.21 2.62 0.362 OI 1.68 8.917 3.22 2.63 0.366 OI 1.69 9.000 3.24 2.64 0.370 OI 1.70 9.083 3.25 2.64 0.374 OI ( 1.72 9.167 3.27 2.65 0.379 0I 1.73 9.250 3.29 2.66 0.383 OI 1.74 9.333 3.30 2.67 0.387 OI 1.75 9.417 3.32 2.68 0.392 OI 1.76 9.500 3.33 2.68 0.396 OI 1.77 9.583 3.35 2.69 0.401 OI 1.78 9.667 3.37 2.70 0.405 0I ( 1.80 9.750 3.39 2.71 0.410 OI 1.81 9.833 3.40 2.72 0.415 OI 1.82 9.917 3.42 2.72 0.419 OI 1.83 10.000 3.44 2.73 0.424 OI 1.85 10.083 3.46 2.74 0.429 0I 1.86 10.167 3.48 2.75 0.434 OI 1.87 10.250 3.50 2.76 0.439 0I 1.89 10.333 3.52 2.77 0.444 0 1.90 10.417 3.54 2.78 0.449 0 ( 1.91 10.500 3.56 2.79 0.455 0 1.93 10.583 3.58 2.80 0.460 0 1.94 10.667 3.60 2.81 0.465 0 1.95 10.750 3.62 2.82 0.471 0 ( ( 1.97 10.833 3.65 2.83 0.477 0 1.98 10.917 3.67 2.84 0.482 0 2.00 11.000 3.69 2.85 0.488 OI 2.01 11.083 3.72 2.86 0.494 0I 2.03 11.167 3.74 2.87 0.500 0I ( 2.05 11.250 3.76 2.88 0.506 OI 2.06 11.333 3.79 2.89 0.512 OI 2.08 11.417 3.82 2.90 0.518 OI 2.09 11.500 3.84 2.91 0.525 OI 2.11 11.583 3.87 2.92 0.531 OI 2.13 11.667 3.90 2.94 0.538 OI 2.14 11.750 3.93 2.95 0.544 OI 2.16 11.833 3.95 2.96 0.551 OI 2.18 11.917 3.98 2.97 0.558 0I ( ( 2.20 12.000 4.02 2.99 0.565 OI 2.22 12.083 4.04 3.00 0.572 OI 2.24 12.167 4.06 3.01 0.579 02 2.25 12.250 4.06 3.02 0.587 0I 2.27 12.333 4.06 3.03 0.594 OI 2.29 12.417 4.04 3.04 0.601 0I 2.30 12.500 4.03 3.05 0.607 OI 2.32 12.583 4.02 3.06 0.614 OI ( 2.33 12.667 4.03 3.07 0.621 OI 2.35 12.750 4.04 3.09 0.627 OI 2.36 12.833 4.07 3.10 0.634 OI 2.38 12.917 4.10 3.11 0.641 OI 2.39 13.000 4.14 3.12 0.648 OI 2.41 13.083 4.18 3.13 0.655 OI 2.43 13.167 4.22 3.14 0.662 OI 2.44 13.250 4.27 3.15 0.670 OI 2.46 13.333 4.31 3.17 0.677 OI 2.48 13.417 4.36 3.18 0.685 OI 2.50 �✓ 13.500 4.42 3.19 0.694 0I ( 2.52 13.583 4.47 3.21 0.702 OI ( 2.54 13.667 4.53 3.22 0.711 OI ( 2.56 13.750 4.59 3.23 0.720 OI ( 2.58 13.833 4.66 3.25 0.730 0 I 2.60 13.917 4.72 3.26 0.740 0 I 2.62 14.000 4.80 3.28 0.750 0 I 2.65 14.083 4.87 3.30 0.761 0 I 2.67 14.167 4.95 3.32 0.772 0 I 2.70 14.250 5.03 3.33 0.783 0 I 2.73 14.333 5.12 3.35 0.795 0 I 2.75 14.417 5.22 3.37 0.808 0 I 2.78 14.500 5.32 3.39 0.821 0 I 2.81 14.583 5.43 3.42 0.834 0 I 2.84 14.667 5.54 3.44 0.848 0 I ( 2.88 14.750 5.66 3.46 0.863 0 I 2.91 14.833 5.79 3.49 0.879 O I I 2.95 14.917 5.93 3.51 0.895 0 I 2.99 15.000 6.09 3.54 0.912 0 I 3.03 15.083 6.25 3.57 0.930 0 I ( 3.07 15.167 6.43 3.60 0.949 0 I ( 3.11 15.250 6.64 3.63 0.969 0 Il 1 3.16 15.333 6.86 3.66 0.991 0 Il 1 3.21 15.417 7.08 3.85 1.013 0 II I 1 3.26 15.500 7.27 4.15 1.034 0 II 1 3.30 15.583 7.43 4.43 1.056 0 I 3.34 15.667 7.56 4.70 1.076 0 I 3.38 15.750 7.73 4.96 1.095 0 I 3.42 15.833 7.98 5.22 1.114 0 I 3.46 15.917 8.47 5.49 1.134 0 II 1 3.50 16.000 9.48 5.80 1.157 0 I 3.55 16.083 12.44 6.26 1.191 0 I I 3.62 16.167 16.92 7.01 1.246 0l I 1 3.73 16.250 22.28 8.13 1.329 0 I 3.90 16.333 26.90 9.59 1.437 0 I I 4.12 16.417 29.30 11.61 1.558 0 II 4.36 16.500 29.53 13.84 1.673 ( 0 I 4.57 16.583 26.11 15.58 1.763 0 I 4.74 16.667 20.36 16.54 1.813 10 I 1 4.83 16.750 17.26 16.82 1.827 1 0 4.85 16.833 14.15 16.68 1.820 II 0 4.84 16.917 12.52 16.26 1.799 I 10 4.80 17.000 11.16 15.71 1.770 1 I 10 4.75 17.083 10.05 15.07 1.737 I I 0 4.69 17.167 9.10 14.39 1.701 II Ol 1 4.62 17.250 8.46 13.69 1.665 lI 0 1 1 4.55 17.333 7.98 13.00 1.630 I 0 4.49 17.417 7.56 12.35 1.596 I 0 4.43 17.500 7.20 11.73 1.564 I1 0 1 4.37 17.583 6.93 11.15 1.534 Il 0 1 4.31 17.667 6.42 10.59 1.505 I I 0 4.26 17.750 6.14 10.12 1.477 I 0 4.20 17.833 5.93 9.76 1.450 I 0 4.15 17.917 5.66 9.41 1.424 I 0 4.10 18.000 5.48 9.07 1.399 1 I 10 4.04 18.083 5.34 8.74 1.375 I 10 1 1 1 3.99 18.167 5.21 8.43 1.352 I 10 1 3.95 fir► 18.250 5.11 8.14 1.330 I 0 3.90 18.333 4.97 7.87 1.310 I 0 ( 3.86 18.417 4.87 7.60 1.290 I 0 3.82 18.500 4.81 7.36 1.272 1 I 0l 3.79 18.583 4.72 7.13 1.255 1 10l 3.75 18.667 4.65 6.91 1.239 1 I 0l 3.72 18.750 4.57 6.71 1.224 1 I 01 3.69 18.833 4.46 6.51 1.210 I 01 1 3.66 18.917 4.39 6.33 1.196 I 0 3.63 19.000 4.30 6.15 1.183 I 0 3.60 19.083 4.21 5.98 1.170 I 0 3.58 19.167 4.15 5.82 1.158 I 0 3.55 19.250 4.09 5.67 1.147 I 0 3.53 19.333 4.03 5.53 1.137 IO 3.51 19.417 3.98 5.39 1.127 IO 3.49 19.500 3.92 5.26 1.117 IO 3.47 19.583 3.85 5.14 1.108 IO 3.45 19.667 3.75 5.02 1.099 IO 3.43 19.750 3.61 4.90 1.090 I 0 3.41 19.833 3.56 4.79 1.082 I 0 3.40 19.917 3.52 4.67 1.074 I 0 3.38 20.000 3.48 4.57 1.066 IO 3.36 20.083 3.44 4.47 1.059 IO 3.35 20.167 3.40 4.38 1.052 IO 3.34 20.250 3.36 4.29 1.045 IO 3.32 20.333 3.33 4.20 1.039 IO 3.31 20.417 3.29 4.12 1.033 IO 3.30 20.500 3.26 4.05 1.027 IO 3.29 20.583 3.23 3.98 1.022 IO 3.27 20.667 3.20 3.91 1.017 IO 3.26 20.750 3.17 3.85 1.012 IO 3.25 20.833 3.14 3.78 1.008 IO 3.25 20.917 3.11 3.73 1.003 IO 3.24 21.000 3.09 3.68 0.999 0 3.23 21.083 3.06 3.67 0.995 0 3.22 21.167 3.04 3.67 0.991 0 3.21 21.250 3.01 3.66 0.986 0 3.20 21.333 2.99 3.65 0.982 0 3.19 21.417 2.97 3.64 0.977 0 3.18 21.500 2.94 3.64 0.973 0 3.17 21.583 2.92 3.63 0.968 0 3.16 21.667 2.90 3.62 0.963 0 3.14 21.750 2.88 3.61 0.958 0 3.13 21.833 2.86 3.60 0.953 0 3.12 21.917 2.84 3.60 0.948 0 3.11 22.000 2.82 3.59 0.942 0 3.10 22.083 2.80 3.58 0.937 0 3.08 22.167 2.78 3.57 0.932 0 3.07 22.250 2.76 3.56 0.926 IO 3.06 22.333 2.75 3.55 0.921 IO 3.05 22.417 2.73 3.54 0.915 IO 3.03 22.500 2.71 3.54 0.909 IO 3.02 22.583 2.69 3.53 0.904 IO 3.01 22.667 2.68 3.52 0.898 IO 2.99 `rw� 22.750 2.66 3.51 0.892 IO 2.98 22.833 2.65 3.50 0.886 IO 2.97 22.917 2.63 3.49 0.880 IO 2.95 23.000 2.62 3.48 0.874 IO 2.94 23.083 2.60 3.47 0.869 IO 2.92 23.167 2.59 3.46 0.863 IO 2.91 23.250 2.57 3.45 0.856 IO 2.90 23.333 2.56 3.44 0.850 IO 2.88 23.417 2.54 3.43 0.844 IO 2.87 23.500 2.53 3.42 0.838 IO 2.85 23.583 2.52 3.41 0.832 IO 2.84 23.667 2.50 3.40 0.826 IO 2.83 23.750 2.49 3.39 0.820 IO 2.81 23.833 2.48 3.38 0.813 IO 2.80 23.917 2.47 3.37 0.807 IO 2.78 24.000 2.45 3.36 0.801 IO 2.77 24.083 2.41 3.35 0.795 IO 2.75 24.167 2.30 3.34 0.788 IO 2.74 24.250 2.11 3.33 0.780 IO ( 2.72 24.333 1.84 3.31 0.771 1I 0 2.70 24.417 1.53 3.30 0.760 1I 0 2.67 24.500 1.19 3.28 0.746 1I 0 2.64 24.583 0.90 3.25 0.731 I 0 2.60 24.667 0.72 3.22 0.714 I 0 2.57 24.750 0.57 3.20 0.697 I 0 2.52 24.833 0.48 3.17 0.678 I 0 2.48 24.917 0.40 3.14 0.660 I 0 2.44 25.000 0.35 3.11 0.641 I 0 2.39 25.083 0.30 3.08 0.622 I 0 2.35 25.167 0.27 3.05 0.603 I 0 2.31 25.250 0.24 3.02 0.583 I 0 2.26 25.333 0.21 2.98 0.564 I 0 2.22 25.417 0.19 2.95 0.545 I 0 2.17 25.500 0.17 2.92 0.526 I 0 2.12 25.583 0.15 2.88 0.508 I 0 2.07 25.667 0.14 2.85 0.489 I 0 2.02 25.750 0.12 2.82 0.470 I 0 1.97 25.833 0.11 2.78 0.452 I 0 1.92 25.917 0.10 2.75 0.433 I 0 1.87 26.000 0.09 2.72 0.415 I 0 1.82 26.083 0.08 2.69 0.397 I 0 1.78 26.167 0.08 2.65 0.379 I 0 1.73 26.250 0.07 2.62 0.362 I 0 1.68 26.333 0.06 2.59 0.344 I 0 1.64 26.417 0.05 2.56 0.327 I 0 1.59 26.500 0.05 2.53 0.310 I 0 1.54 26.583 0.04 2.50 0.293 I 0 ( 1.50 26.667 0.04 2.47 0.276 I 0 1.46 26.750 0.03 2.44 0.259 I 0 1.41 26.833 0.03 2.41 0.243 I 0 1.37 26.917 0.02 2.38 0.226 I 0 1.33 27.000 0.02 2.35 0.210 I 0 1.28 27.083 0.02 2.32 0.194 I 0 1.24 27.167 0.02 2.21 0.179 I 0 1.17 27.250 0.01 2.07 0.164 I 0 1.09 27.333 0.01 1.94 0.150 I 0 1.01 27.417 0.01 1.82 0.138 IO 0.94 27.500 0.00 1.70 0.125 IO 0.87 27.583 0.00 1.60 0.114 IO 0.81 27.667 0.00 1.50 0.103 IO 0.75 27.750 0.00 1.40 0.094 IO 0.69 27.833 0.00 1.31 0.084 IO 0.64 27.917 0.00 1.23 0.075 IO 0.59 28.000 0.00 1.15 0.067 IO 0.55 28.083 0.00 1.08 0.060 IO 0.51 28.167 0.00 1.01 0.052 IO 0.47 28.250 0.00 0.95 0.046 IO 0.43 28.333 0.00 0.89 0.039 0 0.39 28.417 0.00 0.83 0.033 0 0.36 28.500 0.00 0.78 0.028 0 0.33 28.583 0.00 0.73 0.023 0 0.30 28.667 0.00 0.68 0.018 0 0.27 28.750 0.00 0.64 0.013 0 0.25 28.833 0.00 0.56 0.009 O 0.21 28.917 0.00 0.36 0.006 0 0.14 29.000 0.00 0.24 0.004 0 0.09 29.083 0.00 0.15 0.003 0 0.06 29.167 0.00 0.10 0.002 0 0.04 29.250 0.00 0.07 0.001 0 0.02 ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 351 Time interval = 5.0 (Min.) Maximum /Peak flow rate = IL.82.1 (CFS) Total volume = 8.569 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2001 Study date: 12/07/04 TRACT 16572, EAST SIDE, FONTANA DEVELOPED CONDITION, 25 YEAR STORM, 25 YEAR INTENSITY, AMC III BY: E.I. FILENAME: 16572ED25 -------------------------------------------------------------------- Allard Engineering, Fontana, California - SIN 643 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 16572ed25.rte ******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 330 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 36.562 (CFS) Total volume = 11.433 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 10.000 to Point /Station 20.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth - outflow- storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 330 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) --------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- 0 *dt /2) (S +O *dt /2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 0.230 0.010 0.609 0.008 0.012 1.230 0.190 2.315 0.182 0.198 2.230 0.570 2.994 0.560 0.580 3.230 1.000 3.680 0.987 1.013 4.230 1.490 10.300 1.455 1.525 5.230 2.030 20.740 1.959 2.101 6.000 2.490 29.913 2.387 2.593 -------------------------------------------------------------------- Hydrograph Detention Basin Routing --------------------------------------------------------------- - - - - -- Graph values: ' I ' = unit inflow; 1 0 1 = outflow at time shown Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 9.1 18.28 27.42 36.56 (Ft.) 0.083 0.05 0.01 0.000 0 1 1 1 1 0.00 0.167 0.18 0.05 0.001 0 0.02 0.250 0.44 0.14 0.002 0 0.05 0.333 0.82 0.31 0.005 0 0.12 0.417 1.26 0.56 0.009 OI 0.21 0.500 1.73 0.66 0.015 OI 0.26 0.583 2.13 0.74 0.024 OI 0.31 0.667 2.39 0.84 0.034 0 I 0.36 0.750 2.59 0.94 0.045 0 I 0.42 0.833 2.73 1.05 0.056 0 I 0.49 0.917 2.83 1.16 0.068 JOI 0.55 1.000 2.91 1.27 0.079 JOI 0.62 1.083 2.98 1.37 0.091 10I 0.68 1.167 3.03 1.48 0.102 JOI 0.74 1.250 3.08 1.58 0.112 JOI 0.80 1.333 3.12 1.67 0.122 JOI 0.85 1.417 3.15 1.76 0.132 JOI 0.91 1.500 3.19 1.85 0.141 JOI 0.96 1.583 3.22 1.94 0.150 JOI 1.01 1.667 3.25 2.02 0.159 JOI 1.06 1.750 3.27 2.10 0.167 JOI 1.10 1.833 3.29 2.17 0.175 JOI 1.15 1.917 3.31 2.25 0.183 JOI 1.19 2.000 3.33 2.31 0.190 1 0 1.23 2.083 3.35 2.33 0.197 1 0 1.25 2.167 3.37 2.34 0.204 1 0 1.27 2.250 3.39 2.35 0.211 1 0 1.29 2.333 3.41 2.37 0.218 0 1.30 2.417 3.43 2.38 0.226 0 1 1 1 1 1.32 2.500 3.44 2.39 0.233 OI 1.34 2.583 3.46 2.40 0.240 OI 1.36 2.667 3.47 2.42 0.247 OI ( 1.38 2.750 3.49 2.43 0.255 OI 1.40 2.833 3.50 2.44 0.262 02 1.42 2.917 3.51 2.46 0.269 OI 1.44 3.000 3.53 2.47 0.276 OI 1.46 3.083 3.54 2.48 0.284 OI 1.48 3.167 3.55 2.50 0.291 0I 1.50 3.250 3.57 2.51 0.298 OI 1.51 3.333 3.58 2.52 0.305 OI 1.53 3.417 3.59 2.53 0.313 OI 1.55 3.500 3.60 2.55 0.320 1 OI 1.57 3.583 3.62 2.56 0.327 1 0I 1.59 c 3.667 3.62 2.57 0.335 1 0I 1.61 1.63 3.750 3.63 2.59 0.342 1 OI 3.833 3.64 2.60 0.349 0I 1.65 3.917 3.65 2.61 0.356 OI 1.67 4.000 3.66 2.62 0.363 0I ( 1.69 4.083 3.67 2.64 0.370 OI 1.70 4.167 3.68 2.65 0.378 OI 1.72 4.250 3.69 2.66 0.385 0I 1.74 4.333 3.70 2.68 0.392 OI 1.76 4.417 3.71 2.69 0.399 OI 1.78 4.500 3.72 2.70 0.406 OI 1.80 4.583 3.73 2.71 0.413 02 1.82 4.667 3.74 2.73 0.420 OI 1.83 4.750 3.75 2.74 0.427 OI 1.85 4.833 3.76 2.75 0.434 OI 1.87 4.917 3.77 2.76 0.441 OI 1.89 5.000 3.79 2.78 0.448 OI 1.91 5.083 3.80 2.79 0.455 OI 1.93 5.167 3.81 2.80 0.462 0I 1.94 5.250 3.82 2.81 0.469 OI 1.96 5.333 3.83 2.83 0.476 OI 1.98 5.417 3.84 2.84 0.482 02 2.00 5.500 3.85 2.85 0.489 0I 2.02 5.583 3.86 2.86 0.496 OI 2.04 5.667 3.88 2.87 0.503 0I 2.05 5.750 3.89 2.89 0.510 OI 2.07 5.833 3.90 2.90 0.517 0I 2.09 5.917 3.91 2.91 0.524 02 2.11 6.000 3.92 2.92 0.531 OI 2.13 6.083 3.94 2.94 0.538 OI 2.14 6.167 3.95 2.95 0.545 0I 2.16 6.250 3.96 2.96 0.551 OI 2.18 6.333 3.97 2.97 0.558 OI 2.20 6.417 3.99 2.99 0.565 OI 2.22 6.500 4.00 3.00 0.572 OI 2.23 6.583 4.01 3.01 0.579 0I 2.25 6.667 4.03 3.02 0.586 OI 2.27 6.750 4.04 3.03 0.593 0I 2.28 6.833 4.05 3.04 0.600 OI 2.30 6.917 4.07 3.05 0.607 OI 2.32 7.000 4.08 3.06 0.614 OI 2.33 7.083 4.10 3.08 0.621 OI 2.35 7.167 4.11 3.09 0.628 OI 2.36 7.250 4.13 3.10 0.635 0I 2.38 7.333 4.14 3.11 0.642 0I 2.40 7.417 4.16 3.12 0.649 OI 2.41 7.500 4.17 3.13 0.656 0I 2.43 7.583 4.19 3.14 0.664 OI 2.45 7.667 4.20 3.15 0.671 OI 2.46 7.750 4.22 3.17 0.678 OI 2.48 7.833 4.23 3.18 0.685 0I 2.50 7.917 4.25 3.19 0.693 OI 2.51 8.000 4.27 3.20 0.700 0I 2.53 8.083 4.28 3.21 0.707 0I 2.55 8.167 4.30 3.22 0.715 OI 2.57 8.250 4.32 3.24 0.722 OI 2.58 8.333 4.33 3.25 0.729 OI 2.60 8.417 4.35 3.26 0.737 OI 2.62 8.500 4.37 3.27 0.745 0I 2.64 8.583 4.39 3.28 0.752 OI 2.65 8.667 4.41 3.30 0.760 OI 2.67 8.750 4.42 3.31 0.767 OI 2.69 8.833 4.44 3.32 0.775 OI 2.71 8.917 4.46 3.33 0.783 0I 2.72 9.000 4.48 3.35 0.791 ( 0I 2.74 9.083 4.50 3.36 0.798 OI 2.76 9.167 4.52 3.37 0.806 OI 2.78 9.250 4.54 3.38 0.814 0I 2.80 9.333 4.56 3.40 0.822 OI 2.82 9.417 4.58 3.41 0.830 0 I 2.84 9.500 4.61 3.42 0.839 0 I 2.85 9.583 4.63 3.44 0.847 0I 2.87 9.667 4.65 3.45 0.855 OI 2.89 9.750 4.67 3.46 0.863 0I 2.91 9.833 4.70 3.48 0.872 OI 2.93 9.917 4.72 3.49 0.880 OI 2.95 10.000 4.74 3.50 0.889 OI 2.97 10.083 4.77 3.52 0.897 OI 2.99 10.167 4.79 3.53 0.906 OI '3.01 10.250 4.82 3.54 0.915 02 3.03 10.333 4.84 3.56 0.923 OI 3.05 10.417 4.87 3.57 0.932 0I 3.07 10.500 4.89 3.59 0.941 OI 3.09 10.583 4.92 3.60 0.950 OI 3.11 10.667 4.95 3.62 0.959 OI 3.14 10.750 4.98 3.63 0.969 0I 3.16 10.833 5.01 3.64 0.978 OI 3.18 10.917 5.04 3.66 0.987 OI 3.20 11.000 5.06 3.68 0.997 OI 3.22 11.083 5.10 3.76 1.006 02 3.24 11.167 5.13 3.88 1.015 0I 3.26 11.250 5.16 4.00 1.023 OI 3.28 11.333 5.19 4.10 1.031 OI 3.29 11.417 5.22 4.20 1.038 OI 3.31 11.500 5.26 4.29 1.045 OI 3.32 11.583 5.29 4.38 1.052 OI 3.34 11.667 5.33 4.46 1.058 OI 3.35 11.750 5.37 4.54 1.064 OI 3.36 11.833 5.40 4.62 1.069 0 3.37 11.917 5.44 4.69 1.075 0 3.38 12.000 5.48 4.76 1.080 0 3.39 12.083 5.51 4.82 1.085 0 3.40 12.167 5.52 4.88 1.089 0 3.41 12.250 5.51 4.94 1.093 0 3.42 12.333 5.47 4.99 1.097 0 3.43 12.417 5.42 5.03 1.100 0 3.43 12.500 5.36 5.06 1.102 0 3.44 12.583 5.32 5.09 1.104 0 3.44 12.667 5.31 5.11 1.106 0 3.45 12.750 5.32 5.12 1.107 0 3.45 12.833 5.35 5.14 1.108 0 3.45 12.917 5.38 5.16 1.110 0 3.45 13.000 5.42 5.18 1.111 0 3.46 13.083 5.47 5.21 1.113 0 3.46 13.167 5.52 5.23 1.115 0 3.46 13.250 5.58 5.26 1.117 0 3.47 13.333 5.64 5.29 1.119 0 3.47 13.417 5.70 5.33 1.122 0 3.48 13.500 5.77 5.36 1.125 OI 3.48 13.583 5.84 5.40 1.127 OI 3.49 13.667 5.91 5.44 1.131 OI 3.50 13.750 5.99 5.49 1.134 02 3.50 13.833 6.07 5.54 1.137 0I 3.51 13.917 6.16 5.59 1.141 OI 3.52 14.000 6.25 5.64 1.145 OI 3.53 14.083 6.35 5.70 1.150 02 3.54 14.167 6.45 5.76 1.154 0 3.54 14.250 6.56 5.83 1.159 0 3.55 14.333 6.67 5.90 1.164 0 3.57 14.417 6.80 5.97 1.170 0 ( 3.58 14.500 6.93 6.05 1.176 0I 3.59 14.583 7.06 6.14 1.182 0I 3.60 14.667 7.21 6.22 1.188 0I 3.61 14.750 7.37 6.32 1.195 02 3.63 14.833 7.54 6.42 1.203 0I 3.64 14.917 7.72 6.53 1.211 OI 3.66 15.000 7.92 6.64 1.219 0I 3.68 15.083 8.13 6.77 1.228 0 II 3.70 15.167 8.37 6.90 1.238 ( OIl 3.72 15.250 8.63 7.04 1.249 OIl 3.74 15.333 8.91 7.19 1.260 OIl 3.76 15.417 9.20 7.36 1.272 0 I 3.79 15.500 9.44 7.53 1.285 0 I 3.81 15.583 9.64 7.71 1.298 0 I 3.84 15.667 9.81 7.89 1.312 0 I 3.87 15.750 10.02 8.07 1.325 OI 3.89 15.833 10.33 8.26 1.339 O1I 3.92 15.917 10.97 8.47 1.355 OlI 1 3.95 16.000 12.28 8.75 1.375 Ol I 1 4.00 16.083 15.96 9.23 1.411 0 I ( 4.07 16.167 21.53 10.07 1.473 0 I I 4.20 16.250 28.14 11.83 1.569 0 I 4.38 16.333 33.73 14.21 1.692 0 I 4.60 16.417 36.54 16.82 1.827 0 4.85 16.500 36.56 19.29 1.955 0 I 5.09 16.583 32.09 21.18 2.052 0 I 5.27 16.667 25.06 22.13 2.100 0 I 5.35 16.750 21.43 22.27 2.107 IO 5.36 16.833 17.62 21.92 2.089 Il 0 5.33 16.917 15.74 21.25 2.055 I 1 0 5.27 17.000 14.03 20.44 2.014 I 10 5.20 17.083 12.69 19.55 1.969 I I 10 5.12 17.167 11.54 18.63 1.921 I I 0 5.03 17.250 10.79 17.69 1.872 0l 4.94 17.333 10.18 16.79 1.826 I 0 4.85 17.417 9.66 15.93 1.781 I 0 4.77 17.500 9.21 15.12 1.739 I 0 4.69 17.583 8.82 14.36 1.700 II 0 4.62 17.667 8.21 13.63 1.662 Il 0 4.55 17.750 7.89 12.94 1.626 I I 0 4.48 17.833 7.61 12.29 1.593 I 0 4.42 17.917 7.27 11.68 1.561 I 0 4.36 18.000 7.06 11.12 1.532 110 4.31 18.083 6.88 10.60 1.506 I 10 4.26 18.167 6.72 10.18 1.481 I 0 4.21 18.250 6.60 9.86 1.458 I 0 4.16 18.333 6.45 9.57 1.436 I 0 4.12 18.417 6.38 9.29 1.415 I 0 4.08 18.500 6.33 9.03 1.396 I Ol 4.04 18.583 6.25 8.78 1.378 I 0l 4.00 18.667 6.18 8.55 1.361 I 0l 3.97 18.750 6.08 8.34 1.345 I Ol 3.93 18.833 5.97 8.13 1.330 I 0l 3.90 18.917 5.88 7.94 1.315 IO 3.87 19.000 5.76 7.75 1.301 IO 3.84 19.083 5.67 7.57 1.288 I 0 3.82 19.167 5.60 7.40 1.275 I 0 3.79 19.250 5.53 7.23 1.263 I 0 3.77 19.333 5.45 7.08 1.252 I 0 3.74 19.417 5.38 6.93 1.241 I 0 3.72 19.500 5.29 6.79 1.230 IO 3.70 19.583 5.13 6.65 1.220 IO 3.68 19.667 4.99 6.51 1.209 IO 3.66 19.750 4.93 6.37 1.199 IO 3.64 19.833 4.87 6.24 1.189 IO 3.62 19.917 4.82 6.11 1.180 IO ( 3.60 20.000 4.76 6.00 1.172 IO 3.58 20.083 4.71 5.89 1.163 IO 3.56 20.167 4.67 5.78 1.155 IO 3.55 20.250 4.62 5.68 1.148 ( 0 3.53 20.333 4.58 5.58 1.141 0 3.52 20.417 4.54 5.49 1.134 IO 3.50 20.500 4.50 5.40 1.128 IO 3.49 20.583 4.46 5.32 1.122 IO 3.48 20.667 4.42 5.24 1.116 IO 3.47 20.750 4.38 5.17 1.110 IO 3.45 20.833 4.35 5.10 1.105 IO 3.44 20.917 4.31 5.03 1.100 IO 3.43 21.000 4.28 4.96 1.095 IO 3.42 21.083 4.24 4.90 1.090 IO 3.41 21.167 4.21 4.84 1.086 IO 3.41 21.250 4.18 4.78 1.082 IO 3.40 21.333 4.15 4.73 1.078 IO 3.39 21.417 4.12 4.68 1.074 IO 3.38 21.500 4.09 4.63 1.070 IO 3.37 21.583 4.07 4.58 1.066 IO 3.37 21.667 4.04 4.53 1.063 0 3.36 21.750 4.01 4.49 1.060 0 3.35 21.833 3.98 4.44 1.056 0 3.35 21.917 3.96 4.40 1.053 0 3.34 22.000 3.93 4.36 1.050 0 3.33 22.083 3.91 4.32 1.047 0 3.33 22.167 3.88 4.28 1.045 0 3.32 22.250 3.86 4.25 1.042 0 3.32 22.333 3.84 4.21 1.039 0 3.31 22.417 3.81 4.18 1.037 0 3.31 22.500 3.79 4.14 1.034 0 3.30 22.583 3.77 4.11 1.032 0 3.30 22.667 3.75 4.08 1.030 0 3.29 22.750 3.73 4.05 1.027 0 3.29 22.833 3.71 4.02 1.025 0 3.28 22.917 3.69 3.99 1.023 0 ( 3.28 23.000 3.67 3.96 1.021 0 ( 3.27 23.083 3.65 3.94 1.019 0 3.27 23.167 3.63 3.91 1.017 0 3.26 23.250 3.61 3.88 1.015 0 3.26 23.333 3.59 3.86 1.013 0 3.26 23.417 3.57 3.83 1.011 0 3.25 23.500 3.56 3.81 1.010 0 3.25 23.583 3.54 3.79 1.008 0 3.25 23.667 3.52 3.76 1.006 0 3.24 23.750 3.50 3.74 1.005 0 ( 3.24 23.833 3.49 3.72 1.003 0 3.24 23.917 3.47 3.70 1.001 0 3.23 24.000 3.46 3.68 1.000 0 3.23 24.083 3.39 3.68 0.998 IO 3.23 24.167 3.24 3.67 0.996 IO 3.22 24.250 2.97 3.67 0.992 IO ( 3.21 24.333 2.58 3.66 0.986 IO 3.20 24.417 2.13 3.64 0.977 1I 0 1 1 1 1 3.18 24.500 1.65 3.62 0.965 1I 0 1 3.15 24.583 1.25 3.60 0.950 1I 0 ( 3.11 24.667 0.99 3.57 0.933 I 0 3.07 24.750 0.79 3.54 0.914 I 0 3.03 24.833 0.66 3.51 0.895 I 0 2.99 24.917 0.55 3.48 0.875 I 0 2.94 25.000 0.47 3.45 0.855 I 0 2.89 25.083 0.41 3.42 0.834 I 0 2.84 25.167 0.37 3.38 0.813 I 0 2.80 25.250 0.33 3.35 0.793 I 0 2.75 25.333 0.29 3.32 0.772 I 0 2.70 25.417 0.26 3.28 0.751 I 0 2.65 25.500 0.23 3.25 0.730 I 0 2.60 25.583 0.20 3.22 0.709 I 0 2.55 25.667 0.18 3.18 0.689 I 0 2.51 25.750 0.17 3.15 0.668 I 0 2.46 25.833 0.15 3.12 0.648 I 0 2.41 25.917 0.14 3.09 0.627 I 0 2.36 26.000 0.12 3.05 0.607 I 0 2.32 26.083 0.11 3.02 0.587 I 0 ( 2.27 26.167 0.10 2.99 0.567 I 0 2.22 26.250 0.09 2.95 0.547 I 0 2.17 26.333 0.08 2.92 0.528 I 0 2.12 26.417 0.07 2.88 0.508 I 0 2.07 26.500 0.06 2.85 0.489 I 0 2.02 26.583 0.05 2.81 0.470 I 0 1.97 26.667 0.05 2.78 0.451 I 0 1.92 26.750 0.04 2.75 0.432 I 0 1.87 26.833 0.04 2.71 0.413 I 0 1.82 26.917 0.03 2.68 0.395 I 0 1.77 27.000 0.03 2.65 0.377 I 0 1.72 27.083 0.02 2.62 0.359 I 0 1.67 27.167 0.02 2.59 0.341 I 0 1.63 27.250 0.01 2.55 0.324 I 0 ( 1.58 27.333 0.01 2.52 0.306 I 0 1.54 27.417 0.01 2.49 0.289 I 0 1.49 27.500 0.00 2.46 0.272 I 0 1.45 Remaining water in basin = 0.00 (Ac.Ft) ******* * * * * * * * * * * * * * * * * * * * * * HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 360 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 22.271 (CFS) Total volume = 11.431 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** AW 27.583 0.00 2.43 0.255 I 0 1.40 27.667 0.00 2.40 0.238 I 0 1.36 27.750 0.00 2.37 0.222 I 0 1.31 27.833 0.00 2.34 0.206 I 0 1.27 27.917 0.00 2.31 0.190 I 0 1.23 28.000 0.00 2.17 0.174 IO 1.14 28.083 0.00 2.03 0.160 IO 1.06 28.167 0.00 1.90 0.146 IO 0.99 28.250 0.00 1.78 0.134 IO 0.92 28.333 0.00 1.67 0.122 IO 0.85 28.417 0.00 1.56 0.111 IO 0.79 28.500 0.00 1.46 0.100 IO 0.73 28.583 0.00 1.37 0.090 IO 0.68 28.667 0.00 1.29 0.081 IO 0.63 28.750 0.00 1.20 0.073 IO 0.58 28.833 0.00 1.13 0.065 0 0.53 28.917 0.00 1.06 0.057 0 0.49 29.000 0.00 0.99 0.050 0 0.45 29.083 0.00 0.93 0.044 0 0.42 29.167 0.00 0.87 0.037 0 0.38 29.250 0.00 0.81 0.032 0 0.35 29.333 0.00 0.76 0.026 0 0.32 29.417 0.00 0.71 0.021 0 0.29 29.500 0.00 0.67 0.016 0 0.27 29.583 0.00 0.63 0.012 0 0.24 29.667 0.00 0.49 0.008 0 0.18 29.750 0.00 0.32 0.005 0 0.12 29.833 0.00 0.21 0.003 0 0.08 29.917 0.00 0.14 0.002 0 0.05 30.000 0.00 0.09 0.001 0 0.03 Remaining water in basin = 0.00 (Ac.Ft) ******* * * * * * * * * * * * * * * * * * * * * * HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 360 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 22.271 (CFS) Total volume = 11.431 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** AW FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2001 Study date: 12/07/04 TRACT 16572, EAST SIDE, FONTANA DEVELOPED CONDITION, 100 YEAR STORM, 100 YEAR INTENSITY, AMC III BY: E.I. FILENAME: 16572ED100 -------------------------------------------------------------------- Allard Engineering, Fontana, California - SIN 643 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * ** From study /file name: 16572ed100.rte ******* * * * * * * * * * * * * * * * * * * * **HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 330 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 47.715 (CFS) Total volume = 15.985 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 10.000 to Point /Station 20.000 * * ** RETARDING BASIN ROUTING * * ** User entry of depth - outflow- storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 330 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) --------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S- 0 *dt /2) (S +O *dt /2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 0.230 0.010 0.609 0.008 0.012 1.230 0.190 2.315 0.182 0.198 2.230 0.570 2.994 0.560 0.580 3.230 1.000 3.680 0.987 1.013 4.230 1.490 10.300 1.455 1.525 5.230 2.030 20.740 1.959 2.101 6.000 2.490 29.913 2.387 2.593 -------------------------------------------------------------------- --------------------------------------------------------------- Hydrograph Detention Basin Routing - - - - -- Graph values: 'I'= unit inflow; 1 0 1 = outflow at time shown Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 11.9 23.86 35.79 47.71 (Ft.) 0.083 0.07 0.01 0.000 0 1 1 1 0.00 0.167 0.28 0.07 0.001 0 0.03 0.250 0.67 0.21 0.003 0 0.08 0.333 1.24 0.47 0.008 0 0.18 0.417 1.90 0.65 0.015 OI 0.26 0.500 2.60 0.75 0.025 OI 0.31 0.583 3.19 0.89 0.040 0 I ( 0.39 0.667 3.56 1.05 0.056 0 I ( 0.49 0.750 3.85 1.21 0.074 0 I 0.58 0.833 4.04 1.39 0.092 0 I 0.69 0.917 4.19 1.56 0.110 101 1 0.79 1.000 4.31 1.73 0.128 JOI I 1 0.89 1.083 4.40 1.90 0.146 JOI 1 0.98 1.167 4.48 2.06 0.163 10 I 1 1.08 1.250 4.54 2.21 0.179 10 I 1 1.17 1.333 4.60 2.32 0.195 10 I 1 1 1.24 1.417 4.65 2.35 0.211 10 I 1 1 1.28 1.500 4.70 2.38 0.227 10 I 1 1 1.33 1.583 4.75 2.41 0.243 10 I 1 1 1.37 1.667 4.78 2.44 0.259 10 I 1 1 1.41 1.750 4.82 2.47 0.275 10 I 1 1 1.45 1.833 4.85 2.50 0.291 10 I 1 1.50 1.917 4.88 2.52 0.307 10 I 1 1.54 2.000 4.91 2.55 0.324 10 I 1.58 2.083 4.94 2.58 0.340 10 I ( 1.62 2.167 4.96 2.61 0.356 10 I ( 1.67 2.250 4.99 2.64 0.372 10 I 1 1.71 2.333 5.02 2.67 0.388 10 I 1 1.75 2.417 5.04 2.70 0.404 10 I 1 1.79 2.500 5.06 2.73 0.421 10 I 1 1.84 2.583 5.08 2.76 0.437 10 I 1 1.88 2.667 5.10 2.78 0.453 10 I 1 1.92 2.750 5.12 2.81 0.469 10 I 1.96 2.833 5.14 2.84 0.484 10 I 2.00 2.917 5.16 2.87 0.500 10 I 1 2.05 3.000 5.18 2.90 0.516 10 I 1 2.09 3.083 5.20 2.93 0.532 10 I 2.13 3.167 5.22 2.95 0.547 10 I 2.17 3.250 5.23 2.98 0.563 10 I 1 2.21 3.333 5.25 3.01 0.578 1 OI 2.25 3.417 5.27 3.03 0.594 1 OI 2.29 3.500 5.29 3.06 0.609 1 0I 2.32 3.583 5.30 3.08 0.625 0I 2.36 3.667 5.32 3.11 0.640 0I 2.39 3.750 5.33 3.13 0.655 01 2.43 3.833 5.34 3.15 0.670 OI 2.46 3.917 5.36 3.18 0.685 OI 2.50 4.000 5.37 3.20 0.700 0I 2.53 4.083 5.38 3.23 0.715 0I ( 2.57 4.167 5.39 3.25 0.730 OI 2.60 4.250 5.41 3.27 0.745 OI ( 2.64 4.333 5.42 3.30 0.759 OI 2.67 4.417 5.44 3.32 0.774 0I 2.70 4.500 5.45 3.34 0.788 OI 2.74 4.583 5.46 3.37 0.803 OI 2.77 4.667 5.48 3.39 0.817 OI 2.81 4.750 5.49 3.41 0.832 OI ( 2.84 4.833 5.51 3.43 0.846 0I 2.87 4.917 5.52 3.46 0.860 OI 2.90 5.000 5.54 3.48 0.874 OI 2.94 5.083 5.55 3.50 0.889 OI 2.97 5.167 5.57 3.52 0.903 0I 3.00 5.250 5.58 3.55 0.917 OI 3.04 5.333 5.60 3.57 0.931 OI 3.07 5.417 5.61 3.59 0.945 OI 3.10 5.500 5.63 3.61 0.958 OI 3.13 5.583 5.64 3.64 0.972 OI 3.17 5.667 5.66 3.66 0.986 0I 3.20 5.750 5.68 3.68 1.000 OI 3.23 5.833 5.69 3.86 1.013 OI 3.26 5.917 5.71 4.02 1.025 0I 3.28 6.000 5.72 4.17 1.036 0I 3.30 6.083 5.74 4.31 1.047 OI 3.33 6.167 5.76 4.44 1.056 OI 3.34 6.250 5.78 4.56 1.065 0 3.36 6.333 5.79 4.67 1.073 0 3.38 6.417 5.81 4.77 1.080 0 3.39 6.500 5.83 4.86 1.087 0 3.41 6.583 5.85 4.95 1.094 0 3.42 6.667 5.87 5.03 1.100 0 3.43 6.750 5.88 5.10 1.105 0 ( 3.44 6.833 5.90 5.17 1.111 0 3.46 6.917 5.92 5.24 1.115 0 3.47 7.000 5.94 5.30 1.120 0 3.47 7.083 5.96 5.36 1.124 0 3.48 7.167 5.98 5.41 1.128 OI 3.49 7.250 6.00 5.46 1.132 OI ( 3.50 7.333 6.02 5.51 1.136 OI 3.51 7.417 6.04 5.56 1.139 OI 3.51 7.500 6.06 5.60 1.142 OI 3.52 7.583 6.08 5.64 1.145 0I 3.53 7.667 6.10 5.68 1.148 OI 3.53 7.750 6.12 5.72 1.151 OI 3.54 7.833 6.14 5.76 1.154 OI 3.54 7.917 6.17 5.79 1.156 OI 3.55 8.000 6.19 5.83 1.159 OI 3.55 8.083 6.21 5.86 1.161 0I 3.56 8.167 6.23 5.89 1.164 OI 3.56 8.250 6.26 5.92 1.166 ( 02 3.57 8.333 6.28 5.95 1.168 0I 3.57 8.417 6.30 5.98 1.171 0 3.58 8.500 6.33 6.01 1.173 0 3.58 8.583 6.35 6.04 1.175 0 ( 3.59 8.667 6.38 6.07 1.177 0 3.59 8.750 6.40 6.10 1.179 0 3.60 8.833 6.43 6.13 1.181 0 3.60 8.917 6.45 6.16 1.183 0 3.60 9.000 6.48 6.18 1.185 0 3.61 9.083 6.51 6.21 1.187 0 3.61 9.167 6.53 6.24 1.189 0 3.62 9.250 6.56 6.27 1.191 0 3.62 9.333 6.59 6.29 1.193 0 3.62 9.417 6.62 6.32 1.195 0 3.63 9.500 6.65 6.35 1.198 0 3.63 9.583 6.68 6.38 1.200 0 3.64 9.667 6.71 6.40 1.202 0 3.64 9.750 6.74 6.43 1.204 0 3.65 9.833 6.77 6.46 1.206 0 3.65 9.917 6.80 6.49 1.208 0 ( 3.65 10.000 6.83 6.52 1.210 0 3.66 10.083 6.86 6.55 1.212 0 3.66 10.167 6.89 6.58 1.214 0 3.67 10.250 6.93 6.61 1.217 ( 0 3.67 10.333 6.96 6.64 1.219 0 3.68 10.417 7.00 6.67 1.221 0 3.68 10.500 7.03 6.70 1.223 0 3.69 10.583 7.07 6.73 1.226 0 3.69 10.667 7.11 6.76 1.228 0 3.70 10.750 7.14 6.79 1.230 0 3.70 10.833 7.18 6.83 1.233 0 3.71 10.917 7.22 6.86 1.235 0 3.71 11.000 7.26 6.89 1.238 ( 0 3.72 11.083 7.30 6.93 1.240 0 3.72 11.167 7.34 6.96 1.243 0 3.73 11.250 7.39 7.00 1.246 0 3.73 11.333 7.43 7.04 1.248 0 ( 3.74 11.417 7.47 7.07 1.251 OI 3.74 11.500 7.52 7.11 1.254 OI 3.75 11.583 7.57 7.15 1.257 OI 3.75 11.667 7.61 7.19 1.260 OI 3.76 11.750 7.66 7.23 1.263 0I 3.77 11.833 7.71 7.27 1.266 OI 3.77 11.917 7.76 7.31 1.269 0I 3.78 12.000 7.81 7.35 1.272 0I 3.78 12.083 7.85 7.39 1.275 OI 3.79 12.167 7.85 7.44 1.278 0I 3.80 12.250 7.80 7.47 1.281 0 3.80 12.333 7.70 7.49 1.282 0 3.81 12.417 7.59 7.51 1.283 0 3.81 12.500 7.46 7.51 1.283 0 3.81 12.583 7.37 7.50 1.283 IO 3.81 12.667 7.34 7.49 1.282 IO 3.81 12.750 7.33 7.48 1.281 IO 3.80 12.833 7.36 7.46 1.280 IO 3.80 12.917 7.40 7.46 1.279 IO 3.80 13.000 7.44 7.45 1.279 0 3.80 13.083 7.50 7.45 1.279 OI 3.80 13.167 7.57 7.46 1.280 0 3.80 13.250 7.64 7.47 1.281 0 3.80 13.333 7.72 7.49 1.282 0 3.81 13.417 7.80 7.52 1.284 0 ( 3.81 13.500 7.89 7.55 1.286 0 3.81 13.583 7.98 7.58 1.289 0 3.82 13.667 8.08 7.62 1.292 0 3.83 13.750 8.19 7.67 1.295 0 3.83 13.833 8.30 7.72 1.299 0 3.84 13.917 8.42 7.77 1.303 0 ( 3.85 14.000 8.54 7.84 1.308 0 ( 3.86 14.083 8.67 7.91 1.313 0 3.87 14.167 8.81 7.98 1.318 0 3.88 14.250 8.95 8.06 1.324 OI 3.89 14.333 9.11 8.15 1.331 OI 3.90 14.417 9.27 8.24 1.337 0I 3.92 14.500 9.45 8.34 1.345 OI 3.93 14.583 9.64 8.45 1.353 OI 3.95 14.667 9.84 8.56 1.361 0I 3.97 14.750 10.05 8.68 1.370 0I 3.99 14.833 10.28 8.82 1.380 OI 4.01 14.917 10.53 8.96 1.391 1 OIl ( 4.03 15.000 10.79 9.11 1.402 OIl 1 4.05 15.083 11.09 9.27 1.414 OIl 1 4.07 15.167 11.41 9.45 1.427 OIl 1 4.10 15.250 11.76 9.64 1.441 1 021 1 4.13 15.333 12.15 9.84 1.456 0 I 4.16 15.417 12.53 10.06 1.473 0 2 4.19 15.500 12.86 10.30 1.490 0 2 4.23 15.583 13.11 10.63 1.507 ( 0I 4.26 15.667 13.32 10.96 1.524 ( OI 4.29 15.750 13.59 11.27 1.540 1 011 1 4.32 15.833 14.00 11.58 1.556 OlI 1 4.35 15.917 14.88 11.94 1.575 0I 4.39 16.000 16.65 12.42 1.599 0 I 4.43 16.083 21.46 13.25 1.642 0 I I 4.51 16.167 28.70 14.72 1.719 1 10 I I 4.65 16.250 37.25 17.00 1.837 0 I 4.87 16.333 44.30 19.97 1.990 0 I I 5.16 16.417 47.71 23.29 2.158 0l Il 5.44 16.500 47.32 26.41 2.314 1 10 5.71 16.583 41.10 28.69 2.429 0 I ( 5.90 16.667 32.24 29.72 2.480 0 I 5.98 16.750 27.73 29.75 2.482 IO 5.99 16.833 22.94 29.19 2.454 Il 0 5.94 16.917 20.68 28.24 2.406 I 0 5.86 17.000 18.46 27.12 2.350 I 0 5.77 17.083 16.76 25.90 2.289 ( I 10 5.66 17.167 15.32 24.63 2.225 I 0 5.56 17.250 14.39 23.38 2.162 Ol 5.45 17.333 13.59 22.17 2.102 II 0 1 5.35 17.417 12.90 21.02 2.044 I 0 5.25 17.500 12.34 19.97 1.990 ( I 0 5.16 17.583 11.75 18.98 1.939 II 0 1 5.06 17.667 11.01 18.03 1.890 II 0 1 4.97 17.750 10.62 17.13 1.843 II 0 1 1 4.88 17.833 10.20 16.29 1.800 I 0 4.80 17.917 9.80 15.51 1.759 I 0 4.73 18.000 9.53 14.78 1.722 I I 10 4.66 18.083 9.28 14.11 1.687 1 I 10 4.59 18.167 9.10 13.49 1.655 I 10 4.54 18.250 8.94 12.93 1.626 I 0 4.48 18.333 8.78 12.43 1.600 I 0 ( 4.43 18.417 8.76 11.97 1.576 I 0 4.39 18.500 8.73 11.57 1.556 I 0l 1 4.35 18.583 8.68 11.21 1.537 I Ol ( 4.32 18.667 8.61 10.89 1.521 I 0l 4.29 18.750 8.48 10.60 1.505 I 0l 4.26 18.833 8.37 10.33 1.491 IO 4.23 18.917 8.25 10.14 1.478 IO 4.21 19.000 8.11 9.96 1.465 IO ( 4.18 19.083 8.01 9.80 1.453 IO 4.15 19.167 7.92 9.63 1.441 IO 4.13 19.250 7.83 9.48 1.429 IO 4.11 19.333 7.73 9.33 1.418 IO 4.08 19.417 7.64 9.18 1.407 ( IO 4.06 19.500 7.52 9.04 1.397 IO ( 4.04 19.583 7.34 8.89 1.386 IO 4.02 19.667 7.14 8.75 1.375 IO 4.00 19.750 7.05 8.60 1.364 IO 3.97 19.833 6.98 8.46 1.354 IO 3.95 19.917 6.91 8.32 1.344 IO 3.93 20.000 6.84 8.20 1.334 IO 3.91 20.083 6.78 8.07 1.325 IO 3.89 20.167 6.71 7.95 1.316 IO 3.88 20.250 6.65 7.84 1.308 IO 3.86 20.333 6.60 7.73 1.300 IO 3.84 20.417 6.54 7.63 1.292 IO 3.83 20.500 6.49 7.53 1.285 IO 3.81 20.583 6.43 7.44 1.278 0 3.80 20.667 6.38 7.34 1.271 0 3.78 20.750 6.33 7.26 1.265 0 3.77 20.833 6.29 7.17 1.258 0 3.76 20.917 6.24 7.09 1.253 0 3.75 21.000 6.20 7.01 1.247 0 3.73 21.083 6.15 6.94 1.241 0 3.72 21.167 6.11 6.87 1.236 0 3.71 21.250 6.07 6.80 1.231 0 3.70 21.333 6.03 6.73 1.226 0 3.69 21.417 5.99 6.67 1.221 0 3.68 21.500 5.95 6.60 1.216 IO 3.67 21.583 5.91 6.54 1.212 IO 3.66 21.667 5.87 6.49 1.208 IO ( 3.65 21.750 5.84 6.43 1.204 IO 3.65 21.833 5.80 6.38 1.200 IO 3.64 21.917 5.77 6.32 1.196 IO 3.63 22.000 5.73 6.27 1.192 IO 3.62 22.083 5.70 6.22 1.188 ( IO ( 3.61 22.167 5.67 6.17 1.185 IO 3.61 22.250 5.63 6.13 1.181 IO 3.60 22.333 5.60 6.08 1.178 IO 3.59 22.417 5.57 6.04 1.175 IO 3.59 22.500 5.54 6.00 1.171 IO 3.58 22.583 5.51 5.95 1.168 0 3.57 22.667 5.48 5.91 1.165 0 3.57 22.750 5.45 5.87 1.162 0 3.56 22.833 5.43 5.84 1.160 0 3.56 22.917 5.40 5.80 1.157 0 3.55 23.000 5.37 5.76 1.154 0 3.54 23.083 5.34 5.72 1.151 0 3.54 23.167 5.32 5.69 1.149 0 3.53 23.250 5.29 5.66 1.146 0 3.53 23.333 5.27 5.62 1.144 0 3.52 23.417 5.24 5.59 1.141 0 3.52 23.500 5.22 5.56 1.139 0 3.51 23.583 5.20 5.53 1.137 0 3.51 23.667 5.17 5.50 1.134 0 3.50 23.750 5.15 5.47 1.132 0 3.50 23.833 5.13 5.44 1.130 0 3.50 23.917 5.10 5.41 1.128 0 3.49 24.000 5.08 5.38 1.126 0 3.49 24.083 4.99 5.35 1.124 0 3.48 24.167 4.76 5.31 1.121 0 3.48 24.250 4.35 5.24 1.116 IO 3.47 24.333 3.77 5.14 1.108 IO 3.45 24.417 3.09 4.98 1.097 IO 3.43 24.500 2.38 4.78 1.082 1I 0 3.40 24.583 1.80 4.54 1.064 1I 0 3.36 24.667 1.42 4.28 1.045 I 0 3.32 24.750 1.13 4.02 1.025 I 0 3.28 24.833 0.95 3.75 1.005 I 0 3.24 24.917 0.80 3.66 0.986 I 0 3.20 25.000 0.68 3.63 0.966 I 0 3.15 25.083 0.60 3.59 0.945 I 0 3.10 25.167 0.53 3.56 0.925 I 0 ( 3.05 25.250 0.47 3.53 0.904 I 0 3.01 25.333 0.42 3.49 0.883 I 0 2.96 25.417 0.38 3.46 0.861 I 0 ( 2.91 25.500 0.33 3.42 0.840 I 0 2.86 25.583 0.30 3.39 0.819 I 0 2.81 25.667 0.27 3.36 0.798 I 0 2.76 25.750 0.24 3.32 0.776 I 0 2.71 25.833 0.22 3.29 0.755 I 0 2.66 25.917 0.20 3.26 0.734 I 0 2.61 26.000 0.18 3.22 0.713 I 0 2.56 26.083 0.16 3.19 0.692 I 0 2.51 26.167 0.14 3.16 0.671 I 0 2.47 26.250 0.13 3.12 0.651 I 0 2.42 26.333 0.11 3.09 0.630 I 0 2.37 26.417 0.10 3.06 0.610 I 0 ( 2.32 26.500 0.09 3.02 0.589 I 0 2.28 26.583 0.08 2.99 0.569 I 0 2.23 26.667 0.07 2.96 0.549 IO 2.18 26.750 0.06 2.92 0.530 IO 2.12 26.833 0.05 2.89 0.510 IO 2.07 26.917 0.04 2.85 0.490 IO 2.02 27.000 0.04 2.82 0.471 IO 1.97 27.083 0.03 2.78 0.452 IO 1.92 27.167 0.03 2.75 0.433 IO 1.87 27.250 0.02 2.72 0.415 IO 1.82 27.333 0.01 2.68 0.396 IO 1.77 27.417 0.01 2.65 0.378 IO 1.72 27.500 0.00 2.62 0.360 IO 1.68 Remaining water in basin = 0.00 (Ac.Ft) ******* * * * * * * * * * * * * * * * * * * * * * HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 365 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 75 (CFS) Total volume = 15.984 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** [A 27.583 0.00 2.59 0.342 IO 1.63 MOON 27.667 0.00 2.55 0.324 IO 1.58 27.750 0.00 2.52 0.307 IO 1.54 27.833 0.00 2.49 0.289 IO ( 1.49 27.917 0.00 2.46 0.272 IO 1.45 28.000 0.00 2.43 0.256 IO 1.40 28.083 0.00 2.40 0.239 IO 1.36 28.167 0.00 2.37 0.222 IO ( 1.32 28.250 0.00 2.34 0.206 IO 1.27 28.333 0.00 2.32 0.190 IO 1.23 28.417 0.00 2.17 0.175 IO 1.14 28.500 0.00 2.03 0.160 IO 1.06 28.583 0.00 1.90 0.147 IO 0.99 28.667 0.00 1.78 0.134 IO 0.92 28.750 0.00 1.67 0.122 IO 0.85 28.833 0.00 1.57 0.111 IO 0.79 28.917 0.00 1.47 0.100 0 0.73 29.000 0.00 1.37 0.091 0 0.68 29.083 0.00 1.29 0.082 0 0.63 29.167 0.00 1.21 0.073 0 0.58 29.250 0.00 1.13 0.065 0 0.54 29.333 0.00 1.06 0.057 0 0.49 29.417 0.00 0.99 0.050 0 0.45 29.500 0.00 0.93 0.044 0 0.42 29.583 0.00 0.87 0.038 0 0.38 29.667 0.00 0.81 0.032 0 0.35 29.750 0.00 0.76 0.026 0 0.32 29.833 0.00 0.72 0.021 0 0.29 29.917 0.00 0.67 0.016 0 ( 0.27 30.000 0.00 0.63 0.012 0 0.24 30.083 0.00 0.49 0.008 0 ( 0.19 30.167 0.00 0.32 0.005 0 ( 0.12 30.250 0.00 0.21 0.003 0 0.08 30.333 0.00 0.14 0.002 0 0.05 30.417 0.00 0.09 0.001 0 0.03 Remaining water in basin = 0.00 (Ac.Ft) ******* * * * * * * * * * * * * * * * * * * * * * HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * ** Number of intervals = 365 Time interval = 5.0 (Min.) Maximum /Peak flow rate = 75 (CFS) Total volume = 15.984 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** [A R F) Emergency Spillway Calculations A ALLARD ENGINEERING DESCRIPTION civil engineering land surveying land planning JOB # SHEET OF DESIGNED BY DATE 8253 Sierra Avenue Fontana, CA 92336 APPROVED (909) 356 -1815 • (909) 356 -1825 I EAST Sites B 20 A LD C�R Gw L Nr�'rzN % , oco �eet 5�ai wt � _ �4 In, + tae\jhTiDq = %4 4 kI.11 Qwmo = 1 -b, 4� r k-z". 46.3 'a 199 fSI 1%. L- = 2•' n n n TRACT 16572 EAST SIDE, FONTANA TIME REQUIRED TO EMPTY DETENTION BASIN STORM EVENT tMAINING WATO REMAINING WATER DEPTH OF OUTFLOW AVERAGE TIME TO EMPTY 'IME TO EMPTY IN THE BASIN IN THE BASIN WATER OUTFLOW THE BASIN THE BASIN * YEAR AC -FT CU -FT FT CFS CFS SEC HOURS 1001 01 01 01 01 01 01 0.0 The basin reaches its peak depth/volume at 16.417 hours in to the 100 year storm event (depth = 5.94 feet) The calcs shows 0.00 feet of water remains in the basin at 29.583 hours. Calculations shows that the basin is completely empty 13.166 hours later than thebasin reaches the peak depth/volume ( *) From Flood Hydrograph Routing Program � n n TRACT 16572 EAST SIDE, FONTANA RATIONAL METHOD OUTFLOW routin PERIOD UNDEVELOPED 90% UNDEVELOPED YEAR CFS CFS CFS 2 5.7 5.2 3.5 ok 10 17.8 16.0 16.8 ok 25 24.3 21.9 22.2 ok 100 33.0 29.7 29.7 ok CA G) Storm Drain W.S.P.G.W. A A [A T1 TRACT 16572 EAST FONTANA 0 T2 LINE C, ULTIMATE CONDITION T3 BY: E.I. SO 0995.4101416.560 1 1423.3 R 1018.7201416.728 1 .013 .000 .000 0 R 1065.8101417.068 1 .013 33.738 .000 0 R 1297.6701418.740 1 .013 .000 .000 0 JX 1302.3301418.770 2 .013 R 1325.7601421.160 2 .013 .000 .000 0 JX 1333.7701421.190 2 .013 R 1342.1701421.210 2 .013 .000 .000 0 JX 1347.1701421.230 4 3 .013 19.950 1421.240 45.0 .000 R 1370.2301421.300 4 .013 .000 .000 0 WE 1370.2301421.300 5 .500 SH 1370.2301421.300 5 1421.300 CD 1 4 1 .000 3.500 .000 .000 .000 .00 CD 2 4 1 .000 3.500 .000 .000 .000 .00 CD 3 4 1 .000 2.000 .000 .000 .000 .00 CD 4 4 1 .000 2.000 .000 .000 .000 .00 CD 5 2 0 .000 4.420 10.000 .000 .000 .00 Q 19.950 .0 [A 0 0 0 FILE: 165721inec.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: B -16 -2004 Time: 4:13:40 TRACT 16572 EAST FONTANA LINE C, ULTIMATE CONDITION BY: E.I. Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wt1 INo Wth Station -I I Elev I -I (FT) I -I Elev I -I- (CFS) I -I (FPS) -I- Head I -I Grd.E1.1 -I- Elev - I - 1 Depth I Width - I - IDia. -FTlor I.D.1 ZL IPrs /Pip L /Elem [Ch Slope I I I I SF Avel HF ISE DpthlFroude - I- NINOrm Dp - I - I "N" I - I - X -Fall) -I ZR (Type Ch I I I I I I I 995.410 - I - 1416.560 - I - 6.740 - I - 1423.300 - I - 39.90 4.15 - I - .27 1423.57 .00 I 1.96 I .00 I I 3.500 I .000 .00 I 1 .0 23.310 .0072 - I - - I - .0016 - I - .04 - i - 6.74 .00 - I - - I - 1.68 - i - .013 - I - .00 .00 1 PIPE 101.8.720 -I- I I 1416.728 - I - 6.609 - I - I I 1423.337 - I - I 39.90 - I - 4.15 - I - I .27 - I - I 1423.60 .00 I 1.96 I .00 I I 3.500 I .000 .00 I 1 .0 47.090 .0072 .0016 - I - .07 - I - .00 .00 - i - - I - 1.68 - I - .013 - I - .00 .00 1 PIPE 1065.810 - I - I 1417.068 - I - I 6.375 - I - I I 1423.443 - I - I 39.90 - I - 4.15 - I - I .27 - I - i 1423.71 .00 I 1.96 I .00 I 3.500 I I .000 .00 I 1 .0 231.860 .0072 .0016 - I - .36 - I - 6.38 .00 - I - - I - 1.68 - I - .013 - I - .00 .00 1 PIPE 1297.670 I 1418.740 I 5.068 I 1423.808 I I 39.90 4.15 i .27 I 1424.08 .00 I 1.96 I .00 I 3.500 I I .000 .00 I 1 .0 -I JU;'...('T STR - I - .0064 - i - - I - - I - - I - - I - .0016 - I - .01 - I - 5.07 .00 - I - - I - - I - .013 - I - .00 .00 I- PIPE 1302.330 I 1418.770 i 5.045 I I 1423.815 I 39.90 4.15 I .27 I 1424.08 .00 I 1.96 I .00 I I 3.500 I .000 .00 i 1 .0 - I - 15.388 - I - .1020 - I - - I - - I - - I - -I .0016 - I - .02 - I - 5.05 .00 - I - - I - .83 - I - .013 - I - .00 .00 I PIPE 1317.718 -I I 1420.340 -I I 3.500 -I I 1423.840 -I I I 39.90 -I- 4.15 - I - I .27 - I - I 1424.11 .00 I 1.96 I .00 I I 3.500 1 .000 .00 1 1 .0 2.956 .1020 .0015 -I- .00 -I 3.50 .00 - I - -I- .83 -I .013 - i - .00 .00 1 PIPE 1320.674 I 1420.641 I 3.175 I 1423.816 I I 39.90 4.35 I .29 I 1424.11 .00 i 1.96 I 2.03 I 3.500 I I .000 .00 I 1 .0 1.577 .1020 .0014 .00 3.18 .36 .83 .013 .00 .00 PIPE 1322.251 I 1420.802 I 2.987 I 1423.789 I I 39.90 4.56 I .32 I 1424.11 .00 I 1.96 i 2.48 I 3.500 I I .000 .00 I 1 .0 1.231 .1020 .0015 .00 2.99 .43 .83 .013 .00 .00 PIPE 1323.482 - I - I 1420.928 - I - I 2.831 - I - I 1423.759 - I - I I 39.90 - I - 4.78 - I - I .36 - I - I 1424.11 .00 i 1.96 I 2.75 I 3.500 I I .000 .00 I 1 .0 1.001 .1020 .0017 - I - .00 - I - 2.83 .48 - I - - I - .83 - I - .013 - I - .00 .00 1 PIPE n n YL FILE: 165721inec.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 8 -16 -2004 Time: 4:13:40 TRACT 16572 EAST FONTANA LINE C, ULTIMATE CONDITION BY: E.I. **#******#********************************************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wti INo Wth Station I Elev I -I- (FT) I -I- Elev I - I - (CFS) I (FPS) - I - Head I Grd.El.l Elev I Depth I Width IDia. -FTlor I.D.1 ZL IPrs /Pip -I L /Elem ICh Slope I I I -I I - I - SF Avel - I - HF ISE -I DpthlFroude - I- -I- NINorm Dp -I- I "N" I - I - X -Fa11i -I ZR IType Ch I I I I I 1324.483 -I- 1421.030 - I - 2.695 - I - 1423.725 - I - 39.90 - I - 5.02 - I - I .39 I 1424.12 .00 I 1.96 I 2.95 I 3.500 I I .000 .00 I 1 .0 .828 .1020 - I - .0019 - I - .00 - I - 2.70 .54 - I - - I - .83 - I - .013 - I - .00 .00 1- PIPE I 1325.311 - I - I 1421.114 - I - I 2.573 - I - I 1423.688 - t - I 39.90 - I - 5.26 - i - I .43 - I - I 1424.12 .00 I 1.96 I 3.09 I 3.500 I I .000 .00 I 1 .0 .449 .1020 .0021 - I - .00 - I - 2.57 .59 - I - - I - .83 - i - .013 - I - .00 .00 1 PIPE I 1325.760 - I - I 1421.160 - I - I 2.502 1423.662 I I 39.90 5.42 I .46 I 1424.12 .00 I 1.96 i 3.16 I 3.500 I I .000 .00 I 1 .0 JUNCT STR .0037 - I - - I - - I - - I - - I - .0021 - I - .02 - I - 2.50 .63 - I - - I - - I - .013 - I - .00 .00 I PIPE 1 I 1333.770 I 1421.190 I 2.481 1423.671 I I 39.90 5.47 i .46 I 1424.14 .00 I 1.96 I 3.18 I 3.500 I I .000 .00 I 1 .0 8.400 .0024 .0022 .02 2.48 .64 2.39 .013 .00 .00 PIPE I 1342.170 - I - I 1421.210 - i - I 2.478 - I - I 1423.688 - I - I 39.90 - I - 5.48 - I - I .47 - I - I 1424.15 .00 I 1.96 I 3.18 I 3.500 I I .000 .00 I 1 .0 JU14CT STR .0040 .0050 - I - .02 - I - 2.48 .64 - I - - I - - I - .013 - I - .00 .00 I- PIPE I 1347.170 I 1421.230 I 2.497 I 1423.727 I 19.95 6.35 I .63 I 1424.35 .00 I 1.60 I .00 I 2.000 I i .000 .00 I 1 .0 23.060 .0030 .0078 .18 2.50 .00 2.00 .013 .00 .00 PIPE I 1370.2'30 I 1421.300 i 2.606 1423.906 I I 19.95 6.35 I .63 I 1424.53 .00 I 1.60 I .00 I 2.000 I I .000 .00 I 1 .0 WALL ENTRANCE I 1370.230 -I- I 1421.300 -I- I 3.538 -I- 1424.838 -I- I I 19.95 -I- .56 - I- I .00 -I I 1424.84 -I- .00 -I- I .50 I 10.00 - I- -I- I 4.420 -I- I I 10.000 -I .00 I 0 .0 I- Cam] T1 TRACT 16572 EAST SIDE FONTANA T2 LATERAL "E" ULTIMATE CONDITION T3 BY: E.I. SO 1002.8301421.250 1 1423.727 R 1034.9401421.350 1 .013 WE 1034.9401421.350 2 .500 SH 1034.9401421.350 2 1421.350 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 2 0 .000 3.900 10.000 .000 .000 .00 Q 19.95 .0 111 I A E'ILE: 16572late.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 8- 9 -2004 Time:10:55 :40 TRACT 16572 EAST SIDE FONTANA LATERAL "E" ULTIMATE CONDITION BY: E.I. 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 - I - - I - (FT) I Elev I - I - - I - (CFS) I (FPS) Head I - I - - i - - I - Grd.El.l - I - Elev - I - I Depth I Width - I - IDia. -FTlor I.D.1 - I - ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp - I - - I - I "N" I X -Fall) - I ZR IType Ch I I t 1002.830 1421.250 I I 2.477 1423.727 I 19.95 6.35 .63 I 1424.35 .00 I 1.60 I .00 i I I 2.000 .000 I .00 1 .0 - I - - I - 32.110 .0031 - I - - I - - I - - I - - I - .0078 - i - .25 - I - 2.46 .00 - I - 2.00 - I - - I - - I - .013 .00 1 .00 PIPE I I 1034.940 1421.350 I I 2.627 1423.977 1 I 19.95 6.35 .63 I 1424.60 .00 I 1.60 I .00 I I I 2.000 .000 I .00 1 .0 WALL ENTRANCE I I 1034.940 1421.350 -I- -I- I 3.559 1424.909 -I- - I- I I I 19.95 .56 .00 -I- -I- -I- I 1424.91 -I- .00 - I- I .50 I 10.00 -I- I I i 3.900 10.000 -I- -I- -I- I .00 0 .0 I- SH T1 TRACT 16572, EAST SIDE CD 1 T2 LATERAL F, INTERIM CONDITION 3.000 T3 BY: E. I. 4 1 .000 SO 1000.0001421.000 1 4 1 R 1058.7901421.170 1 .013 4 JX 1067.2001421.190 2 .013 5 R 1075.7601421.210 2 .013 Q JX 1080.7601421.230 4 3 .013 18.460 .0 R 1103.8201421.300 4 .013 WE 1103.8201421.300 5 .500 SH 1103.8201421.300 5 CD 1 4 1 .000 3.000 CD 2 4 1 .000 3.000 CD 3 4 1 .000 3.000 CD 4 4 1 .000 3.000 CD 5 2 0 .000 4.980 Q 18.460 .0 m 0 1425.000 000 .000 0 .000 .000 0 1422.270 45.0 .000 .000 .000 0 1421.30 .000 .000 .000 .00 .000 .000 .000 .00 .000 .000 .000 .00 .000 .000 .000 .00 10.000 .000 .000 .00 0 '0 FILE: 16572LATF.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 4 -14 -2004 Time: 2:33:28 TRACT 16572, EAST SIDE LATERAL F, INTERIM CONDITION BY: E.I. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL jPrs /Pip L /Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1000.000 1421.000 4.000 1425.000 36.92 5.22 .42 1425.42 .00 1.98 .00 3.000 .000 .00 1 .0 58.790 .0029 .0031 .18 4.00 .00 2.55 .013 .00 .00 PIPE 1058.790 1421.170 4.010 1425.180 36.92 5.22 .42 1425.60 .00 1.98 .00 3.000 .000 .00 1 .0 JUNCT STR 0024 .0031 .03 4.01 .00 .013 .00 .00 PIPE 1067.200 1421.190 4.016 1425.206 36.92 5.22 .42 1425.63 .00 1.98 .00 3.000 .000 .00 1 .0 8.560 .0023 .0031 .03 4.02 .00 3.00 .013 .00 .00 PIPE 1075.760 1421.210 4.022 1425.232 36.92 5.22 .42 1425.66 .00 1.98 .00 3.000 .000 .00 1 .0 JUNCT STR 0040 .0019 .01 4.02 .00 .013 .00 .00 PIPE 1080.760 1421.230 4.497 1425.727 18.46 2.61 .11 1425.83 .00 1.38 .00 3.000 .000 .00 1 .0 23.060 .0030 .0008 .02 4.50 .00 1.50 .013 .00 .00 PIPE 1103.820 1421.300 4.445 1425.745 18.46 2.61 .11 1425.85 .00 1.38 .00 3.000 .000 .00 1 .0 WALL ENTRANCE 1103.820 1421.300 4.600 1425.900 18.46 .40 .00 1425.90 .00 .47 10.00 4.980 10.000 .00 0 .0 T1 TRACT 16572 EAST SIDE FONTANA 0 T2 LINE "D" INTERIM CONDITION T3 BY: E. I. SO 1000.0001420.100 1 1425.000 R 1076.2801421.580 1 .013 .000 .000 0 R 1111.6601422.250 1 .013 - 44.996 .000 0 R 1141.9701422.840 1 .013 .000 .000 0 R 1149.8201422.990 1 .013 .000 .000 0 R 1155.8601423.110 1 .013 - 10.000 WE 1155.8601423.110 2 .500 SH 1155.8601423.110 2 1423.110 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 2 0 .000 6.130 21.000 .000 .000 .00 Q 6.300 .0 N [A FILE: 165721ined.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 6 -28 -2004 Time: 1:41:33 TRACT 16572 EAST SIDE FONTANA LINE "D" INTERIM CONDITION BY: E.I. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I SF Avel HF SSE DpthIFroude NINorm Dp 1 " N " 1 X -Fall ZR IType Ch 1000.000 1420.100 4.900 1425.000 6.30 2.01 .06 1425.06 .00 .89 .00 2.000 .000 .00 1 .0 76.280 .0194 .0008 .06 4.90 .00 .61 .013 .00 .00 PIPE 1076.280 1421.580 3.479 1425.059 6.30 2.01 .06 1425.12 .00 .89 .00 2.000 .000 .00 1 .0 35.380 .0189 .0008 .03 .00 .00 .61 .013 .00 .00 PIPE 1111.660 1422.250 2.845 1425.095 6.30 2.01 .06 1425.16 .00 .89 .00 2.000 .000 .00 1 .0 30.310 .0195 .0008 .02 2.85 .00 .61 .013 .00 .00 PIPE 1141.970 1422.840 2.279 1425.119 6.30 2.01 .06 1425.18 .00 .89 .00 2.000 .000 .00 1 .0 7.850 .0191 .0008 .01 2.28 .00 .61 .013 .00 .00 PIPE 1149.820 1422.990 2.135 1425.125 6.30 2.01 .06 1425.19 .00 .89 .00 2.000 .000 .00 1 .0 6.040 .0199 .0008 .00 .00 .00 .60 .013 .00 .00 PIPE 1155.860 1423.110 2.024 1425.134 6.30 2.01 .06 1425.20 .00 .89 .00 2.000 .000 .00 1 .0 WALL ENTRANCE 1155.860 1423.110 2.118 1425.228 6.30 .14 .00 1425.23 .00 .14 21.00 6.130 21.000 .00 0 .0 A m T1 T2 T3 SO R WE SH CD CD Q TRACT 16572 EAST SIDE FONTANA LATERAL "E" INTERIM CONDITION BY: E. I. 1002.8301421.790 1 1034.9401421.890 1 1034.9401421.890 2 1034.9401421.890 2 1 4 1 .000 3.000 2 2 0 .000 3.900 18.450 .0 1425.730 .013 .000 .500 1422.380 .000 .000 .000 .00 10.000 .000 .000 .00 .000 0 A n n n FILE: 16572latei.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 4 -12 -2004 Time: 4:59:32 TRACT 16572 EAST SIDE FONTANA LATERAL "E" INTERIM CONDITION BY: E.I. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.j Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF SSE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1002.830 1421.790 3.940 1425.730 18.45 2.61 .11 1425.84 .00 1.38 .00 3.000 .000 .00 1 .0 32.110 .0031 .0008 .02 3.94 .00 1.49 .013 .00 .00 PIPE 1034.940 1421.890 3.865 1425.755 18.45 2.61 .11 1425.86 .00 1.38 .00 3.000 .000 .00 1 .0 WALL ENTRANCE 1034.940 1421.890 4.019 1425.909 18.45 .46 .00 1425.91 .00 .47 10.00 3.900 10.000 .00 0 .0 T1 TRACT 16572 EAST SIDE FONTANA 45.000 .000 .000 0 T2 OUTLET PIPE FLOW .000 .000 0 .000 - 57.910 .000 0 T3 BY: E.I. SO 999.050 418.800 1 418.800 R 1006.710 418.823 1 .014 TS 1011.080 418.836 2 .014 R 1098.480 419.098 2 .014 TS 1100.880 419.105 3 .014 R 1261.850 419.585 3 .014 TS 1265.650 419.597 4 .014 R 1327.100 419.781 4 .014 WE 1327.100 419.781 5 .200 TS 1331.100 421.046 6 .014 SH 1331.100 421.046 6 421.046 CD 1 3 0 .000 .583 6.000 .000 .000 .00 CD 2 3 0 .000 1.000 4.000 .000 .000 .00 CD 3 3 0 .000 1.500 4.000 .000 .000 .00 CD 4 3 0 .000 2.000 4.000 .000 .000 .00 CD 5 2 0 .000 5.500 6.000 .000 .000 .00 CD 6 2 0 .000 5.500 9.500 .000 .000 .00 Q 29.754 .0 0 .000 .000 0 45.000 .000 .000 0 .000 .000 .000 0 .000 - 57.910 .000 0 .000 FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3: 4:57 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow TopjHeight/ Base Wtl INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem * * * *,r + * ** ICh Slope I I * * * * *,t * +* I I ,r *,r,r * * ** I * * + * * * * *� I I. * * * * * * *« I I * *,r * * ** I SF Aver x * *�,t ** I HF ISE * + *,tw *• ** I DpthlFroude *,r ,r *� *� NINorm I * *,r * * *�,r Dp I *t,r,r,r * ** I "N" I * * *,r,r ** I X -Fall I *� * * * ** I� ZR * *,r ,r IType Ch I ,t+x * *,r* 999.050 418.800 .583 419.383 29.75 8.50 1.12 420.51 .00 .58 6.00 .583 6.000 .00 0 .0 7.660 .0030 .0376 .29 .58 1.96 .58 .014 .00 .00 BOX 1006.710 418.823 .848 419.671 29.75 8.50 1.12 420.79 .00 .58 6.00 .583 6.000 .00 0 .0 TRANS STR 0030 .0167 .07 .00 1.96 .014 .00 .00 BOX 1011.080 418.836 1.284 420.120 29.75 7.44 .86 420.98 .00 1.00 4.00 1.000 4.000 .00 0 .0 87.400 .0030 .0167 1.46 1.28 1.31 1.00 .014 .00 .00 BOX 1098.480 419.098 2.478 421.576 29.75 7.44 .86 422.43 .00 1.00 4.00 1.000 4.000 .00 0 .0 TRANS STR .0029 .0049 .01 2.48 1.31 .014 .00 .00 BOX 1100.880 419.105 3.022 422.127 29.75 4.96 .38 422.51 .00 1.20 4.00 1.500 4.000 .00 0 .0 160.970 .0030 .0049 .79 3.02 .71 1.44 .014 .00 .00 BOX 1261.850 419.585 3.330 422.915 29.75 4.96 .38 423.30 .00 1.20 4.00 1.500 4.000 .00 0 .0 TRANS STR .0032 .0021 .01 3.33 .71 .014 .00 .00 BOX 1265.650 419.597 3.515 423.112 29.75 3.72 .21 423.33 .00 1.20 4.00 2.000 4.000 .00 0 .0 61.450 .0030 .0021 .13 .00 .46 1.44 .014 .00 .00 BOX 1327.100 419.781 3.495 423.276 29.75 3.72 .21 423.49 .00 1.20 4.00 2.000 4.000 .00 0 .0 WALL ENTRANCE 1327.100 419.781 3.720 423.501 29.75 1.33 .03 423.53 .00 .91 6.00 5.500 6.000 .00 0 .0 TRANS STR .3162 .0001 .00 3.72 .12 .014 .00 .00 RECTANG n n FILE: 16572eb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 8 -2004 Time: 3: 4:57 TRACT 16572 EAST SIDE FONTANA OUTLET PIPE FLOW BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width jDia. -FTjor I.D.1 ZL jPrs /Pip L /Elem ICh Slope I I I I SF Avel HF SSE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1331.100 421.046 2.459 423.505 29.75 1.27 .03 423.53 .00 .67 9.50 5.500 9.500 .00 0 .0 T1 JUNIPER STORM DRAIN 0 T2 T3 SO 1000.0001395.000 1 1406.000 R 1085.9901396.420 1 .013 .000 .000 0 JX 1091.0301396.570 4 2 3.013 35.300 35.3001399.2001399.200 30.0 30.0 .000 R 1235.0001406.100 4 .013 .000 .000 0 JX 1240.0001406.170 5 .013 R 1684.8001412.750 5 .013 .000 .000 0 JX 1695.0001413.460 7 6 .013 30.6000 1414.750 45.0 .000 R 1786.1701415.680 7 .013 .000 .000 0 JX 1791.1701415.810 9 8 .013 55.600 1416.810 30.0 .000 R 1849.1501417.220 9 .013 .000 .000 0 JX 1854.1501417.342 11 10 .013 12.300 1419.230 45.0 .000 R 2009.0401421.120 11 .013 .000 .000 0 JX 2024.1901421.200 12 .013 R 2369.2201428.700 12 .013 .000 .000 0 JX 2380.4201429.460 14 13 .013 64.800 1430.280 30.0 .000 R 2697.4001436.150 14 .013 .000 .000 0 JX 2702.5901436.260 15 .013 R 2980.0001442.120 15 .013 .000 .000 0 j JX 2985.0001442.190 17 16 .013 27.600 1443.400 45.0 .000 R 3297.4001446.310 17 .013 .000 .000 0 JX 3302.5901446.380 18 .013 R 3513.4601449.160 18 .013 .000 .000 0 R 3560.5501449.780 18 .013 - 14.744 .000 0 R 3607.5401450.400 18 .013 14.390 .000 0 JX 3620.3201451.200 21 19 .013 54.000 1451.100 30.0 .000 R 3643.9401451.720 21 .013 .000 .000 0 JX 3648.9401451.830 21 20 .013 1.700 1453.030 45.0 .000 R 3709.4201453.210 21 .013 .000 .000 0 JX 3715.8901453.300 24 22 23.013 4.500 4.5001454.4601454.460 45.0 45.0 .000 R 3964.4101458.740 24 .013 .000 .000 0 JX 3969.6001458.880 25 .013 R 4308.5701471.390 25 .013 .000 .000 0 JX 4319.3301472.110 29 28 .013 100.600 1472.150 30.0 .000 R 4664.4101479.630 29 .013 .000 .000 0 JX 4669.6001479.800 30 .013 R 4958.3001484.970 30 .013 .000 .000 0 JX 4966.6001485.670 32 31 .013 21.400 1485.980 30.0 .000 R 5302.9401492.510 32 .013 .000 .000 0 JX 5310.6901493.000 34 33 .013 47.300 1493.250 56.6 .000 .000 - 45.000 0 .000 .000 0 R 5340.4601501.660 34 .013 R 5462.4701502.860 34 .013 WE 5462.4701502.850 35 .500 SH 5462.4701502.860 35 1502.860 CD 1 4 1 .000 6.000 .000 .000 .000 .00 CD 2 4 1 .000 2.500 .000 .000 .000 .00 CD 3 4 1 .000 2.500 .000 .000 .000 .00 CD 4 4 1 .000 6.000 .000 .000 .000 .00 CD 5 4 1 .000 6.000 .000 .000 .000 .00 CD 6 4 1 .000 2.500 .000 .000 .000 .00 CD 7 4 1 .000 5.500 .000 .000 .000 .00 CD 8 4 1 .000 3.000 .000 .000 .000 .00 CD 9 4 1 .000 5.500 .000 .000 .000 .00 CD 10 4 1 .000 2.000 .000 .000 .000 .00 CD 11 4 1 .000 5.500 .000 .000 .000 .00 CD 12 4 1 .000 5.500 .000 .000 .000 .00 CD 13 4 1 .000 3.000 .000 .000 .000 .00 CD 14 4 1 .000 5.000 .000 .000 .000 .00 CD 15 4 1 .000 5.000 .000 .000 .000 .00 CD 16 4 1 .000 2.500 .000 .000 .000 .00 CD 17 4 1 .000 5.000 .000 .000 .000 .00 CD 18 4 1 .000 5.000 .000 .000 .000 .00 CD 19 4 1 .000 4.000 .000 .000 .000 .00 CD 20 4 1 .000 2.000 .000 .000 .000 .00 CD 21 4 1 .000 4.500 .000 .000 .000 .00 CD 22 4 1 .000 2.000 .000 .000 .000 .00 CD 23 4 1 .000 2.000 .000 .000 .000 .00 CD 24 4 1 .000 4.500 .000 .000 .000 .00 CD 25 4 1 .000 4.500 .000 .000 .000 .00 CD 26 4 1 .000 3.500 .000 .000 .000 .00 CD 27 4 1 .000 4.000 .000 .000 .000 .00 CD 28 4 1 .000 3.500 .000 .000 .000 .00 CD 29 4 1 .000 4.000 .000 .000 .000 .00 CD 30 4 1 .000 4.000 .000 .000 .000 .00 CD 31 4 1 .000 2.500 .000 .000 .000 .00 CD 32 4 1 .000 3.500 .000 .000 .000 .00 CD 33 4 1 .000 2.500 .000 .000 .000 .00 CD 34 4 1 .000 3.000 .000 .000 .000 .00 CD 35 2 0 .000 3.500 21.000 .000 .000 .00 Q 61.100 .0 .000 - 45.000 0 .000 .000 0 FILE: JUNIPERFINAL.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7 -12 -2004 Time:10:10:25 JUNIPER STORM DRAIN Invert Depth Water Q Vel Vel Energy Super �Critical�Flow Top�Height Base Wtj / INo Wth Station Elev i Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width jDia. -FTjor I.D.1 ZL jPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1000.000 1395.000 11.000 1406.000 556.60 19.69 6.02 1412.02 .00 5.78 .00 6.000 .000 .00 1 .0 85.990 .0165 .0173 1.49 11.00 .00 5.05 .013 .00 .00 PIPE 1085.990 1396.420 11.065 1407.485 556.60 19.69 6.02 1413.50 .00 5.78 .00 6.000 .000 .00 1 .0 JUNCT STR 0297 .0152 .08 11.07 .00 .013 .00 .00 PIPE 1091.030 1396.570 13.369 1409.938 486.00 17.19 4.59 1414.53 .00 5.64 .00 6.000 .000 .00 1 .0 93.635 .0662 .0132 1.23 13.37 .00 2.81 .013 .00 .00 PIPE 1184.665 1402.768 8.403 1411.171 486.00 17.19 4.59 1415.76 .00 5.64 .00 6.000 .000 .00 1 .0 HYDRAULIC JUMP 1184.665 1402.768 3.877 1406.645 486.00 25.15 9.82 1416.47 .00 5.64 5.74 6.000 .000 .00 1 .0 16.394 .0662 .0221 .36 3.88 2.41 2.81 .013 .00 .00 PIPE 1201.059 1403.853 4.043 1407.896 486.00 23.98 8.93 1416.82 .00 5.64 5.63 6.000 .000 .00 1 .0 13.617 .0662 .0197 .27 4.04 2.23 2.81 .013 .00 .00 PIPE 1214.676 1404.755 4.221 1408.976 486.00 22.86 8.12 1417.09 .00 5.64 5.48 6.000 .000 .00 1 .0 11.201 .0662 .0176 .20 4.22 2.05 2.81 .013 .00 .00 PIPE 1225.877 1405.496 4.414 1409.910 486.00 21.80 7.38 1417.29 .00 5.64 5.29 6.000 .000 .00 1 .0 9.123 .0662 .0157 .14 4.41 1.87 2.81 .013 .00 .00 PIPE 1235.000 1406.100 4.624 1410.724 486.00 20.78 6.71 1417.43 .00 5.64 5.04 6.000 .000 .00 1 .0 JUNCT STR .0140 .0149 .07 4.62 1.70 .013 .00 .00 PIPE n n n FILE: JUNIPERFINAL.WSW W S P G W- CIVILDESIGN Version 14.03 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING JUNIPER STORM DRAIN PAGE 2 Date: 7 -12 -2004 Time:10:10:25 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia. -FTIor I.D.1 ZL jPrs /Pip L /Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1240.000 1406.170 4.622 1410.792 486.00 20.79 6.71 1417.51 .00 5.64 5.05 6.000 .000 .00 1 .0 444.800 .0148 .0154 6.86 4.62 1.70 4.64 .013 .00 .00 PIPE 1684.800 1412.750 4.489 1417.239 486.00 21.42 7.12 1424.36 .00 5.64 5.21 6.000 .000 .00 1 .0 JUNCT STR .0696 .0170 .17 4.49 1.81 .013 .00 .00 PIPE 1695.000 1413.460 4.561 1418.021 455.40 21.62 7.26 1425.28 .00 5.31 4.14 5.500 .000 .00 1 .0 19.337 .0244 .0178 .34 4.56 1.69 3.96 .013 .00 .00 PIPE 1714.337 1413.931 4.633 1418.564 455.40 21.32 7.06 1425.62 .00 5.31 4.01 5.500 .000 .00 1 .0 48.534 .0244 .0169 .82 4.63 1.63 3.96 .013 .00 .00 PIPE 1762.871 1415.113 4.914 1420.027 455.40 20.33 6.42 1426.44 .00 5.31 3.39 5.500 .000 .00 1 .0 23.299 .0244 .0162 .38 4.91 1.39 3.96 .013 .00 .00 PIPE 1786.170 1415.680 5.308 1420.988 455.40 19.38 5.83 1426.82 .00 5.31 2.02 5.500 .000 .00 1 .0 JUNCT STR .0260 .0151 .08 5.31 1.00 .013 .00 .00 PIPE 1791.170 1415.810 7.513 1423.323 399.80 16.83 4.40 1427.72 .00 5.19 .00 5.500 .000 .00 1 .0 57.980 .0243 .0142 .82 7.51 .00 3.60 .013 .00 .00 PIPE 1849.150 1417.220 6.925 1424.145 399.80 16.83 4.40 1428.54 .00 5.19 .00 5.500 .000 .00 1 .0 JUNCT STR 0244 .0137 .07 6.93 .00 .013 .00 .00 PIPE 1854.150 1417.342 7.360 1424.702 387.50 16.31 4.13 1428.83 .00 5.16 .00 5.500 .000 .00 1 .0 10.484 .0244 .0133 .14 7.36 .00 3.52 .013 .00 .00 PIPE 0 0 0 FILE: JUNIPERFINAL.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7 -12 -2004 Time:10:10:25 JUNIPER STORM DRAIN +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.j Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I SF Avel HF SSE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1864.634 1417.598 7.244 1424.842 387.50 16.31 4.13 1428.97 .00 5.16 .00 5.500 .000 .00 1 .0 HYDRAULIC JUMP 1864.634 1417.598 3.684 1421.281 387.50 22.91 8.15 1429.43 .00 5.16 5.17 5.500 .000 .00 1 .0 10.255 .0244 .0213 .22 3.68 2.23 3.52 .013 .00 .00 PIPE 1874.889 1417.848 3.691 1421.539 387.50 22.85 8.11 1429.65 .00 5.16 5.17 5.500 .000 .00 1 .0 134.151 .0244 .0201 2.70 3.69 2.22 3.52 .013 .00 .00 PIPE 2009.040 1421.120 3.854 1424.974 387.50 21.79 7.37 1432.35 .00 5.16 5.04 5.500 .000 .00 1 .0 JUNCT STR .0053 .0194 .29 3.85 2.04 .013 .00 .00 PIPE 2024.190 1421.200 3.790 1424.990 387.50 22.20 7.65 1432.64 .00 5.16 5.09 5.500 .000 .00 1 .0 109.641 .0217 .0193 2.11 3.79 2.11 3.66 .013 .00 .00 PIPE 2133.831 1423.583 3.872 1427.455 387.50 21.67 7.29 1434.75 .00 5.16 5.02 5.500 .000 .00 1 .0 120.756 .0217 .0177 2.14 3.87 2.02 3.66 .013 .00 .00 PIPE 2254.586 1426.208 4.049 1430.257 387.50 20.66 6.63 1436.89 .00 5.16 4.85 5.500 .000 .00 1 .0 69.893 .0217 .0159 1.11 4.05 1.85 3.66 .013 .00 .00 PIPE 2324.480 1427.727 4.242 1431.969 387.50 19.70 6.03 1438.00 .00 5.16 4.62 5.500 .000 .00 1 .0 44.740 .0217 .0143 .64 4.24 1.68 3.66 .013 .00 .00 PIPE 2369.220 1428.700 4.458 1433.158 387.50 18.79 5.48 1438.64 .00 5.16 4.31 5.500 .000 .00 1 .0 JUNCT STR .0679 .0172 .19 4.46 1.51 .013 .00 .00 PIPE n n FILE: JUNIPERFINAL.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 4 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7 -12 -2004 Time:10:10:25 JUNIPER STORM DRAIN Invert Depth Water Q Vel Vel ( Energy I Super ICriticalIFlow ToplHeight /lSase Wtj INo Wth Station I Elev (FT) Elev I (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia. -FTjor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Ave) HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch r,r * * *w *rte I,tx�,er * *r* I,r *+rrw,t�r I * * * * *,t•,►,t I,wr,►e *rrr• I,rt *,t ,t ,t ,r I,ew,t,t *�* I * * *,r,r�w,tr I ���,tr *w I *rrr,r * *� I *r * «•rtw I *,ts * * ** I *r,wr,t,t* I *t,t ** I+rr *,rrr* 2380.420 1429.460 3.575 1433.035 322.70 21.48 7.17 1440.20 .00 4.74 4.51 5.000 .000 .00 1 .0 316.980 .0211 .0199 6.30 3.57 2.08 3.55 .013 .00 .00 PIPE 2697.400 1436.150 3.705 1439.855 322.70 20.69 6.65 1446.50 .00 4.74 4.38 5.000 .000 .00 1 .0 JUNCT STR 0212 .0190 .10 3.70 1.93 .013 .00 .00 PIPE 2702.590 1436.260 3.709 1439.969 322.70 20.66 6.63 1446.60 .00 4.74 4.38 5.000 .000 .00 1 .0 67.559 .0211 .0186 1.25 3.71 1.93 3.55 .013 .00 .00 PIPE 2770.149 1437.687 3.776 1441.463 322.70 20.28 6.39 1447.85 .00 4.74 4.30 5.000 .000 .00 1 .0 102.782 .0211 .0173 1.78 3.78 1.86 3.55 .013 .00 .00 PIPE 2872.931 1439.858 3.961 1443.819 322.70 19.34 5.81 1449.63 .00 4.74 4.06 5.000 I 1 .000 .00 1 1 .0 58.092 .0211 .0156 .91 3.96 1.68 3.55 .013 .00 .00 PIPE 2931.023 1441.085 4.170 1445.255 322.70 18.44 5.28 1450.54 .00 4.74 3.72 5.000 .000 .00 1 .0 34.406 .0211 .0143 .49 4.17 1.50 3.55 .013 .00 .00 PIPE 2965.429 1441.812 4.416 1446.228 322.70 17.58 4.80 1451.03 .00 4.74 3.21 5.000 .000 .00 1 .0 14.571 .0211 .0135 .20 4.42 1.30 3.55 .013 .00 .00 PIPE 2980.000 1442.120 4.743 1446.863 322.70 16.76 4.36 1451.23 .00 4.74 2.21 5.000 .000 .00 1 C JUNCT STR .0140 .0131 .07 4.74 1.00 .013 .00 .00 PIPE 2985.000 1442.190 6.118 1448.308 295.10 15.03 3.51 1451.82 .00 4.65 .00 5.000 .000 .00 1 C 312.400 .0132 .0128 4.01 6.12 .00 4.04 .013 .00 .00 PIPE n n n FILE: JUNIPERFINAL.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 5 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7 -12 -2004 Time:10:10:25 JUNIPER STORM DRAIN Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight /lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width (Dia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I SF Aver HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 3297.400 1446.310 6.009 1452.319 295.10 15.03 3.51 1455.83 .00 4.65 .00 5.000 .000 .00 1 .0 JUNCT STR .0135 .0128 .07 6.01 .00 .013 .00 .00 PIPE 3302.590 1446.380 6.006 1452.386 295.10 15.03 3.51 1455.89 .00 4.65 .00 5.000 .000 .00 1 .0 210.870 .0132 .0128 2.71 6.01 .00 4.04 .013 .00 .00 PIPE 3513.460 1449.160 5.933 1455.093 295.10 15.03 3.51 1458.60 .00 4.65 .00 5.000 .000 .00 1 .0 47.090 .0132 .0128 .60 .00 .00 4.04 .013 .00 .00 PIPE 3560.550 1449.780 6.201 1455.982 295.10 15.03 3.51 1459.49 .00 4.65 .00 5.000 .000 .00 1 .0 46.990 .0132 .0128 .60 .00 .00 4.04 .013 .00 .00 PIPE 3607.540 1450.400 6.465 1456.865 295.10 15.03 3.51 1460.37 .00 4.65 .00 5.000 .000 .00 1 .0 JUNCT STR 0626 .0139 .18 6.47 .00 .013 .00 .00 PIPE 3620.320 1451.200 6.856 1458.056 241.10 15.16 3.57 1461.62 .00 4.25 .00 4.500 .000 .00 1 .0 23.620 .0220 .0150 .36 6.86 .00 3.12 .013 .00 .00 PIPE 3643.940 1451.720 6.691 1458.411 241.10 15.16 3.57 1461.98 .00 4.25 .00 4.500 .000 .00 1 .0 JUNCT STR 0220 .0149 .07 6.69 .00 .013 .00 .00 PIPE 3648.940 1451.830 6.755 1458.584 239.40 15.05 3.52 1462.10 .00 4.24 .00 4.500 .000 .00 1 .0 60.480 .0228 .0148 .90 6.75 .00 3.06 .013 .00 .00 PIPE 3709.420 1453.210 6.271 1459.481 239.40 15.05 3.52 1463.00 .00 4.24 .00 4.500 .000 .00 1 .0 JUNCT STR .0139 .0143 .09 6.27 .00 .013 .00 .00 PIPE n n n FILE: JUNIPERFINAL.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 6 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7 -12 -2004 Time:10:10:25 JUNIPER STORM DRAIN +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + ++ + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow TopIHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I SF Ave) HP ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 3715.890 1453.300 6.774 1460.074 230.40 14.49 3.26 1463.33 .00 4.20 .00 4.500 .000 .00 1 .0 57.225 .0219 .0137 .79 6.77 .00 3.02 .013 .00 .00 PIPE 3773.115 1454.553 6.306 1460.859 230.40 14.49 3.26 1464.12 .00 4.20 .00 4.500 .000 .00 1 .0 HYDRAULIC JUMP 3773.115 1454.553 2.852 1457.404 230.40 21.68 7.30 1464.70 .00 4.20 4.34 4.500 .000 .00 1 .0 4.469 .0219 .0258 .12 2.85 2.44 3.02 .013 .00 .00 PIPE 3777.584 1454.650 2.851 1457.501 230.40 21.68 7.30 1464.80 .00 4.20 4.34 4.500 .000 .00 1 .0 110.573 .0219 .0275 3.04 2.85 2.44 3.02 .013 .00 .00 PIPE 3888.157 1457.071 2.738 1459.809 230.40 22.74 8.03 1467.84 .00 4.20 4.39 4.500 .000 .00 1 .0 76.253 .0219 .0310 2.37 2.74 2.64 3.02 .013 .00 .00 PIPE 3964.410 1458.740 2.632 1461.372 230.40 23.85 8.83 1470.20 .00 4.20 4.43 4.500 .000 .00 1 .0 JUNCT STR .0270 .0330 .17 2.63 2.85 .013 .00 .00 PIPE 3969.600 1458.880 2.627 1461.507 230.40 23.90 8.87 1470.37 .00 4.20 4.44 4.500 .000 .00 1 .0 113.660 .0369 .0314 3.57 2.63 2.86 2.54 .013 .00 .00 PIPE 4083.260 1463.075 2.722 1465.797 230.40 22.90 8.14 1473.94 .00 4.20 4.40 4.500 .000 .00 1 .0 70.219 .0369 .0280 1.96 2.72 2.67 2.54 .013 .00 .00 PIPE 4153.479 1465.666 2.834 1468.500 230.40 21.83 7.40 1475.90 .00 4.20 4.35 4.500 .000 .00 1 .0 45.655 .0369 .0248 1.13 2.83 2.47 2.54 .013 .00 .00 PIPE 0 FILE: JUNIPERFINAL.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 7 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7 -12 -2004 Time:10:10:25 JUNIPER STORM DRAIN Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight /ISase Wti INO Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch * *,r *,r *r,e* I * * * * * * * *« I ,►,tr ♦ffrt I r,r,r * # *�r* I « *,r,ta�,r,t,t I * * *r *r,t I,tr,tr,tr* I rt,r « *��rr I * * * * *rt I �,t +r * * *a I � *,t ,t ,t * *r I ,rr,tr,t,t* I * * *�,► ** I + *t *t I w,r,t *�,tr 4199.134 -i- I I 1467.351 -I- I 2.954 -I- 1470.305 -I- I I 230.40 20.82 I 6.73 I 1477.03 .00 I 4.20 I 4.27 I 4.500 I I .000 .00 I 1 .0 32.591 .0369 I I I -I- I I -I- -I- .0220 -I- .72 -I- 2.95 -I- 2.28 -I- 2.54 -I- .013 -I- .00 .00 1- PIPE 4231.725 1468.554 3.081 1471.635 230.40 19.85 I 6.12 I 1477.75 .00 I 4.20 i 4.18 I 4.500 I I .000 .00 I 1 .0 24.199 .0369 I I I .0196 .48 3.08 2.10 2.54 .013 .00 .00 I_ PIPE 4255.924 -I- i 1469.447 -I- 3.219 -I- 1472.666 I 230.40 18.92 I 5.56 I 1478.23 .00 I 4.20 I 4.06 I 4.500 I I .000 .00 I 1 .0 18.416 .0369 I -I- -I- -I- -I- .0175 -i- .32 -I- 3.22 -I- 1.93 2.54 -I- -I- .013 -I- .00 .00 1- PIPE 4274.339 I 1470.127 3.368 I 1473.495 I I 230.40 18.04 I 5.06 I 1478.55 .00 I 4.20 I 3.91 I 4.500 I I .000 .00 I 1 .0 13.973 .0369 I .0158 .22 3.37 1.76 2.54 .013 .00 .00 PIPE 4288.313 1470.642 I 3.532 i 1474.175 I I 230.40 17.20 I 4.60 i 1478.77 .00 I 4.20 I 3.70 I 4.500 I I .000 .00 I 1 .0 -I- 10.356 -I- .0369 I -I- -I- -I- -I- -I- .0142 -I- .15 -I- 3.53 -I- 1.59 -I- 2.54 -I- .013 -I- .00 .00 I- PIPE 4298.668 -I- 1471.025 -I- I 3.715 -I- I 1474.740 -i- I I 230.40 -I- 16.40 I 4.18 I 1478.92 .00 I 4.20 I 3.42 I 4.500 I I .000 .00 I 1 .0 6.937 .0369 I I I -I- -I- .0130 -I- .09 -I- 3.72 -I- 1.43 2.54 -I- -I- .013 -I- .00 .00 1- PIPE 4305.605 1471.281 I 3.929 1475.210 I 230.40 15.64 I 3.80 I 1479.01 .00 I 4.20 I 3.00 I 4.500 I I .000 .00 I 1 .0 2.965 .0369 I I I .0122 .04 3.93 1.24 2.54 .013 .00 .00 PIPE 4308.570 1471.390 I 4.202 1475.592 I 230.40 14.91 i 3.45 I 1479.04 .00 i 4.20 I 2.24 I 4.500 I I .000 .00 i 1 .0 JUNCT STR .0669 .0100 .11 4.20 1.00 .013 .00 .00 PIPE 4319.330 I 1472.110 I 6.213 I 1478.323 I I 129.80 10.33 I 1.66 I 1479.98 .00 I 3.41 I .00 I 4.000 I I .000 .00 I 1 .0 97.792 .0218 .0082 .80 6.21 .00 2.26 .013 .00 .00 I_ PIPE n n FILE: JUNIPERFINAL.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 8 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7 -12 -2004 Time:10:10:25 JUNIPER STORM DRAIN Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev I (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 4417.122 1474.241 4.879 1479.120 129.80 10.33 1.66 1480.78 .00 3.41 .00 4.000 .000 .00 1 .0 HYDRAULIC JUMP 4417.122 1474.241 2.282 1476.523 129.80 17.52 4.77 1481.29 .00 3.41 3.96 4.000 .000 .00 1 .0 112.176 .0218 .0208 2.34 2.28 2.26 2.26 .013 .00 .00 PIPE 4529.297 1476.686 2.304 1478.990 129.80 17.32 4.66 1483.65 .00 3.41 3.95 4.000 .000 .00 1 .0 135.113 .0218 .0193 2.61 2.30 2.22 2.26 .013 .00 .00 PIPE 4664.410 1479.630 2.397 1482.027 129.80 16.51 4.23 1486.26 .00 3.41 3.92 4.000 .000 .00 1 .0 JUNCT STR 0328 .0179 .09 2.40 2.06 .013 .00 .00 PIPE 4669.600 1479.800 2.422 1482.222 129.80 16.31 4.13 1486.35 .00 3.41 3.91 4.000 .000 .00 1 .0 198.015 .0179 .0169 3.34 2.42 2.02 2.41 .013 .00 .00 PIPE 4867.615 1483.346 2.494 1485.840 129.80 15.75 3.85 1489.69 .00 3.41 3.88 4.000 .000 .00 1 .0 90.685 .0179 .0152 1.38 2.49 1.90 2.41 .013 .00 .00 PIPE 4958.300 1484.970 2.599 1487.569 129.80 15.02 3.50 1491.07 .00 3.41 3.82 4.000 .000 .00 1 .0 JUNCT STR .0843 .0175 .15 2.60 1.76 .013 .00 .00 PIPE 4966.600 1485.670 2.258 1487.928 108.40 16.52 4.24 1492.16 .00 3.16 3.35 3.500 .000 .00 1 .0 179.457 .0203 .0217 3.90 2.26 2.08 2.27 .013 .00 .00 PIPE 5146.057 1489.320 2.189 1491.509 108.40 17.12 4.55 1496.06 .00 3.16 3.39 3.500 .000 .00 1 .0 96.502 .0203 .0242 2.33 2.19 2.21 2.27 .013 .00 .00 PIPE FILE: JUNIPERFINAL.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 9 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7 -12 -2004 Time:10:10:25 JUNIPER STORM DRAIN +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel l Energy l Super lCriticallFlow ToplHeight /lBase Wtl lNo Wth Station l Elev (FT) Elev i (CFS) l (FPS) Head l Grd.El.l Elev l Depth l Width lDia. -FTlor I.D.1 ZL lPrs /Pip L /Elem [Ch Slope l SF Avel HF ISE DpthlFroude NlNorm Dp l "N" l X -Fall ZR lType Ch 5242.559 I I 1491.282 -l- I 2.102 1493.384 -l- I I 108.40 17.96 i 5.01 I 1498.39 .00 I 3.16 I 3.43 I I 3.500 I .000 .00 i 1 .0 -l- 60.381 .0203 -i- -l- -i- -l- .0273 -l- 1.65 -i- 2.10 -l- 2.38 -l- 2.27 -l- .013 -i- .00 .00 1- PIPE 5302.940 I I 1492.510 I 2.021 1494.531 I I 108.40 18.83 I 5.51 I 1500.04 .00 I 3.16 I 3.46 I 3.500 I I .000 .00 I 1 .0 -l- JUNCT STR -l- 0632 -l- -i- -i- -l- -l- .0620 -l- .48 -l- 2.02 -l- 2.57 -l- -l- .013 -l- .00 .00 l- PIPE 5310.690 1493.000 1.121 1494.121 61.10 25.35 9.98 1504.10 .00 2.52 2.90 3.000 .000 .00 1 .0 1.255 .2909 .0932 .12 1.12 4.90 .84 .013 .00 .00 PIPE 5311.945 1493.365 1.132 1494.497 61.10 25.02 9.72 1504.22 .00 2.52 2.91 3.000 .000 .00 1 .0 4.109 .2909 .0859 .35 1.13 4.81 .84 .013 .00 .00 PIPE 5316.055 1494.561 1.173 1495.734 61.10 23.85 8.83 1504.57 .00 2.52 2.93 3.000 .000 .00 1 .0 3.531 .2909 .0754 .27 1.17 4.49 .84 .013 .00 .00 PIPE 5319.586 1495.588 1.215 1496.803 61.10 22.74 8.03 1504.83 .00 2.52 2.95 3.000 .000 .00 1 .0 3.048 .2909 .0662 .20 1.22 4.20 .84 .013 .00 .00 PIPE 5322.634 1496.475 1.260 1497.735 61.10 21.68 7.30 1505.04 .00 2.52 2.96 3.000 .000 .00 1 .0 -l- 2.654 -l- .2909 -l- -l- -l- -l- -l- .0581 -l- .15 -l- 1.26 -l- 3.92 -l- .84 -l- .013 -l- .00 .00 1- PIPE 5325.288 1497.247 1.306 1498.553 61.10 20.68 6.64 1505.19 .00 2.52 2.97 3.000 .000 .00 1 .0 2.315 .2909 .0510 .12 1.31 3.66 .84 .013 .00 .00 PIPE 5327.604 I 1497.920 I 1.354 I 1499.274 I I 61.10 19.71 I 6.03 I 1505.31 .00 I 2.52 I 2.99 I 3.000 I I .000 .00 I 1 .0 2.022 .2909 .0449 .09 1.35 3.41 .84 .013 .00 .00 l_ PIPE n n IC FILE: JUNIPERFINAL.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 10 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7 -12 -2004 Time:10:10:25 JUNIPER STORM DRAIN +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel Energy Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev i (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I ( SF Avel HF ISE DpthIFroude NINorm Dp I "N" { X -Fall ZR IType Ch 5329.626 1498.509 1.405 1499.914 61.10 18.80 5.49 1505.40 .00 2.52 2.99 3.000 .000 .00 1 .0 1.772 .2909 .0395 .07 1.41 3.18 .84 .013 .00 .00 PIPE 5331.398 1499.024 1.458 1500.482 61.10 17.92 4.99 1505.47 .00 2.52 3.00 3.000 .000 .00 1 .0 1.555 .2909 .0347 .05 1.46 2.96 .84 .013 .00 .00 PIPE 5332.954 1499.477 1.513 1500.990 61.10 17.09 4.53 1505.52 .00 2.52 3.00 3.000 .000 .00 1 .0 1.356 .2909 .0306 .04 1.51 2.76 .84 .013 .00 .00 PIPE 5334.310 1499.871 1.572 1501.443 61.10 16.29 4.12 1505.56 .00 2.52 3.00 3.000 .000 .00 1 .0 1.188 .2909 .0270 .03 1.57 2.57 .84 .013 .00 .00 PIPE 5335.499 1500.217 1.633 1501.850 61.10 15.53 3.75 1505.60 .00 2.52 2.99 3.000 .000 .00 1 .0 1.036 .2909 .0238 .02 1.63 2.39 .84 .013 .00 .00 PIPE 5336.534 1500.518 1.697 1502.215 61.10 14.81 3.41 1505.62 .00 2.52 2.97 3.000 .000 .00 1 .0 .896 .2909 .0210 .02 1.70 2.22 .84 .013 .00 .00 PIPE 5337.430 1500.779 1.765 1502.544 61.10 14.12 3.10 1505.64 .00 2.52 2.95 3.000 .000 .00 1 .0 .770 .2909 .0186 .01 1.77 2.06 .84 .013 .00 .00 PIPE 5338.199 1501.002 1.837 1502.840 61.10 13.46 2.81 1505.65 .00 2.52 2.92 3.000 .000 .00 1 .0 .656 .2909 .0165 .01 1.84 1.90 .84 .013 .00 .00 PIPE 5338.855 1501.193 1.913 1503.106 61.10 12.84 2.56 1505.67 .00 2.52 2.88 3.000 .000 .00 1 .0 .549 .2909 .0146 .01 1.91 1.76 .84 .013 .00 .00 PIPE 0 , 0 0 FILE: JUNIPERFINAL.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE it Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7 -12 -2004 Time:10:10:25 JUNIPER STORM DRAIN +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 5339.404 1501.353 1.994 1503.347 61.10 12.24 2.33 1505.67 .00 2.52 2.83 3.000 .000 .00 1 .0 .448 .2909 .0130 .01 1.99 1.62 .84 .013 .00 .00 PIPE 5339.852 1501.483 2.081 1503.564 61.10 11.67 2.11 1505.68 .00 2.52 2.77 3.000 .000 .00 1 .0 .352 .2909 .0116 .00 2.08 1.49 .84 .013 .00 .00 PIPE 5340.204 1501.585 2.175 1503.760 61.10 11.13 1.92 1505.68 .00 2.52 2.68 3.000 .000 .00 1 .0 .256 .2909 .0104 .00 2.18 1.37 .84 .013 .00 .00 PIPE 5340.460 1501.660 2.278 1503.938 61.10 10.61 1.75 1505.69 .00 2.52 2.56 3.000 .000 .00 1 .0 21.969 .0098 .0098 .22 2.28 1.25 2.28 .013 .00 .00 PIPE 5362.429 1501.876 2.279 1504.155 61.10 10.60 1.75 1505.90 .00 2.52 2.56 3.000 .000 .00 1 .0 88.272 .0098 .0093 .82 2.28 1.25 2.28 .013 .00 .00 PIPE 5450.702 1502.744 2.392 1505.136 61.10 10.11 1.59 1506.72 .00 2.52 2.41 3.000 .000 .00 1 .0 11.769 .0098 .0084 .10 2.39 1.13 2.28 .013 .00 .00 PIPE 5462.470 1502.860 2.521 1505.381 61.10 9.64 1.44 1506.82 .00 2.52 2.20 3.000 .000 .00 1 .0 WALL ENTRANCE 5462.470 1502.860 5.118 1507.978 61.10 .57 .01 1507.98 .00 .64 21.00 3.500 21.000 .00 0 .0 Aj Reference material A [A 14 City of Fontana A APPENDIX A DETENTION BASIN POLICY AND DESIGN CRITERIA DETENTION BASIN POLICY AND DESIGN CRITERIA A. DETENTION BASIN POLICY 1. GENERAL New development may increase flood hazards to downstream properties unless adequate . drainage facilities are provided to mitigate potential drainage problems. The most desirable mitigation of potential drainage problems is the construction of street improvements and /or permanent drainage facilities to convey the increased drainage flows generated by the development. The drainage facilities and /or street system should be connected to an ultimate drainage system and, if possible. the drainage system should be designed arid constructed as part of the City's comprehensive storm drain plan. Detention basins are often used as a part of the regional flood control system or as a temporary part of the local, ultimate drainage system. A regional detention facility is normally used to decrease and /or regulate downstream drainage flows, decrease the size of downstream drainage systems, or to provide for water conservation. Regional detention basin are normalcy constructed as a part of the San Bernardino County Flood Control District system or are basins that can be incorporated into the Flood Control's District's existing or proposed drainage system. Except for regional detention basins and water conservation basins, detention basins will not normally be permitted as a permanent part of the ultimate drainage system. This is due to the relatively high maintenance factors, nuisance factors, potential safety hazards, and the general lack of equipment and expertise of the City in maintaining such basins. Except for joint use basins, at locations where such joint use is practical and desirable, and regional basins are described above, the use of permanent detention basins will not normally be permitted. The use of interim, local detention basins is discussed below and conditions for the use of the basins are provided. Definitions of regional, local, interim and joint use basins are provided in B, 1, - Detention Basin Design Criteria' 1 • 2. USE OF INTERIM. LOCAL DETENTION BASINS In the event it is shown to be uneconomical or otherwise impractical to connect to an existing portion of the ultimate drainage or flood control system, the use of interim, local detention basins will be permitted. Local detention basins are difficult to monitor, expensive to maintain, any may become a public nuisance. Therefore, interim detention basins shall only be used when the following conditions are met a. In the opinion of the City Engineer, the construction of an ultimate drainage system to serve the development is not economically feasible or practical. b. The interim basins can be demonstrated to adequately mitigate downstream drainage flows. c. Sufficient detailed data to ensure their feasibility shall be provided prior - to Planning Commission approval. d. A maintenance and inspection program for the detention basins shall be established for each development Funding shall be assured until such time as the ultimate drainage system can be constructed. e. Sufficient design information and details shall be provided to show that the interim basins can be removed in the future and the development drainage system can be integrated into the ultimate drainage system unless this condition is waived by the City Engineer. 3. USE OF JOINT USE DETENTION BASINS Joint use basins shall be utilized only in those conditions where it is shown to be uneconomical or otherwise impractical to construct or connect to an existing portion of the ultimate drainage system, and a beneficial joint use for the facility can be demonstrated. The same general conditions listed in Section A,2 above shall be met If the joint use basin is to be considered a permanent facility, Section A,2,e, will not be necessary. The basin shall be site specific and shall be approved by all agencies involved. 2 • B. DETENTION BASIN DESIGN CRITERIA The following design parameters and criteria are provided as guidelines to ensure proper detention basin design, construction and operation. When absolutely necessaryy and dependent upon site conditions, these guidelines may be modified if approved in writing. by the City Engineer. An engineering report will be necessary to justify and support any modifications. 1. QEFINITIONS • a. Regional Detention Basin 1) A basin which can be incorporated into the Flood Control District's existing or proposed drainage system, 2) Basin owned and operated by the Flood Control District, although it may be joint use, and 3) A basin which will reduce the downstream peak flow rate and the necessary downstream storm drain size. b. - Local Detention Basin 1) A basin which will not be incorporated into the Flood Control District's existing or proposed drainage system. 2) A basin owned by an individual or organization other than the Flood Control District, and 3) A basin which will reduce the downstream peak flow rate, but will not be considered in downsizing future downstream storm drains.. c. Joint Use Detention Basin A regional or local detention basin which has an additional use such as football field, parking lot, golf course, lake, etc. d. Temporary Detention Basin 1) A local detention basin used to reduce downstream peak flow rates until ultimate storm drain facilities can be constructed as part of a phased development, and 2) Generally, the life of the basin shall not exceed 10 years. 3 e. Design Criteria Regional detention basins are assumed to be a part of the regional drainage system and. therefore. will be incorporated into the District drainage system. All regional detention basins will be designed in accordance with the San Bernardino County Flood Control Districts "Detention Basin Design Criteria.' Local. temporary and ioint use basins shall be designed in ,accordance with these standards. 2. BASIN CAPACITY AND OUTLET OgpIN a. When a basin is to be used to mitigate downstream impacts due to increased flows generated by a development, the basin - capacity and outlet size shall be such that the post- development peak flow rate generated by the development shall be Tess than or equal to 90% of the pre - development peak flow rate from the site for as frequency storms up to and including 100 -year. 1) Only 2, 10, 25 and 100 -year storms need to be analyzed. 2) Additional studies shall be submitted where there exists more than one basin in the drainage area under review. The studies shall address the timing of the peak flow rates from the basins to ensure downstream flow rates are not increased. b. When a basin (generally regional or regional joint use) is to be used to reduce the size of a master planned downstream drainage facility, the basin capacity and outlet size shall be such that the 100 -year basin peak overflow rate is not greater than the downstream facility's design capacity. 1) If the basin outlets into a Flood Control District channel, open channel design capacities shall be per the San Bernardino County Flood Control District criteria and - policy. A permit from the Flood Control District will be required. - 2) Pressure flow dosed conduits shall be designed such that the hydraulic grade line is below the ground or street surface. In those reaches where no surface flow will be 4 intercepted (now or in the future). a hydraulic grade line which encroaches on or is slightly higher than the ground or street surface win be acceptable. 3) Non - pressure now closed conduit capacities shall be based on a low depth no greater than 0.8 times the conduit diameter or height C. where downstream erosion is a major concern, the duration of erosive flow veloc ides for ag frequency storms shag not be substantially increased unless other forms of mitigation are provided. This can be accomplished by reducing the peak flow rate further than that required above. * Refer to 'Handbook d Hydraulics' by Horace Williams }(Ing and Earnest F. gamer and 'Open Channel Hydraulics;' by Von To Chow. ph.&. for erosive flow velocities, In cases such as this, special studies and design may be required. . d. When there wrists a potential for debris entering the basin, the basin capacity shag be increased or a desMV basin provided to acxommodate the debris production generated from a 100 -year storm . four years after a bum fai(er the entire watershed). Pius 20% due to* maintenance uncertainties, 1) For all basins where a significant amount - of debris acuunulation is anticipated, a debris disposal area or areas may be required 2) - A New Method of Estimating Debris - Storage Requirements for Debris BasLr by Fred E. Tatum of the U.S. Army Corps of Engineers shag be used for determining the 100 -year debris volume. 3) The basin capacity for local detention basins fed by natural drainage courses or earth channels with undeveloped watershed less than 0.5 square mile shag be enlarged to handle an additional We years of accumulated annual debris based on the attached Figure 1. For basins fed by natural drainage courses with watersheds larger than 0.5 square mile, a special debris study may be necessary, or a regional detention basin shall be utilized. 4) The basin capacity for detention basins located in watersheds known to have a high risk of burning shall be increased as determined by the City Engineer. 5 q e. Outlet Drain t) The outlet pipe for all banns except temporary basins shall be a minimum 24 -inch RC? (1,350 D minimum) for local basins. The outlet pipe or conduit shall be ereased with cutoff collars per the 'Los Angeles C xMty Flood Control Design Manual - Debris Dams and Basins; or designed per 'Section 242, Cut- and -Cover Conduit Detair of the Bureau of Redamation's publication 'Design of Small Dams.' - 2) Reinforced concrete collars generally from 2 to 3 feet high, 12 to 18 inches wide, and spaced from 7 to 10 times their height shall be provided 3) Ali joints for pipes not encased shag be rubber gasketed. 4) The pipe shah be capable of withstanding H We loads plus the applicable dead bads. N 5) Erosion control measums shag be provided at the outlet of the basin outlet pipe. 6) Temporary basin Oft pipes may be a minimum 244nch CMP. 12 -gauge with seep rings,. Design considerations shall be as stated above. 7) A metered outlet strutsure may be necessary to provide the necessary flow attenuation for ail firequency storms. " r shaped weirs and notched weirs are preferred over• other alternates because they do not plug whh debris and trash as easily as other designs. "This conditlon may be waived on a case -by -case basis by the City Engineer, depending upon severity of drainage problems. 8) All detention basin outlets should be sized so the basin wig drain within 24 hours after the basin reaches its 100 -year peak depth /volume. If the basin does not drain in 24 hours, further studies using longer duration storms mnll be necessary. The basin storage volume (cap*) may need to be irnxeased to accommodate subsequent storm& ' �C 9) Trash racks shall be provided at the inlet to the basin outlet structure(s). 1 10) Where warranted, and at the discretion of the City Engineer, a depth gauge shall be provided on the basin outlet structure in order to monitor debris deposition and basin operation. 11) Anti -vortex devices shall be provided where warranted. f.- Analysis Methodology 1) Pre- development and post - development peak flow rates shall ' be developed during the procedures outlined in the San Bemardino County Hydrology Manual, except as modified below. The input parameters (procedures) described in the manual shall be modified as follows when calculating the pre- development peak flow rates: a) 10-year peak flow rates shall be calculated using 5- _ year rainfall, b) 25 -year peak flow rates shall be calculated using 10- year rainfall, and c) 100 -year peak flow rates shall be calculated using 25- year rainfall, and AMCII. The basin outflow shall be metered to 90% of the calculated pre - development peak" flow rates. The post- development peak flow rates -t6 the basin shall be calculated in accordance with the County Hydrology Manual. 2) Basin inflow hydrographs shall be developed using the procedures outlined in the San Bernardino County Hydrology Manual, as modified. 3) Basin outflow hydrograph routing shall be developed by the Modified Puts Method. 4) Channel hydrograph routing shall be calculated by the convex channel routing methods or by moving the hydrograph utilizing travel time. 3. WATER SURFACE ELEVATION AND DEPTH a. Local and Temporary Basins 1) - Generally, no more than 5096 of the basin's 100 -year storage depth should be above existing ground, i.e., 50% or more of the 100 -year minimum storage depth must be below the lowest ground outside basin. When feasible, the 100 -year design water surface elevation should be at or below existing natural ground. 7 • 2) The basin's maximum water depth for 100 -year design should be 8 feet or less. Reference is made to 3,a(3) and 3,b,(2) below. 3) When site conditions warrant and safety can be assured, - the above depth requirements may be modified if the following conditions are met a) The detention basin is designed in accordance with the Los Angeles County Flood Control District's ."Design Manual - Debris Dams and Basins.' b) The basin embankment is designed and constructed of material or has a solid core which does not allow seepage or piping to occur due to rodent holes. b. Regional Basins 1) Depths shall be as approved by the Flood Control District and the basin shall be designed in accordance with District Detention Basin Design Criteria. 2) Basins with embankment heights greater than or equal to 25 feet and capackeireater than or equal to 15 acre -feet, or a capacity greater than or equal to 50 acre -feet and a height greater than or equal to 8 feet, shall be reviewed and approved by the State Division of Safety of Dams. (See Figure 2) c. Joint Use Basins 1) Depths should be shallow and compatible with the secondary use. 2) The allowable depth in most cases will be site specific and shall be approved by all agencies involved. 4. EMERGENCY SPILLWAY a. All detention basin spillways shall be designed to pass the fully developed 1,000 - year peak flow rate (0 = 1.35 0 = 2.11 0 b. Spillway outflows shall be adequately conveyed to a storm drain, drainage channel, street or an established watercourse. 8 C. Generally. all spillway structures shall be constructed of reinforced concrete. For temporary detention basins. the spillway may be constructed with grouted rock or other forms of approved protection designed to resist maximum design velocities. The spillway may be waived for small temporary basins at the - discretion of the City Engineer. d. When the spillway crest is more than 3 feet above the fiowine of the facility the spillway outlets into, the spillway shall be constructed of reinforced concrete. . e. Generally, the spillway crest shag be at or above the basin's design 100 -year high water one (HWL). a. Loral and temporary basins shag have a minimum 1 -fogt df - freeboard above the 1.000 -year HWL on the emergency spillway gf 2 feet of freeboard above the 100 -year HWL in the basin. Whichever is more stringent b. Joint use basins shag conform to the applicable local or regional freeboard requirements. ; 6. BASIN EMBANKMENT a. Basin side slopes should be 3:1 or flatter on the wet side and 2:1 or flatter on the dry side. Steeper slopes maybe acceptable on a case -by -case basis it rods lined and recommended in the soils and geotechnical report b. Top Width of Levee 1) Regional and local basins - 15 feet minimum- 2) Joint Use - site specific 3) Refer to Section 9.c It may be possible to deviate from minimum for Temporary Detention Basins. . C. For design of the embankment abutments and adjacent slopes, a soils and geotechnical report shall be prepared by a soils and geotechnical engineer with a demonstrated expertise in earth fill I-C dam design. The report shall include: 1) Site geology, including bedding, foliation, fracture, joint, fault, and landslide plan attitudes. -2) Seismic conditions, including fault locations and potential seismic surface movements respective loadings and parameters of seismic shaking. 3) Potential impact of reservoir loading on geologic structure should be evaluated. 4) Detailed descriptions, locations and logs of all field explorations. 5) Field and laboratory tests and analysis descriptions and • results. - 6) Groundwater table elevation and analysis of near surface groundwater movement. 7) Recommended design: - parameters including, but not limited to, the ing for the dam and its natural abutments and sl6pesadjacent to reservoir areas: a) Lateral earth loadings b) Shear strengths c) Bearing capacities d) Permeability e) Slope stability analysis when saturated and during rapid drawdown conditions f) Sieve analysis g) Sand equivalents h) Liquefaction analysis and, if appropriate, mitigation i) Seismic Seiche analysis j) UBC Chapter 70 10 8) Special design and construction recommendations including, but not limited to, the following: a) Foundation preparation requirements - b) Suitability of materials for embankments (gradation, sand equivalent, etc.) and abutments c) Compaction methods and minimum requirements d) Seepage and piping control provisions e) Potential for settlement f) Seismic considerations g) Minimum design factors of safety are: Without Seismic Witt) Seismic Embankment. Abtans,* 1.5 1.1 8 Adjacent Stops Stability Seepage - Piping '." 1.5 h) Necessity of impervious core or shear key - i) Erosion control of abutments d. Basins not meeting the depth and side slope requirements set forth previously shall be designed in accordance with the Los Angeles County Flood Control District's 'Design Manual - Debris Dams. and Basins: 7. BASIN FLOOR a. A low flow channel shall be provided from the basin inlet(s) to the basin outlet. • 1) Where basin slopes exceed 2% or produce erosive flow velocities, the low flow channel should be protected from erosion with reinforced concrete, rock lining, or other form of approved erosion protection. 11 2) Joint Use Basins a) A low flow channel or conduit should be provided to conduct minor flows' around the dual use facilities wherever possible. Low flow channels may not be necessary for parking lot basins or other similar joint uses. b) Low flow channel may be grass lined if there exists a maintenance program which included mowing - and maintenance of turf in good condition, and velocities of flow through the various stages of discharge are low enough to be nonerasive. b. Earth basin floors shall slope at a minimum 0.5% grade to the low flow channel. c. Earth basin floors shall have a minimum grade of 0.5% from the inlet to the outlet unless waived by the City Engineer. 8. 4LET STRUCTURE a. Where storm drains enterthe - basin, energy dissipaters and /or erosion protection shall **provided. b. Where natural drainage courses or channels enter the basin, some form of invert stabilization, such as reinforced concrete er grouted stone spitway, shall be provided. c. Energy dissipaters may be required when the Wetting flow velocities exceed 5 fps. d. lntetting storm drains shaft be a minimum 24-inch RCP (1,350 0). 9. ACCESS a. Access to the detention basin area shall be provided by a roadway from a public street or public access to the parcel upon which the basin is constructed. The roadway shall have a minimum width of 15 feet. b. Access shall be maintained under all weather conditions. c. If the basin is isolated or not located adjacent to roadways, a 15- foot wide roadway shall be provided along the top of 12 • embankment. The intent of this criteria is to have continuous access around and to the basin for maintenance purposes. Under certain circumstances where it can be shown the recommended top width is not necessary, for structural safety and maintenance, the criteria may be modified. 1) if access across the spillway is not provided, turnarounds or other adequate access as necessary for maintenance shall be provided on both sides of the spillway. 2) If there _exists adequate access for maintenance, this requirement may be amended. d. A 15 -foot wide access ramp shall be provided to the basin floor. The width may be reduced to 10 feet for temporary detention basins. - e. The maximum roadway or access ramp slope shall be 10% unless the roadway is paved. If the roadway or access ramp is paved, the maximum slope shall be 12%. The ramp slope may be between 10% and 15% for temporary detention basins. 10. FENCINQ . a. All basins shall be fen with 6-foot chain rink fencing per Caltrans standards . or other approved barrier unless otherwise approved by the Engineering Department Joint use basin fencing will be site specific And must meet the needs of all agencies utilizing the basin_ b. Access to the basins shall be gated and locked. 11. RIGHTS -OF -WAY a. Sufficient rights -of -way shall be provided for the construction and economical maintenance of the basin(s), including all fill and cut slopes, and shall include sufficient area to provide for an access road from a dedicated public street to the basin. b. Regional basins shall be • dedicated to the District or other appropriate agency in fee title. c. Local, temporary, and joint use basins shall be covered by an adequate drainage easement 13 12. R FERENCES TO BE USED IN OF-SIGN 'A New. Method of Estimating Debris - Storage Requirements for Debris Basins.' Tatum, U.S. Army Engineer District, Los Angeles, CA, 1963 "Design of Small Dams," U.S. Bureau of Reclamation, 1977 "Handbook of Hydraulics,' King and Brater, McGraw Hill Book Company„ 4 Latest Edition s? 'Los Angeles County Flood Control Manual - Debris Dams and Basins,' Los Angeles County Flood Control District "Open - Channel Hydraulics," Ven To Chow, Ph.d., 1959 'San Bernardino County Hydrology Manual,' San Bernardino County, 19e6 • "San Bernardino County Standards and Specdcations.' San Bernardino County Department of Transportation /Flood Control/Akports a l i Maintenance responsibilities and related financing mechanism for detention basins, irtduckg joint use facia hm must be contained in the conditions of approval of each development: Detailed requirements must be included wtkh would indicate the procedure to be Wowed, identification of responsmle entity. and funding requirements forfacNes construction, operation and maiintenarxe. The joint use of detention basins is recommended where compatible uses and adequate maintenance can be assured. However, the approval of any joint use activity within detention basins must be contingent upon obtaining funding for ongoing operation and maintenance. The lack of adequate maintenance is considered the most significant problem in the use of detention basins. Detention basins characteristically require more maintenance than do other storm drainage or flood control facilities. The proper functioning of the facility is also much more sensitive to proper maintenance. Adequate maintenance, including periodic inspection, debris removal, weed control, rodent and vector control and repairs, is essential to the successful use of the basins. C7 14 Maintenu.nce costs for basins are variable and can be relatively high. Therefore, adequate funding dedicated solely for basin maintenance is important. • There are a number of methods available for generating funds necessary to pay for operation and maintenance of detention basins. Projects can be financed by some combination of resources and funding techniques. Following is a list of general funding mechanisms and techniques that can be used for the operation and maintenance of detention basins. It is assumed all regional detention basins that area part of the San Bernardino County Flood Control District's channel system win be maintained by the District. Therefore, the basin maintenance mechanism discussed herein is for local detention basins. 2. MAINTENANCE AND OPERATION FUNDING MECHANISM$ a. Developer Cash Deposit _ The developer would establish a maintenance fund with a lump sum cash deposit The maintenance -fund to be established should be based on the rate of -return on investment and the rate of inflation as established a .mealy. The fund would be equal to the present worth of the,4hnual maintenance cost for economic life of the faaTities. The present worth of the inflated cost of each annual maintenance cost will be treated as a single payment in determining the amount of the fund. The following presents the procedure for establishing the detention basins maintenance fund: 1) Estimate average annual maintenance costs at current year value. 2) Determine maintenance cost for each year in the future for the 50 -year economic fife of the project Maintenance cost will be increased each year by the adopted rate of inflation. 3) Determine the present worth of each year's maintenance - cost at the established rate for retum on investment 4) The value of the maintenance fund wilt equal the sum of the present worth of each of the maintenance costs. The maintenance fund to be established for drainage should be based on the rate of return on investment and the rate of • 15 inflation as established annually by the State of California. Department of Water Resources, in the preparation of their annual project update bulletin titled "Management of the California State Water Project.' b. _ Mello -Roos (Community Facilities Act of 1982) A Mello-Roos Special Tax District can be established by two- thirds vote of the landowners (when there are 12 or fewer registered voters) to construct and maintain detention basins. The annual tax. rate is established for a given period of time necessary to pay off bonded indebtedness for the cost of constructing the detention basin and maintaining it for the Life of the tax /bonds. The fife of the tax is usually no more than 20-25 years. The tax rate can be reduced, but not increased McUo -Roos provides for establishment of a special tax which may be levied on the area within the district for the purpose of supporting the issuance of bonds or to otherwise pay the project costs as they are irmnsed. U there are more than 12 registered voters, the Owdon will be by voters. C. Homeowners Association Homeowners AssociatiOsY and other private ownerships are methods often used to maintain facilities after initial construction. This technique is used often for large. open space areas or recreational facilities for residential development where the common areas of the %cities are owned and maintained by the Association. Local governments, however. often express dissatisfaction with the level at expenditures and effort set forth by Homeowners Associations. The concern over the performance.of a Homeowners Association to adequately provide required maintenance is especially true in the maintenance of detention basins. The basins are generally not a prominent feature of the common area and the maintenance is capital intensive and technically complicated. d. Assessment District Assessment district financing utilizing a combination of 1911/1913/1915 processes can be used to construct the detention basin and also to operate and maintain the basin through the life of the bond payoff which is normally limited to 20 years. Maintenance can only be paid for by this method if an 144 16 assessment district is formed to fund the cost of construction. The formation of t-ie district is approved by the City. The district will be denied if there is a majority protest of the property owners to be assessed at a public hearing. The cost of constructing and maintaining the basin is added as an annual charge to the _owner's property tax bill. This method will not increase the initial price of the single family home, commercial building, etc. An alternative method would have to be established to take effect pay oft of the bonds. There is no administrative agency - (such as with a service area of improvement zone) to deal with the operation and maintenance of facilities constructed by the assessment district process. The maintenance process would have to be established at the time of selling the bonds by a contractual agreement to ensure maintenance of the facilities for the . bonding period. There would be limited flexibility to accommodate changes in conditions over the length of the bond payoff. An assessment district cannot be used to finance trio - maintenance and operation of parks and recreation facilities. 3- DETENTION BASIN MAINTENANCE POLICY a. Local Basins - Private .Ovrnership The design of the private Alin shall be done such that it will not be subject to failure and the design shall be reviewed and approved by the City in accordance with its standards and policy. Those basins which are an integral part of a private development, such •as a parking lot, athletic field or a park, shall be owned and maintenance by the private property owners. It will be necessary for the City to inspect the construction, annually inspect the facility, and inspect the facility after storm events to ensure it is being properly maintained_ The private property owner shall be responsible for constructing the basin(s) and operating and maintaining the basin(s) thereafter. Funding for the facility maintenance shall be insured through a case trust fund in the name of the City with yearly interest less inspection fee provided to the Homeowners Association or the property owner, either of which will be responsible for the maintenance. A drainage maintenance district or other acceptable public financing shall be established to operate and maintain the joint 17 use facility. Public financing shall be implementei only in the event the cash trust is exhausted due to unforeseen costs_ b. Local Basins - Public Ownership _ My local basin that is not an integral part of a private development will be owned and operated by the City. A cash trust to create a sinking fund shall be provided by the • ;. development and held by the Cry for the maintenance and inspection of the basin. A drainage maintenance district or other acceptable public financing to the City shall be established to operate and maintain the facility. Public financing shall be implemented only in the event the cash trust is exhausted due to unforeseen costs. c. Regional Basins Regional flood control detention basins will be owned and operated by the Flood Control District. It may be necessary to fund thb operation, maintenance and inspection of new regional_basins by either method listed above under public ownership,ot ocal basins. 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