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HomeMy WebLinkAboutHydrology(Jul.2,2001) HYDROLOGIC I HYDRAULIC CALCULATIONS CROWNE HILL TRACTS 23143 -10-11, & F LINES A, B, L, & M DRAINAGE BASINS 100 - 600 RBF CONSULTING 25777 Ynez Road, Suite 400 Temecula, CA 92591 July 2, 2001 IN: 15-100245.001 \ . DRAINAGE BASIN 100 . . v **************************************************************************** . RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCO) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A Retease Date: 01/01/2000 license 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** , BASIN lDD * 10-YEAR , , , , ************************************************************************** FILE NAME: 10L1DO.OAT TIME/DATE OF STUDY: 10:31 OS/29/2DD1 --------...----------------------------------.------------------------------ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INfORMATION: ---------------------------------------------------------------------------- USER SPECIfIED STORM EVENT(YEAR) = 10.DO SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIfIED PERCENT OF GRAOIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 0.95 .O-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.36D O-YEAR STORM 6D-MINUTE INTENSITY(INCH/HOUR) = 0_88D 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE Of 10-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = D.889 SLOPE OF INTENSITY DURATION CURVE = 0.5506 RCfC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONfLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DO~NSTREAM ANALYSES 'USER-DEFINED STREET-SECTIONS fOR COUPLED PIPEFLOW AND STREET FLOW MODEL' HALF- CRO~N 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) --------- ----------------- --------- ----------------- ------ ----- ------ ----- ------- GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum ALLowable Street FLow Depth) - (Top-af-Curb) 2. (Depth)*(Velocity) Constraint = 0.0 eFT*FT/S) 'SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* .************************************************************************** FLOW PROCESS FROM NODE 1Dl.0D TO NODE 102.00 IS CODE = 21 ---------------------------------------------------------------------------- 44444RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM ~ DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)!(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 129.98 ...wrSTREAM ELEVATION = 13D2.8D ""'WNSTREAM ELEVATION = 13DD.19 ELEVATION DIFFERENCE = 2.61 TC = 0.393*[( 129.98**3)!( 2.61)]**.2 = 6.011 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.155 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8444 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) = 0.80 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = D.8D **************************************************************************** FLOW PROCESS FROM NODE 1D2.00 TO NODE 103.00 IS CODE = 61 <<<<<COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: ~~~~t(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1299.69 DOWNSTREAM ELEVATION(FEET) = 1297.34 STREET LENGTH(FEET) = 170.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 3D.DD DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.DD INSIOE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = O.OBO SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 .-~anning/S FRICTION FACTOR for StreetfLow Section(curb.to-curb) = anning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 2.78 AVERAGE FLOW VELOCITY(FEET/SEC_) = 2.8D PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.72 STREET FLOW TRAVEL TIME(MIN.) = 1.D1 Tc(MIN.) 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.895 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8401 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) 1.00 TOTAL AREA(ACRES) = 1.3D 2.D2 7.02 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 2.43 3.23 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) 3.42 FLOW VELOCITY(FEET/SEC.) = 3.12 DEPTH*VELOCITY(FT*FT/SEC.) = D.97 LONGEST FLOWPATH FROM NODE 101.DD TO NODE 103.00 = 299.98 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1D3.00 TO NODE 1D3.0D IS COOE = ---------------_._-----------------------------_.-~------------~------------ <<<<<DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: .~========================================================================= TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 7.02 RAINFALL INTENSITY(INCH/HR) = 2.9D TOTAL STREAM AREA(ACRES) = 1.30 ~ PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.23 **************************************************************************** .LOW PROCESS FROM NODE lD4.DD TO NODE 105.00 IS CODE = 21 ------------------------------------------------------------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMEO INITIAL SUBAREA UNIFORM OEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/CELEVATION CHANGE)J**.2 INITIAL SUBAREA FLOW-LENGTH = 12D.OD UPSTREAM ELEVATION = 13D2.7D DOWNSTREAM ELEVATION = 13DD.16 ELEVATION DIFFERENCE = 2.54 TC = 0.393*[( 12D.00**3)/( 2.54)J**.2 = 5.761 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.229 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8456 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) 0.82 TOTAL AREACACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.82 **************************************************************************** FLOW PROCESS FROM NODE lD5.DO TO NOOE 103.00 IS CODE = 61 -----------------------.--.-------------------------------------------_.---- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1299.66 DOWNSTREAM ELEVATION(FEET) = 1297.34 STREET LENGTHCFEET) = 250.00 CURB HEIGHTCINCHES) = 6.0 ~STREET HALFWIDTHCFEET) = 30.DD DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 18.00 INSIOE STREET CROSSFALLCOECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) = D.D20 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) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIOTH(FEET) = 4.07 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.82 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.D2 STREET FLOW TRAVEL TIME(MIN.) = 1.48 Tc(MIN.) lD YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.848 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .B393 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) 1.DO TOTAL AREACACRES) = 1.30 2.02 7.24 SUBAREA RUNOFF(CFS) = PEAK FLOW RATECCFS) = 2.39 3.21 END OF SUBAREA STREET FLOW HYDRAULICS: . DEPTHCFEET) = 0.43 HALFSTREET FLOOD WIDTHCFEET) = 4.94 FLOW VELOCITY(FEET/SEC.) = 3.13 DEPTH*VELOCITY(FT*FT/SEC_) 1.35 LONGEST FLOWPATH FROM NODE 104.00 TO NOOE 103.00 = 370.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1D3.00 TO NODE 103.0D IS CODE = / ~ ~~~~~DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....ANO COMPUTE VARIOUS CONFLUENCED STREAM VALUES==--- ~~;:~=:~::;:=~;=:;:;:::=:==;============================================== CONFLUENCE VALUES USEO FOR INOEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.24 RAINFALL INTENSITY(INCH/HR) = 2.85 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.21 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 3.23 2 3.21 INTENS ITY (INCH/HOUR) 2.895 2.848 AREA (ACRE) 1.30 1.3D Tc (MIN.) 7.D2 7.24 ***.....**.********..***.***.****WARNI NG*******..***************..*.****.. IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************.***************************************************.********* RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE .* STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) . 1 6.35 7.02 2_895 2 6.39 7.24 2.848 COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.35 Tc(MIN.) = 7.02 TOTAL AREA(ACRES) = 2.60 LONGEST FLOWPATH FROM NODE 104.DD TO NODE 103.00 370.00 FEET. ********************************************.******************************* FLOW PROCESS FROM NODE 103.DO TO NODE 106.00 IS COOE = 61 ---------------------------------------------------------------------------- ~~~~~COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USED)==--- ============================================================================ UPSTREAM ELEVATION(FEET) = 1297.34 D.OWNSTREAM ELEVATION(FEET) = 1295.86 STREET LENGTH(FEET) = 27D.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 18.00 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 i . Manning'S FRICTION FACTOR tor Back-ot-Walk Flow Section = D.D200 '*TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CfS) 6.69 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 12.56 d "" 0, 4- 5 I (~e- t4tLE iOvTfJ\ A71MN,f Co AVERAGE FLOW VELOCITYCFEET/SEC.) = 2.80 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.7D STREET FLOW TRAVEL TIME(MIN.) = 1.61 TcCMIN.) 8.63 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.585 ~OMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8868 SOIL CLASSlFICATION IS "0" SUBAREA AREA(ACRES) D.3D SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) D.69 7.D3 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = D.62 HALFSTREET FLOOD WIDTH(FEET) = 13.18 FLOW VELOCITYCFEET/SEC.) = 2.80 DEPTH*VELOCITY(FT*FT/SEC.) = 1.73 LONGEST FLOWPATH FROM NODE 104.DD TO NODE 106.00 = 640.DO FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 61 ~eettCOMPUTE STREET FlO~ TRAVEL TIME THRU SUBAREA====== .....(STANDARD CURB SECTION'USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1295.86 DOWNSTREAM ELEVATIONCFEET) = 1280.32 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.DO INSIDE STREET CROSSFALL(DECIMAL) = D.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.08D SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF ~STREET PARKWAY CROSSFALLCDECIMAL) = D.D20 ~annin9's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Ualk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 4.91 AVERAGE FLOW VELOCITYCFEET/SEC.) = 7.94 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) 3.41 STREET FLOW TRAVEL TIMECMIN.) = 0.55 TcCMIN.) lD YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.499 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8321 SOIL CLASSIFICATION IS NOH SUBAREA AREA(ACRES) 1.DO TOTAL AREACACRES) = 3.90 8.D7 9.18 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 2.D8 9.11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) 5.16 FLOW VELOCITY(FEET/SEC.) = 8.17 DEPTH*VELOCITY(FT*FT/SEC.) 3.67 LONGEST FLOWPATH FROM NOOE 104.00 TO NODE 107.DD = 900.DD FEET. **************************************************************************** FLOW PROCESS FROM NODE lD7.DD TO NODE 107.0D IS CODE = .t~t~~DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ========================================================================== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT,STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.18 RAINFALL INTENSITY(INCH/HR) = 2.50 ~ TOTAL STREAM AREACACRES) = 3.90 PEAK FLOW RATECCFS) AT CONFLUENCE = 9.11 - **************************************************************************** ~~=~~_:~~=~==-~~~~-~~~~----~~~:~~-~~-~~~~----~~~:~~-~=-=~~_:__:~---------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS=====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 14D.00 UPSTREAM ELEVATION = 11297.70 DOWNSTREAM ELEVATION = 1292.70 ELEVATION DIFFERENCE = 10005.00 TC = 0.393*[( 14D.DD**3)/C 10005.00)J**.2 = 1.207 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.491 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8492 SOIL CLASSIFICATION IS HO" SUBAREA RUNOFFCCFS) = 0.47 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.47 **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE lD7.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA=====: .....CSTANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .- UPSTREAM ELEVATIONCFEET) = 1292.2D DOWNSTREAM ELEVATIONCFEET) STREET LENGTH(FEET) = 150.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 = 128D.32 OISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 18.0D INSIDE STREET CROSSFALLCDECIMAL) = D.D20 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning/s FRICTION FACTOR for Streetflow SectionCcurb-to-curb) 0.0150 Mannlng/s FRICTION FACTOR tor Back-at-Walk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = D.19 HALFSTREET FLOOD WIDTHCFEET) = 1.96 AVERAGE FLOW VELOCITYCFEET/SEC.) = 5.77 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 1.12 STREET FLOW TRAVEL TIMECMIN.) = 0.43 TcCMIN.) = lD YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.335 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8471 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) ~ 0.50 TOTAL AREACACRES) = 0.66 1.18 5.43 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 1.41 1.89 . ENO OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTHCFEET) = 2.49 FLOW VELOCITY(FEET/SEC.) = 6.30 DEPTH*VELOCITYCFT*FT/SEC.) = LONGEST FLOWPATH FROM NODE 108.00 TO NODE 107.0D = 290.DD 1.49 FEET. ~ **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE lD7.00 IS CODE = .~~tttDESIGNATE 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.) 5.43 RAINFALL INTENSITY(INCH/HR) = 3.34 TOTAL STREAM AREA(ACRES) = D.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.89 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 9.11 2 1.89 Tc (MIN.) 9.18 5.43 INTENSITY (INCH/HOUR) 2.499 3.335 AREA (ACRE) 3.90 0.66 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM. THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** 4111tTREAM RUNOFF Tc INTENSITY UMBER (CFS) (MIN.) (INCH/HOUR) 1 7.28 5.43 3.335 2 10.53 9.18 2.499 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS; PEAK FLOW RATE(CFS) = 10.53 Tc(MIN.) = 9.18 TOTAL AREA(ACRES) = 4.56 LONGEST FLOWPATH FROM NODE 104.DD TO NODE 107.00 = 9DD.DO FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) = 4.56 TC(MIN.) = 10.53 9.18 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOO ANALYSIS . ~ **************************************************************************** . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 ReLease Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 ALton Parkway Irvine, CA 92618 -----------~._._._-----------~~._._-----_._-----------_.._---~-~------~-~--- TIME/OATE OF STUDY: 13:17 OS/29/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF ,STUDY ************************** * NODES 1D3-106 * 10-YEAR * * * * ************************************************************************** **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION===: -----------~-------------------------~~~-~-------------~-------~-------_._-- CONSTANT STREET GRADECfEET/fEET) = 0.005500 CONSTANT STREET FLOW(CFS) = 7.D3 . AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = D.015000 CONSTANT SYMMETRICAL STREET HALF~WIOTH(FEET) 20.00 DISTANCE FROM CROWN TD CROSSfALL GRADEBREAK(FEET) = 18.00 INTERIOR STREET CROSSfALLCDECIMAL) = D.D2000D OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHTCFEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(fEET) 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MOOEL RESULTS: ----------~------~~----------~.._-_._-------------------~------_._----~._--- STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(fEET) = 16.91 AVERAGE fLOW VELOCITYCfEET/SEC.) = 2.34 PRODUCT OF DEPTH&VELOCITY = 1.D6 ============================================================================ . \j::> **************************************************************************** . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982.2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License tD 1264 Analysis prepared by: RBF & Associates 14725 ALton Parkway Irvine, CA 92618 TIME/DATE OF STUDY: 08:53 06/25/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NODE 107 * 10-YEAR * * * * ************************************************************************** **************************************************************************** ttttSUMP TYPE BASIN INPUT INFORMATION==== . Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN I~FLOWCCFS) = BASIN OPENINGCFEET) = DEPTH OF YATER(FEET) = lD.53 D.83 D.83 ....CALCULATED ESTIMATED SUMP BASIN WIDTHCFEET) 4.51 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ~ **************************************************************************** . RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BAS EO ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** * BASIN 10D * 100-YEAR * * * * ************************************************************************** FILE NAME: lDDL10D.DAT TIME/DATE OF STUDY: 10:33 D5/29/2001 -------------------------------------.---------------------------.---------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZECINCH) = 18.0D SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 0.95 . 10-YEAR STORM 10-MINUTE INTENSITYCINCH/HOUR) = 2.360 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.88D lDO-YEAR STORM 10-MINUTE INTENSITYCINCH/HOUR) = 3.480 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = D.5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.3DD SLOPE OF INTENSITY DURATION CURVE = 0.5496 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYOROLOGY MANUAL AND IGHORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOY AND STREETFLOW MDDEL* 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) --------- ----------------- --------- ----------------- ------ GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = O.OD FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 0.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* .*************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NOOE 102.DO IS CODE = 21 ----------.----------------------------------------------------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM \'1/ DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)!(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 129.98 ~PSTREAM ELEVATION = 1302.BO ~WNSTREAM ELEVATION = 13DO.19 ELEVATION OIFFERENCE = 2.61 TC = 0.393*[C 129.98**3)/C 2.61)J**.2 6.011 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.603 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8604 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) 1.19 TOTAL AREACACRES) = 0.3D TOTAL RUNOFFCCFS) = 1.19 **************************************************************************** FLOW PROCESS FROM NODE 102.DO TO NODE 103.00 IS CODE = 61 ---------------------------------------------------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== tettt(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1299.69 DOWNSTREAM ELEVATIONCFEET) = 1297.34 STREET LENGTH(FEET) = 170.00 CURB HEIGHT(INCHES) = 6.D STREET HALFWIDTHCFEET) = 30.0D DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DECIMAL) OUTSIDE STREET CROSSFALLCDECIMAL) GRAOEBREAKCFEET) 0.D2D = 0.08D = 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = D.D20 .anninglS FRICTION FACTOR for Streetflow Section(curb-to.curb) = anning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 0.0150 **TRAVEl TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 3.34 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.04 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = D.92 STREET FLOW TRAVEL TIME(MIN.) = D.93 TcCMIN.) = 10D YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.253 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8574 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.00 TOTAL AREACACRES) = 1.30 3.01 6.94 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 3.65 4.83 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) 4.D5 FLOW VELOCITYCFEET/SEC.) = 3.42 DEPTH*VELOCITY(FT*FT/SEC.) 1.23 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 103.DO = 299.98 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NOOE 103.DD IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE=====: 4111J;~;;:=:~::;:=~;=;;:;;:;=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 6.94 RAINFALL INTENSITYCINCH/HR) = 4.25 TOTAL STREAM AREACACRES) = 1.30 \'"7 PEAK FLOW RATECCfS) AT CONFLUENCE = 4.83 **************************************************************************** .FLOW PROCESS FROM NODE 1D4.00 TO NODE 105.0D IS CODE = 21 -~-------------------------------------_._------------------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[CLENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 120.0D UPSTREAM ELEVATION = 1302.70 DOWNSTREAM ELEVATION = 1300.16 ELEVATION DifFERENCE = 2.54 TC = 0.393*[( 120.DD**3)/C 2.54)]**.2 = 5.761 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.712 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8612 SOIL CLASSIFICATION IS "D" SUBAREA RUNOfF(CFS) = 1.22 TOTAL AREA(ACRES) = D.30 TOTAL RUNOFFCCFS) = 1.22 **************************************************************************** fLOW PROCESS FROM NODE 1D5.00 TO NODE lD3.DO IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1299.66 DOWNSTREAM ELEVATIONCfEET) = 1297.34 STREET LENGTHCFEET) = 250.DD CURB HEIGHT(INCHES) = 6.0 ~STREET HALFWIDTH(FEET) = 30.00 DISTANCE fROM CROWN TO CROSS FALL GRAOEBREAK(fEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = O.OBO SPECIFIED NUMBER OF HALf STREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.D20 Manning's FRICTION FACTOR far Streetflaw Sectian(curb-ta-curb) 0.0150 Manning's FRICTION FACTOR far Back-af-Walk FLaw Section 0.0200 , **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETfLOW MODEL RESULTS USING ESTIMATED fLOW: STREET FLOW OEPTHCFEET) = D.42 HALFSTREET FLOOD WIDTH(FEET) = 4.Bl AVERAGE FLOW VELOCITYCfEET/SEC.) = 3.09 PRODUCT OF OEPTH&VELOCITY(FT*fT/SEC.) = 1.30 STREET FLOW TRAVEL TIME(MIN.) = 1.35 TcCMIN.) 10D YEAR RAINfALL INTENSITY(INCH/HOUR) = 4.19B SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8569 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 1.00 TOTAL AREACACRES) = 1.3D 3.02 7.11 SUBAREA RUNOFF(CfS) = PEAK fLOW RATE(CFS) 3.60 4.B1 END OF SUBAREA STREET FLOW HYDRAULICS: ~ DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 5.78 ~ FLOW VELOCITYCFEET/SEC.) = 3.48 DEPTH*VELOCITYCfT*FT/SEC.) 1.73 LONGEST FLOWPATH FROM NODE 104.00 TO NODE 1D3.DO = 37D.00 fEET. **************************************************************************** FLOW PROCESS FROM NODE 103.0D TO NODE 103.00 IS CODE = ~ .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: .....AND COMPUTE VARIOUS CONFLUENCEO STREAM VALUES====: ~~;::=::::::=~;=;;::::;=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.11 RAINFALL INTENSITY(INCH/HR) = 4.2D TOTAL STREAM AREA(ACRES) = 1.3D PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.81 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 4.83 2 4.81 Tc (MIN.) 6.94 7.11 I NTENS ITY (INCH/HOUR) 4.253 4.198 AREA (ACRE) 1.30 1.3D *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE STREAM RUNOFF NUMBER (CFS) 1 9.54 2 9.59 TABLE ** Tc (MIN.) 6.94 7.11 INTENSITY (INCH/HOUR) 4.253 4.198 . COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.54 Tc(MIN.) = TOTAL AREA(ACRES) = 2.60 LONGEST FLOWPATH FROM NOOE 104.00 TO NODE 6.94 103.DD = 370.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NOOE 106.00 IS CODE = 61 44444COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA=====: .....(STANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1297.34 DOWNSTREAM ELEVATION(FEET) = 1295.86 STREET LENGTH(FEET) = 270.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = D.D20 OUTSIDE STREET CROSSFALL(DECIMAL) = D.D80 18.DD SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for StreetfLow Section<curb-to-curb) 0.0150 ~Manning/S FRICTION FACTOR tor Back-at-Walk Flow Section 0.0200 **TRAVEl TIME COMPUTED USING ESTIMATED FLOW(CFS) 10.04 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = D.69 HALFSTREET FLOOD WIDTH(FEET) = 17.48 ,-6 AVERAGE FLOW VELOCITYCFEET/SEC.) = 2.81 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) 1.93 STREET FLOW TRAVEL TIME(MIN.) = 1.60 Tc(MIN.) = 8.54 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.795 ~OMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8906 SOIL CLASSIfICATION IS "0" SUBAREA AREACACRES) D.3D SUBAREA RUNOFFCCFS) TOTAL AREACACRES) = 2.90 PEAK FLOW RATE(CFS) 1.m 10.55 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = D.7D HALFSTREET FLOOD WIDTH(FEET) 18.10 FLOW VELOCITY(FEET/SEC.) = 2.B2 OEPTH*VELOCITYCFT*FT/SEC.) 1.96 LONGEST FLOWPATH FROM NODE 104.0D TO NODE lD6.DD = 640.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE lD6.DO TO NODE 107.DO IS CODE = 61 tttttCOMPUTE STREET FlOY TRAVEL TIME THRU SUBAREA====: .....CSTANDARD CURB SECTION USEO)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1295.86 DOWNSTREAM ELEVATIONCFEET) = 1280.32 STREET LENGTHCFEET) = 26D.00 CURB HEIGHT(INCHES) = 6.D STREET HALFWIDTH(FEET) = 3D.OD DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCOECIMAL) = D.08D SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF I .- STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR tor Streetflow SectlonCcurb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-Walk FLow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 5.76 AVERAGE FLOW VELOCITY(FEET/SEC.) 8.81 PROOUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 4.37 STREET FLOW TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.680 SI~GLE'FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8515 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) 1.00 TOTAL AREA(ACRES) = 3.90 12.12 9.04 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 3.13 13.68 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 7.02 FLOW VELOCITY(FEET/SEC.) = 9.0D DEPTH*VELOCITY(FT*FT/SEC.) = 4.68 LONGEST FLOWPATH FROM NODE 104.0D TO NODE 107.00 = 9DD.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1D7.00 TO NOOE 1D7.00 IS CODE = etttttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ========================================================================== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) 9.04 RAINFALL INTENSITY(INCH/HR) = 3.68 ~ TOTAL STREAM AREA(ACRES) = 3.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.68 **************************************************************************** ~:~~-~~~====-~~~~-~~~=----~~~:~~-~~-~~~=----~~~:~~-~=-=~~=-~-_:~---------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) Te = K*[(LENGTH**3)/(ElEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 11297.70 DOWNSTREAM ELEVATION = 1292.70 ELEVATION DIFFERENCE = 10DD5.0D TC = 0.393*[( 140.00.*3)/( 10005.00)]**.2 = 1.207 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.093 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8639 SOIL CLASSIFICATION IS non SUBAREA RUNOFF(CFS) D.7D TOTAL AREACACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.70 **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 107.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA=====: .....(STANDARD CURB SECTION USED)=====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .PSTREAM ELEVATION(FEET) = 1292.2D DOWNSTREAM ELEVATION(FEET) TREET LENGTH(FEET) = 150.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.0D = 1280.32 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = D.D8D 18.0D SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLCDECIMAL) = D.020 Manning's FRICTION fACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back~of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFlOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALF STREET FLOOD WIOTH(FEET) = 2.41 AVERAGE FLOW VELOCITY(FEET/SEC.) 6.2D PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 1.42 STREET FLOW TRAVEL TIMECMIN.) = D.4D Tc(MIN.) = 5.40 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.881 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8624 SOIL CLASSIFICATION IS POP SUBAREA AREA(ACRES) 0.50 SUBAREA RUNOFFCCFS) TOTAL AREACACRES) = 0.66 PEAK FLOW RATECCFS) 1. 76 2.10 2.81 ~ND OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIOTH(FEET) 2.99 FLOW VELOCITY(FEET/SEC.) = 6.89 DEPTH*VELOCITY(FT*FT/SEC.) = 1.9D LONGEST FLOWPATH FROM NODE 108.00 TO NODE 107.00 = 29D.00 FEET. ~ **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = tttttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== . tttttAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 5.40 RAINFALL INTENSITY(INCH/HR) = 4.88 TOTAL STREAM AREA(ACRES) = 0.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.81 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 13.6B 2 2.81 Tc (MIN. ) 9.04 5.4D I NTENSI TV (INCH/HOUR) 3.680 4.881 AREA (ACRE) 3.9D D.66 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D.' AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** ,. STREAM RUNOFF Tc I NTENSI TV NUMBER (CFS) (MIN.) (INCH/HOUR) I 1 10.99 5.40 4.881 I 2 15.BO 9.04 3.68D COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 15.80 Tc(MIN.) = 9.D4 TOTAL AREA(ACRES) = 4.56 LONGEST FLOWPATH FROM NODE lD4.0D TO NODE 107.00 = 9DO.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATECCFS) = 4.56 TC(MIN.) = 15.80 9.04 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS [ , ". \~ , ***************************************************~. . I HYDRAULIC ELEMENTS - I PROGRAM PAl (C) Copyright 1982-2000 Advanced Engineeril Ver. 8.0 Release Date: 01/01/2000 lif I Analysis prepared by: ! t L._ RBF & Associates 14725 Alton Parkway Irvine, CA 92618 r t: . f--_12... LJ"J-J_l__ I'. ~f7'F...,)",:&'fV~Q"" l~oo .y \'JD 0 ~- '---~ - -~--,~-~ -- -, - -"-..----"----- TIME/OATE OF STUDY: 11:31 06/18/2001 -~._------------------_._------------_..__._----------..----------------.--- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NOOE 107 * 100-YEAR * ************************************************************************** <<<<SUMP TYPE BASIN INPUT INFORMATION==== **************************************************************************** ------~~------------~~----------------------------~------------------------- . Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. 15.80 0.B3 O.B3 BASIN INFLOW(CFS) = BASIN OPENING(FEET) = DEPTH OF WATER(FEET) = <<<<CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) 6.77 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . -~"-- * * * ......."-~->-.,--~ -~ .-- ..,- ,i , , , ; 'i \<\. . . . o T1 LINE M T2 BASIN 100 T3 6/21/01 FPG FilE: M.wSP Q FILE = QM.wSP SO 1000.00126D.00 1 .013 1261.50 R 1080.521275.50 1 .013 SH 1 CD 1 4 1.5 7,P. . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING PAGE 2 L1NEM BASIN 100 6/21/01 FPG FILE: M.WSP Q FILE = QMWSP STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO . HEAD GRD.EL. ELEV DEPTH DIA 10 NO. PIER UELEM SO SF AVE HF NORM DEPTH ZR ""****.*************"."**fI.****.,,,*,,**...*1r*****."..*.".*******..**.**.***********.************..*****.*.****.*"**".*"..***."."***.. 1072.62 1273.98 0.913 1274.893 15.8 14.02 3.052 1277.945 0.00 1.421 1.50 0.00 0.00 0 O.OD 1.63 0.19250 .045129 0.07 0.610 0.00 1074.25 1274.29 0.951 1275.243 15.8 13.37 2.775 1278.018 0.00 1.421 1.50 0.00 0.00 0 0.00 1.39 0.19250 .040033 0.06 0.610 0.00 1075.64 1274.56 0.991 1275.551 15.8 12.74 2.521 1278.D72 0.00 1.421 1.50 0.00 0.00 0 0.00 1.19 0.19250 .035583 0.04 0.610 0.00 1076.83 1274.79 1.034 1275.823 15.8 12.15 2.294 1278.117 0.00 1.421 1.50 0.00 0.00 0 0.00 1.000.19250 .031724 0.03 0.610 0.00 1077.83 1274.98 1.081 1276.063 15.8 11.58 2.084 1278.147 0.00 1.421 1.50 0.00 0.00 0 0.00 0.85 0.19250 .028376 0.02 0.610 0.00 :. 1078.68 1275.15 1.131 1276.277 15.8 11.05 1.896 1278.173 0.00 1.421 1.50 0.00 0.00 0 0.00 0.69 0.19250 .025500 0.02 0.610 0.00 1079.37 1275.28 1.187 1276.467 15.B 10.53 1.723 1278.190 0.00 1.421 1.50 0.00 0.00 0 0.00 0.56 0.19250 .023075 0.01 0.610 0.00 1079.93 1275.39 1.249 1276.636 15.8 10.04 1.567 1278.203 0.00 1.421 1.50 0.00 0.00 0 0.00 0.40 0.19250 .021133 0.01 0.610 0.00 1080.33 1275.46 1.323 1276.787 15.8 9.58 1.424 1278.211 0.00 1.421 1.50 0.00 0.00 0 0.00 0.19 0.19250 .019938 0.00 0.610 0.00 1080.52 1275.50 1.421 1276.921 . 15.8 9.13 1.294 1278.215 0.00 1.421 1.50 0.00 0.00 0 0.00 (itA X. v <C wS"E:.L.::: I ?'-ii:dZ I '+I'Z{'y~) ./ /27815" I ... I. 1\ i' z,\ . I. :. F0515P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 11S- L1NEM HEADING LINE NO 21S- BASIN 100 HEADING LINE NO 3 IS - 6/21/01 FPG FILE: MWSP Q FILE = QMWSP PAGE NO 3 VV' . . . F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET UlS DATA STATION INVERT SECT 1000.001260.00 1 W S ELEV 1261.50 ELEMENT NO 2 IS A REACH UIS DATA STATION INVERT SECT 1080.521275.50 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SECT 1080.521275.50 1 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING .. WARNING NO.2" - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS. W.S.ELEV = INV + DC . W S ELEV z..'? . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING LINE M BASIN 100 6/21/01 FPG FILE: M.wSP Q FILE = QM.wSP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA 10 NO. PIER UELEM SO SF AVE HF NORM DEPTH ZR .***.***_**<r..*******1r*********************************..*****....*****"'************************************"'*********+*_*****+**** 1000.00 1260.00 0.622 1260.622 15.8 22.80 8.072 1268.694 0.00 1.421 1.50 0.00 0.00 0 0.00 6.7D 0.19250 .172050 1.15 0.610 0.00 1006.70 1261.29 0.626 1261.916 15.8 22.57 7.911 1269.827 0.00 1.421 1.50 0.00 0.00 0 0.00 20.99 0.19250 .159368 3.35 0.610 0.00 1027.69 1265.33 0.650 1265.981 15.8 21.53 7.195 1273.176 0.00 1.421 1.50 0.00 0.00 0 0.00 12.03 0.19250 .140100 1.69 0.610 0.00 1039.72 1267.65 0.674 1268.320 15.8 20.52 6.538 1274.858 0.00 1.421 1.50 0.00 0.00 0 0.00 8.21 D.19250 .123135 1.01 0.610 0.00 1047.93 1269.23 0.699 1269.925 15.8 19.58 5.952 1275.877 0.00 1.421 1.50 0.00 0.00 0 0.00 6.11 0.19250 .108272 0.66 D.610 O.OD ,. 1054.04 1270.40 0.725 1271.127 15.8 18.65 5.403 1276.530 0.00 1.421 1.50 0.00 0.00 0 0.00 4.77 0.19250 .095295 0.45 0.610 0.00 1058.81 1271.32 0.753 1272.073 15.8 17.79 4.916 1276.989 0.00 1.421 1.50 D.OO 0.00 0 0.00 3.B5 0.19250 .083911 0.32 0.610 0.00 1062.66 1272.06 0.781 1272.843 15.8 16.95 4.463 1277.306 0.00 1.421 1.50 0.00 0.00 0 0.00 3.17 0.19250 .073948 0.23 0.610 0.00 1065.83 1272.67 0.812 1273.483 15.8 16.17 4.061 1277.544 0.00 1.421 1.50 0.00 0.00 0 0.00 2.65 0.19250 .065267 0.17 0.610 0.00 1068.48 1273.18 0.844 1274.026 15.8 15.41 3.690 1277.716 0.00 1.421 1.50 0.00 0.00 0 0.00 2.23 0.19250 .057653 0.13 0.610 0.00 1070.71 1273.61 0.878 1274.490 15.8 14.70 3.354 1277.844 0.00 1.421 1.50 0.00 0.00 0 0.00 1.91 0.19250 .050974 0.10 0.610 0.00 '. ~ . DRAINAGE BASIN 200 . . / ")7 **************************************************************************** . RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 197B HYDRDLOGY MANUAL (e) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2000 license 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** * basin 200 * 100-YEAR * TOTAL FLOW IN LINE D-E * * * ************************************************************************** FILE NAME: 100L200.DAT TIME/DATE OF STUDY: 14:58 06/18/2001 USER SPECIFIEO HYOROLOGY AND HYDRAULIC MODEL INFORMATION: . USER SPECIFIED STORM EVENT(YEAR) = 10D.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 10~YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.48D 100-YEAR STORM 6D-MINUTE INTENSITY(INCH/HOUR) = 1.30D SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF 10D-YEAR INTENSITY-DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.300 SLOPE OF INTENSITY DURATION CURVE = 0.5496 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYOROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREET FLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIOTH CROSSFALL IN- I OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) NO. --------- --------- ----------------- ----------------- ----- ------ ----- ------ ----- ------- 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 = 0.0, (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* e**************************************************************************** FLOW PROCESS FROM NODE 201.DD TO NODE 2D2.00 IS CODE = 21 <<ttttRATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM ~ DEVELOPMENT IS SINGLE fAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA fLOW-LENGTH = 120.00 . UPSTREAM ELEVATION = 13DO.6D DOWNSTREAM ELEVATION = 1298.59 ELEVATION DIFfERENCE = 2.01 TC = 0.393*[( 120.00**3)/( 2.01)]**.2 = 6.037 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.592 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFfICIENT = .8603 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFFCCfS) = 0.79 TOTAL AREACACRES) = 0.2D TOTAL RUNOFFCCFS) = 0.79 **************************************************************************** fLOW PROCESS fRDM NODE 2D2. DD TO NODE 2D3.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== ttttt(STANDARD CURB SECTION USEO)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1298.09 DOWNSTREAM ELEVATION(fEET) = 1295.26 STREET LENGTH(FEET) = 470.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(fEET) = 30.00 DISTANCE fROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.02D OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 . SPECIFIED NUMBER Of HALf STREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(OECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CfS) = STREETfLOW MODEL RESULTS USING ESTIMATED FLOW: STREET fLOW DEPTH(FEET) = 0.47 HALf STREET FLOOD WIDTH(FEET) = 5.45 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.69 PRODUCT Of DEPTH&VELOCITYCfT*fT/SEC.) = 1.27 STREET fLOW TRAVEL TIMECMIN.) = 2.91 Tc(MIN.) = 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.699 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .B517 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) 1.60 TOTAL AREA(ACRES) = 1.8D 3.33 8.95 SUBAREA RUNOFF(CFS) PEAK fLOW RATE(CFS) = 5.04 5.83 ENO OF SUBAREA STREET FLOW HYDRAULICS, DEPTH(FEET) = D.57 HALFSTREET FLOOD WIOTH(FEET) = 10.41 fLOW VELOCITY(FEET/SEC.) = 2.93 DEPTH*VELOCITYCFT*FT/SEC.) = 1.68 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 470.0 FT WITH ELEVATION-DROP = 2.8 FT, IS 4.1 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 203.00 LONGEST FLOWPATH fROM NODE 201.0D TO NODE 203.00 = 59D.00 FEET. **************************************************************************** . FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 61 ----------~------_._-------------------------------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== ((((((STANDARD CURB SECTION USED)~ ============================================================================ UPSTREAM ELEVATION(FEET) = 1295.26 DOWNSTREAM ELEVATION(FEET) = 1290.54 v\ STREET LENGTH(FEET) = 850.00 CURB HEIGHT(INCHES) 6.0 STREET HALFWIDTH(FEET) = 30.00 . DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = D.D80 = 1B.00 SPECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) = 0.02D Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.67 HALFSTREET FLOOD WIDTH(FEET) = 16.56 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.83 PROOUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.90 STREET FLOW TRAVEL TIME(MIN.) = 5.01 Tc(MIN.) = 13.96 lDD YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.897 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8402 SOIL CLASSIFICATION IS "On SUBAREA AREACACRES) 2.92 TOTAL AREA(ACRES) = 4.72 9.39 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 7.11 12.94 . END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.74 HALFSTREET FLOOD WIDTH(FEET) = 20.56 FLOW VELOCITY(FEET/SEC.) = 2.87 DEPTH*VELOCITY(FT*FT/SEC.) = 2.11 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, ANO L = 850_0 FT WITH ELEVATION-DROP = 4.7 FT, IS 6.5 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 204.00 LONGEST FLOWPATH FROM NODE 2D1.0D TO NODE 204.00 = 144D.00 FEET. ......*...__..._-***.*_.....*..**......*......*.........*.._--*-*--------*** FLOW PROCESS FROM NOOE 2D4.DD TO NODE 204.DD IS CODE = t((~tDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.96 RAINFALL INTENSITY(INCH/HR) = 2.90 TOTAL STREAM AREACACRES) = 4.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.94 .___**____**__****___*_**__**._*___*_***._*.___._.__***___.____x_xx_*_***___ FLOW PROCESS FROM NOOE 205.00 TO NODE 206.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC'= K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 136.DD UPSTREAM ELEVATION = 1298.DO DOWNSTREAM ELEVATION = 1295.76 ELEVATION DIFFERENCE = 2.24 TC = 0.393*[( 136.0D**3)/C 2.24)J**.2 = 6.368 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.459 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8592 ~ SOIL CLASSIFICATION SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = IS 110" 0.77 0.20 TOTAL RUNOFF(CFS) = o.n ~************************************************************************** FLOW PROCESS FROM NODE 206.DO TO NODE 2D7.DO IS CODE = 61 ---------~.------------_.__._---._------_._._-----.------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1295.26 DOWNSTREAM ELEVATION(FEET) = 1290.54 STREET LENGTHCFEET) = 850.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.DD DISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) INSIDE STREET CROSSFALL(DEClMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) = 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) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIOTH(FEET) = 5.02 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.46 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 1.08 STREET FLOW TRAVEL TIME(MIN.) = 5.76 TcCMIN.) = 12.13 100 YEAR RAINFALL INTENSITY(INCH{HOUR) 3.130 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8888 SOIL CLASSIFICATION IS non SUBAREA AREA(ACRES) 1.3D TOTAL AREA(ACRES) = 1.50 2.6D SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 3.62 4.38 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 7.54 FLOW VELOCITY(FEET/SEC.) = 2.n DEPTH*VELOCITYCFT*FT/SEC.) 1.46 LONGEST FLOWPATH FROM NODE 205.0D TO NODE 207.00 = 986.00 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 2D7.00 TO NODE 207.DD IS CODE = ------------------.--------------------------..----------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 12.13 RAINFALL INTENSITY(INCH/HR) = 3.13 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATECCFS) AT CONFLUENCE = 4.38 **************************************************************************** . FLOW PROCESS FROM NODE 208.00 TO NODE 2D9.00 IS CODE = 21 -----------~---------------------------------------------------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) "V~ TC = K*[(LENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 1301.70 . DOWNSTREAM ELEVATION = 1296.56 ELEVATION DIffERENCE = 5.14 TC = 0_393*[( 140.00**3)/( 5.14)]**.2 = 5.488 100 YEAR RAINfALL INTENSITYCINCH/HOUR) = 4.839 SINGLE-fAMILY(1/4 ACRE LOT) RUNOFF CDEffICIENT = .8504 SOIL CLASSIFICATION IS "e" SUBAREA RUNOff(CfS) = 1.03 TOTAL AREACACRES) = 0.25 TOTAL RUNOfF(CFS) = 1.03 **........****__.**********__.*___*******_****_****_.___x****.*x********_*** FLOW PROCESS FROM NODE 209.00 TO NOOE 204.00 IS CODE = 61 -------.-------------------------------------------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARO CURB SECTION USED) ============================================================================ UPSTREAM ELEVATION(fEET) = 1296.06 DOWNSTREAM ELEVATION(FEET) = 1290.54 STREET LENGTHCfEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALfWIDTH(FEET) = 3D.DO DISTANCE FROM CROWN TO CROSSfALL GRADEBREAK(FEET) = 18.0D INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = O.OBO SPECIfIED NUMBER OF HALf STREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) = D.D2D Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-ot-WaLk Flow Section = 0.0200 . **TRAVEL TIME COMPUTED USING ESTIMATEO fLOW(CFS) = 3.79 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(fEET) = 0.40 HALf STREET FLOOD WIDTHCfEET) = 4.59 AVERAGE fLOW VELOCITY(FEET/SEC.) = 4.25 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.71 STREET FLOW TRAVEL TIME(MIN.) = 1.18 Tc(MIN.) 6.66 lDD YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.349 SINGLE-fAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8455 SOIL CLASSIFICATION IS "e" SU8AREA AREA(ACRES) = TOTAL AREA(ACRES) = 1.50 1. 75 SUBAREA RUNDFf(CfS) = PEAK fLOW RATE(CFS) 5.52 6.55 END Of SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(fEET) = 5.69 FLOW VELOCITYCFEET/SEC.) = 4.86 DEPTH*VELOCITY(FT*FT/SEC.) 2.39 LONGEST FLOWPATH FROM NODE 208.00 TO NODE 204.00 = 440.0D FEET. ***____**____.__*****_*****_____________*__****_.__*____xxx*******x*******_* fLOW PROCESS fROM NODE 204.00 TO NODE 204.00 IS CODE = -----------_.---------------_.~--~------------------~~~------~~------_._---- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ============================================================================ . TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) 6.66 RAINFALL INTENSITY(INCH/HR) = 4.35 TOTAL STREAM AREA(ACRES) = 1.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.55 ~o **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 207.00 IS CODE = 21 ~-~~~~~~~~;~~~~-~~~~~~-;~;~;~~-~~~~~~~-~~~~~~;~----------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)!(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 300.00 UPSTREAM ELEVATION = 1300.22 DOWNSTREAM ELEVATION = 1290.54 ELEVATION DIFFERENCE = 9.6B TC = D.3D3*[( 3DD.DD**3)!( 9.68))**.2 = 5.898 10D YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.652 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8897 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 1.66 TOTAL AREACACRES) = 0.40 TOTAL RUNOFFCCFS) = 1.66 **************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 211.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: .....AND COMPUTE VARIDUS CONFLUENCED STREAM VALUES====: ============================================================================ . TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 5.90 RAINFALL INTENSITYCINCH/HR) = 4.65 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATECCFS) AT CONFLUENCE = 1.66 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER CCFS) (MIN. ) (INCH/HOUR) (ACRE) 1 12.94 13.96 2.897 4.72 2 4.38 12.13 3.13D 1.5D 3 6.55 6.66 4.349 1.75 4 1.66 5.9D 4.652 D.40 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. . ** PEAK STREAM NUMBER 1 2 3 4 FLOW RATE RUNOFF (CFS) 15.D5 16.68 21.45 22.39 TABLE ** Tc CMIN. ) 5.9D 6.66 12.13 13.96 INTENS ITY (INCH/HOUR) 4.652 4.349 3.130 2.897 COMPUTED CONFLUENCE ESTIMATES ARE AS FDLLOWS: PEAK FLOW RATECCFS) = 22.39 TcCMIN.) = 13.96 ?\ TOTAL AREA{ACRES) = 8.37 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 211.DD = 144D.00 FEET. **************************************************************************** ~-~~~-~~~:~~~-~~~~-~~~~----=~~:~~_:~-~~~~----=~~:~~-~~_:~~~_:_-~~---------- .....MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 213.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS~ ============================================================================ ASSUMED INITIAL SUBAREA UNIFDRM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[{LENGTH**3)/{ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1325.50 DOWNSTREAM ELEVATION = 1323.27 ELEVATION DIFFERENCE = 2.23 TC = 0.393*[( 120.00**3)/( 2.23)]**.2 = 5.913 100 YEAR RAINFALL INTENSITY{INCH/HOUR) = 4.645 SINGLE-FAMILY{1/4 ACRE LOT) RUNOFF COEFFICIENT = .8172 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF{CFS) 0.76 TOTAL AREA{ACRES) = D.20 TOTAL RUNOFF(CFS) = 0.76 **************************************************************************** ;. FLOW PROCESS FROM NODE 213.00 TO NODE 214.00 IS CODE = 61 ~ -----~--------------------------------------------------_.--------_.-------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA~ .....{STANDARD CURB SECTION USED)~ ============================================================================ UPSTREAM ELEVATION(FEET) = 1322.87 DOWNSTREAM ELEVATION(FEET) = 1319.13 STREET LENGTH(FEET) = 320.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTH{FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALL{DECIMAL) = 0.020 OUTSIOE STREET CROSSFALL{DECIMAL) = 0.080 I ., SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = .j i STREET PARKWAY CROSSFALL{DECIMAL) = 0.D20 11 Manning's FRICTION FACTOR for Streetflaw Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 I I , I J - **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH{FEET) = 0.38 HALFSTREET FLOOD WIDTH{FEET) = 4.24 AVERAGE FLOW VELOCITY{FEET/SEC.) = 3.21 PRODUCT OF DEPTH&VELOCITY{FT*FT/SEC.) 1.21 STREET FLOW TRAVEL TIME{MIN.) = 1.66 Tc{MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.054 SINGLE-FAMILY{1/4 ACRE LOT) RUNOFF COEFFICIENT = .8421 SOIL CLASSIFICATION IS "C" SUBAREA AREA{ACRES) = 1.DO TOTAL AREA{ACRES) = 1.2D 2.47 7.57 SUBAREA RUNOFF{CFS) = PEAK FLOW RATE{CFS) 3.41 4.17 p END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 5.22 FLOW VELOCITY(FEET/SEC.) = 3.66 DEPTH*VELOCITY(FT*FT/SEC.) = 1.66 LONGEST FLOWPATH FROM NODE 212.00 TO NODE 214.DD = 44D.DO FEET. ~*************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 214.00 IS CODE = .....DESIGNATE INOEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.57 RAINFALL INTENSITY(INCH/HR) = 4.05 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.17 **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 216.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)f(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 130.00 UPSTREAM ELEVATION = 1325.50 DOWNSTREAM ELEVATION = 1323.37 ELEVATIDN DIFFERENCE = 2.13 TC = 0.393*[( 130.00**3)!( 2.13)]**.2 = 6.261 lDO YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.5D1 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8471 SOIL CLASSIFICATION IS "e" SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = D.76 0.2D TOTAL RUNOFF(CFS) = 0.76 **************************************************************************** FLOW PROCESS FROM NOOE 216.00 TO NODE 214.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....(STANOARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1322.87 DOWNSTREAM ELEVATION(FEET) = 1319.13 STREET LENGTH(FEET) = 25D.DD CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 OISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.DD INSIDE STREET CROSSFALL(DECIMAL) = 0.02D OUTSIDE STREET CROSSFALL(DECIMAL) = 0.D8D SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DEClMAL) = 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) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = D.36 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.42 3.99 3.52 ~ PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.25 STREET FLOW TRAVEL TIMECMIN.) = , .18 TcCMIN.) = 7.45 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.092 . SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8D83 SOIL CLASSIFICATION IS I'B" SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.31 TOTAL AREA(ACRES) = 1.2D PEAK FLOW RATE(CFS) = 4.07 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) 4.91 FLOW VELOCITYCFEET/SEC.) = 4.00 DEPTH*VELOCITY(FT*FT/SEC.) = 1.72 LONGEST FLOWPATH FROM NODE 215.00 TO NODE 214.00 = 380.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 214.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== tt44tAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.45 RAINFALL INTENSITYCINCH/HR) = 4.D9 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.D7 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 4.17 2 4.07 Tc (MIN.) 7.57 7.45 INTENSITY (I NCH/HOUR) 4.054 4.092 AREA (ACRE) 1.20 1.20 , :. *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOY RATE STREAM RUNOFF NUMBER (CFS) 1 8.17 2 8.21 TABLE *it Tc (MIN.) 7.45 7.57 I NTENS ITY (INCH/HOUR) 4.D92 4.054 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) 8.21 Tc(MIN.) = 7.57 TOTAL AREA(ACRES) = 2.4D LONGEST FLOWPATH FROM NODE 212.0D TO NODE 214.00 = 440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.DO TO NODE 217.00 IS CODE = 61 . ----------------------------i----------------------------------------------- 44444COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== . .....CSTANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1319.13 DOWNSTREAM ELEVATION(FEET) = 1297.23 STREET LENGTHCFEET) = 45D.00 CURB HEIGHT(INCHES) = 6.D ~ !i STREET HALFWIDTH(FEET) = 33.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 ~OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DEClMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITYCFEET/SEC.) = PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) STREET FLOW TRAVEL TIME(MIN.) = 0.99 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS "e" SUBAREA AREA(ACRES) = 0.50 TOTAL AREACACRES) = 2.9D 9.05 5.35 7.56 = 3.51 Tc(MIN.) = 3.789 = .8877 8.56 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 1.68 9.89 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 5.53 FLOW VELOCITY(FEET/SEC.) = 7.76 DEPTH*VELOCITY(FT*FT/SEC.) = 3.71 LONGEST FLOWPATH FROM NOOE 212.00 TO NODE 217.0D = 890.00 FEET. .**************************************************************************** FLOW PROCESS FROM NODE 217.DO TO NODE 217.00 IS CODE = 10 ----------------------------.-.-.----------------.-------------------------- .....MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 218.00 TO NODE 219.0D IS CODE = 21 ---------------------------------------------------------------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====o ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 12D.DD UPSTREAM ELEVATIDN = 1344.7D DOWNSTREAM ELEVATION = 1342.58 ELEVATION DIFFERENCE = 2.12 TC = 0.393*[( 120.00**3)/( 2.12)]**.2 5.973 100 YEAR RAINFALL INTENSITYC)NCH/HOUR) = 4.619 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8168 SOIL CLASSIFICATION IS "8" SUBAREA RUNOFF(CFS) 0.94 TOTAL AREACACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.94 ~**************************************************************************** ...., FLOW PROCESS FROM NODE 219.0D TO NODE 220.DO IS CODE = 61 ---------------------------------------------------------------------------- tttttCOMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA .....(STANDARD CURB SECTION USED)====o r ;p ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1342.D8 DOWNSTREAM ELEVATION(FEET) = 1303.D2 STREET LENGTH(fEET) = 1400.00 CURB HEIGHT(INCHES) = 6.D STREET HALFWIDTH(FEET) = 30.00 ~ DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(fEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = D.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MOOEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTHCFEET) = 6.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.08 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 3.09 STREET FLOW TRAVEL TIMECMIN.) = 3.84 Tc(MIN.) = 10D YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.517 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFfICIENT = .B345 SOIL CLASSIFICATION IS "e" SUBAREA AREA(ACRES) = 5.30 TOTAL AREA(ACRES) = 5.55 8.78 9.81 SUBAREA RUNOFF(CFS) = PEAK fLOW RATE(CfS) 15.55 16.50 ~ END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 13.59 fLOW VELOCITYCFEET/SEC.) = 6.34 DEPTH*VELOCITY(fT*FT/SEC.) = 3.96 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 140D.D FT WITH ELEVATION-DROP = 39.1 FT, IS 12.3 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 220.00 LONGEST FLOWPATH fROM NOOE 21B.00 TO NODE 22D.DD = 1520.00 fEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NOOE 22D.DO IS CODE = -------------------------.---------------------------------.---------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE . ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INOEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 9.81 RAINFALL INTENSITY(INCH/HR) = 3.52 TOTAL STREAM AREA(ACRES) = 5.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.50 **********************************************.***************************** FLOW PROCESS FROM NODE 221.00 TO NODE 222.0D IS CODE = 21 -----------------------------...-.-.---------------------------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLO~-LENGTH = 120.00 UPSTREAM ELEVATION = 1344.70 DOWNSTREAM ELEVATION = 1342.65 ELEVATION DIffERENCE = 2.D5 TC = 0.393*[( 120.0D**3)/( 2.D5)]**.2 = 6.D13 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.602 ~ SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT .8166 SOIL CLASSIFICATION IS "S" SUBAREA RUNOFF(CFS) = 0.94 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFFCCFS) = D.94 ~*************************************************************************** FLOW PROCESS FROM NODE 222.0D TO NODE 220.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== ((((((STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1342.15 DOWNSTREAM ELEVATION(FEET) = 1303.02 STREET LENGTH(FEET) = 1400.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.DD DISTANCE FROM CROWN TO CROSS FALL GRAOEBREAK(FEET) = 18.0D INSIDE STREET CROSSFALLCDECIMAL) = D.02D OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 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) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = D.50 HALFSTREET FLOOO WIDTH(FEET) = 5.78 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.99 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.99 STREET FLOW TRAVEL TIME(MIN.) = 3.89 Tc(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.498 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6342 SOil CLASSIFICATION IS HC" SUBAREA AREA(ACRES) = 5.00 TOTAL AREA(ACRES) = 5.25 8.3D 9.91 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 14.59 15.53 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.61 HALFSTREET FLOOO WIDTHCFEET) = 12.87 FLOW VELOCITY(FEET/SEC.) = 6.34 DEPTH*VELOCITY(FT*FT/SEC.) 3.89 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 14DO.0 FT WITH ELEVATION-DROP = 39.1 FT, IS 11.6 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 22D.00 LONGEST FLOWPATH FROM NOOE 221.DD TO NODE 220.00 = 1520.DD FEET. **************************************************************************** FLOW PROCESS FROM NODE 22D.DD TO NODE 220.00 IS COOE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.91 RAINFAll INTENSITYCINCH/HR) = 3.50 TOTAL STREAM AREA(ACRES) c 5.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.53 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA ~ NUMBER , 2 (CFS) 16.50 15.53 (MIN. ) 9.81 9.91 (INCH/HOUR) 3.517 3.498 (ACRE) 5.55 5.25 ~*********************************WARNING********************************** IN THIS CDMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS 8ASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. '** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 31.88 9.81 3.517 2 31.94 9.91 3.498 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 31.88 Tc(MIN.) = 9.B1 TOTAL AREA(ACRES) = 10.80 LONGEST FLOWPATH FROM NODE 218.0D TO NODE 220.0D = 1520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.DO IS CODE = 7 <<<<<USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . .USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 9.81 RAIN INTENSITY(INCH/HOUR) = 3.52 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 8.98 **************************************************************************** FLOW PROCESS FROM NODE 22D.DO TO NODE 217.DD IS CODE = 11 <<<<<CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 8.98 9.81 3.517 O.Dl LONGEST FLOWPATH FROM NODE 218.DD TO NODE 217.DO = 152D.OD FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.89 8.56 3.789 2.90 LONGEST FLOWPATH FROM NODE 212.00 TO NDDE 217.00 89D.00 FEET. *********************************WARNING********************************** i . IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** l" ** PEAK STREAM NUMBER FLOW RATE RUNOFF (CFS) TABLE ** Tc (MIN. ) INTENSITY (INCH/HOUR) '?<t. 1 2 17.73 18.16 8.56 9.81 3.789 3.517 . COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREACACRES) = ESTIMATES ARE AS FOLLOWS: = 17.73 Tc(MIN.) = 2.91 8.56 **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NDDE 220.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATIDN AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 9.81 RAIN INTENSITYCINCH/HOUR) = 3.52 TOTAL AREACACRES) = 10.80 TOTAL RUNOFF(CFS) = 22.90 **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUM8ER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENOENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) 9.81 RAINFALL INTENSITY(INCH/HR) = 3.52 TOTAL STREAM AREA(ACRES) = 10.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.90 **************************************************************************** . FLOW PROCESS FROM NODE 217.00 TO NODE 217.00 IS CODE = 7 --------------------------------------------------.--------------~._-------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NOOE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 8.56 RAIN INTENSITY(INCH/HOUR) = 3.79 TOTAL AREACACRES) = 2.91 TOTAL RUNOFF(CFS) = 13.2D **************************************************************************** FLOW PROCESS FROM NODE 217.DO TO NODE 217.00 IS CODE = 44t44DESIGNATE INDEPENDENT STREAM FOR CONFlUENCE===== .....AND COMPUTE VARIOUS CDNFLUENCED STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = B.56 RAINFALL INTENSITYCINCH/HR) = 3.79 TOTAL STREAM AREA(ACRES) = 2.91 PEAK FLOW RATECCFS) AT CONFLUENCE = 13.20 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 22.90 2 13.20 Te (MIN.) 9.Bl 8.56 INTENSITY ( INCH/HOUR) 3.517 3.790 AREA (ACRE) 10.80 2.91 . *******************~*************YARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ~<\. ************************************************************************** RAINFALL INTENSITY ANO TIME OF CONCENTRATION RATIO ~CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 33.1B 8.56 2 35.15 9.81 INTENSITY (I NCH/HOUR) 3.790 3.517 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 35.15 Tc(MIN.) = 9.81 TOTAL AREA(ACRES) = 13.71 LONGEST FLOWPATH FROM NODE 218.DD TO NODE 217.00 = 1520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 211.DO IS CODE = 41 ___________4_________~~4______________________________---------------------- tttttCOMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 13DD.DD DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.D INCH PIPE IS 18.1 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 13.79 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 35.15 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 1288.00 ~ 0.48 Tc(MIN.) = 10.29 218.00 TO NODE 211.00 = 1920.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 211. DO TO NODE 211.00 IS CODE = 11 ~_..-----------~------------------------------------------------------~----- tttttCONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 35.15 10.29 3.425 13.71 LONGEST FLOWPATH FROM NODE 218.00 TO NODE 211.00 = 1920.00 FEET. ** MEMORY BANK # CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) , 22.39 13.96 2.897 8.37 LONGEST FLOWPATH FROM NODE 2D1.DD TO NODE 211.00 = 144D.00 FEET. *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** . ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER CCFS) CMIN.) (INCH/HOUR) 1 51.66 lD.29 3.425 2 52.12 13.96 2.897 A.f<> COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) ; 51.66 Tc(MIN.); 10.29 . TOTAL AREA(ACRES) ; 22.08 **************************************************************************** FLOW PROCESS FROM NODE 211. DO TO NODE 223.00 IS CODE; <<<<<DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS; 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.); 10.29 RAINFALL INTENSITYCINCH/HR); 3.43 TOTAL STREAM AREACACRES); 22.08 PEAK FLOW RATE(CFS) AT CONFLUENCE; 51.66 **************************************************************************** FLOW PROCESS FROM NODE 224.00 TO NODE 225.00 IS CODE; 21 <<<<<RATIONAL METHOD INITIAL SUBAREA ANALYSIS====- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC ; K*[(LENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH; 27D.DD UPSTREAM ELEVATION; 1310.00 DOWNSTREAM ELEVATION; 1288.00 ELEVATION DIFFERENCE; 22.DO TC ; D.709*[( 270.00**3)/( 22.00)]**.2; 10.996 100 YEAR RAINFALL INTENSITY(INCH/HOUR); 3.303 SOIL CLASSIFICATION IS "S" SUBAREA RUNOFF(CFS) ; TOTAL AREACACRES) ; 1.35 0.60 TOTAL RUNOFFCCFS) ; 1.35 **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 223.00 IS CODE; 52 ~ttttCOMPUTE NATURAL VALLEY CHANNEL FLOW===== <<<<<TRAVELTIME THRU SUBAREA====- ============================================================================ ELEVATION DATA: UPSTREAM(FEET); 1288.00 OOWNSTREAM(FEET) 1271.00 CHANNEL LENGTH THRU SUBAREA(FEET); 600.00 CHANNEL SLDPE; 0.0283 CHANNEL FLOW THRU SUBAREACCFS) ; 1.35 FLOW VELOCITYCFEET/SEC); 2.6B (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.); 3.74 Tc(MIN.); 14.73 LONGEST FLOWPATH FROM NODE 224.00 TO NODE 223.00; 870.DD FEET. **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 223.00 IS CODE; 81 <<<<<ADDITION DF SUBAREA TO MAINLINE PEAK FLOW====- ============================================================================ . 100 YEAR RAINFALL INTENSITY(INCH/HOUR); 2.813 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT; .7772 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRESl; 3.10 TOTAL AREA(ACRES) ; 3.70 TC(MIN); 14.73 SUBAREA RUNDFF(CFS) ; TOTAL RUNOFF(CFS) ; 6.78 8.13 J>...' **************************************************************************** FLOW PROCESS FROM NODE 223.00 TO NOOE 223.00 IS CODE = ______________________~____________4~~._....______._4__________.____________ . tttttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.73 RAINFALL INTENSITY(INCH/HR) = 2.B1 TOTAL STREAM AREACACRES) = 3.70 PEAK FLOW RATECCFS) AT CONFLUENCE = 8.13 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 51.66 2 8.13 Tc (MIN. ) lD.29 14.73 INTENSITY (INCH/HOUR) 3.425 2.813 AREA (ACRE) 22.D8 3.7D *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS 8ASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. . ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CF5) 57.34 50.55 TABLE ** Tc (MIN.) 10.29 14.73 INTENSITY (INCH/HOUR) 3.425 2.813 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 57.34 Tc(MIN.) = 10.29 TOTAL AREA(ACRES) = 25.78 LONGEST FLOWPATH FROM NOOE 218.00 TO NOOE 223.00 = 1920.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 223.00 TO NODE 223.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 10.29 RAIN INTENSITY(INCH/HOUR) = 3.43 TOTAL AREA(ACRES) = 25.78' TOTAL RUNOFF(CFS) = 30.00 **************************************************************************** FLOW PROCESS FROM NODE 223.00 TO NODE 223.00 IS CODE = 10 ---------------------_.--~-------------------------------------------------- .....MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ;.~:~~;~-~;~:::--------------------------------------------------------~---~ 1 1 1 1 +----.------------------------------..----------------.--------------------+ A(V **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 217.00 IS CODE = 7 :. .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== i =========================================================================== USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 8.56 RAIN INTENSITYCINCH/HOUR) = 3.79 TOTAL AREACACRES) = D.OD TOTAL RUNOFF(CFS) = 4.43 **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 226.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1297.23 DOWNSTREAM ELEVATION(FEET) = 1282.65 STREET LENGTH(FEET) = 2DD.DD CURB HEIGHT(INCHES) = 6.D STREET HALFWIOTH(FEET) = 33.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 20.DD INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.D8D SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) = D.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to.curb) = 0.0150 Manning's FRICTION FACTOR for Sack.of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.93 . STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 3.87 AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.58 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.62 STREET FLOW TRAVEL TIME(MIN.) = D.44 Tc(MIN.) = 9.DD 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.688 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8874 SOIL CLASSIFICATION IS "C" SUBAREA AREACACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.98 TOTAL AREA(ACRES) = 0.30. PEAK FLOW RATECCFS) = 5.41 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 4.00 FLOW VELOCITY(FEET/SEC.) = 7.82 DEPTH*VELOCITYCFT*FT/SEC.) = 2.79 LONGEST FLOWPATH FROM NODE 218.00 TO NODE 226.00 = 2120.DD FEET. **************************************************************************** FLOW PROCESS FROM NODE 226.00 TO NODE 226.00 IS CDDE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 9.DO RAIN INTENSITY(INCH/HOUR) = 3.69 TOTAL AREACACRES) = 0.01 TOTAL RUNOFF(CFS) = 1.01 . **************************************************************************** FLOW PROCESS FROM NODE 226.00 TO NODE 227.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- A"? .... . TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 9.DO RAINFALL INTENSITYCINCH/HR) = 3.69 TOTAL STREAM AREACACRES) = 0.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.01 1 ARE: **************************************************************************** FLOW PROCESS FROM NODE 228.00 TO NODE 229.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[CLENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1319.35 DOWNSTREAM ELEVATION = 1282.65 ELEVATION DIFFERENCE = 36.70 TC = 0.303*[( 70D.DD**3)/( 36.70)]**.2 = 7.511 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.073 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8885 SOIL CLASSIFICATION IS He" SUBAREA RUNOFF(CFS) = 3.D8 TOTAL AREA(ACRES) = 0.85 TOTAL RUNDFFCCFS) = 3.D8 **************************************************************************** FLOW PROCESS FROM NODE 227.00 TD NODE 227.0D IS CODE = . .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== tttttAND COMPUTE VARIOUS CONFlUENCED STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 7.51 RAINFALL INTENSITY(INCH/HR) = 4.07 TOTAL STREAM AREACACRES) = 0.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.0B ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 1.01 2 3.08 Tc (MIN.) 9.00 7.51 INTENSITY (INCH/HOUR) 3.687 4.073 AREA (ACRE) 0.01 0.B5 *****************************.***WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ~************************************************************************* RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USEO FOR 2 STREAMS. . ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 3.92 3.79 TABLE ** Tc (MIN.) 7.51 9.00 INTENSITY (INCH/HOUR) 4.D73 3.687 ~ ~ COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.92 TcCMIN.) = TOTAL AREA(ACRES) = D.86 LONGEST FLOWPATH FROM NODE 218.00 TO NODE 7.51 . 227.00 = 2120.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 227.DD TO NODE 230.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 12B2.65 DOWNSTREAM ELEVATION(FEET) = 1275.15 STREET LENGTH(FEET) = 420.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 44.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALLCDECIMAL) OUTSIDE STREET CROSSFALLCDECIMAL) GRADEBREAK(FEET) 0.020 = 0.080 30.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLCDECIMAL) = 0.02D Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Sack-of-Walk Flow Section ~ 0.0200 . **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = D.45 HALFSTREET FLOOD WIDTH(FEET) = 5.13 AVERAGE FLOW VELOCITYCFEET/SEC.) = 4.45 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.98 STREET FLOW TRAVEL TIME(MIN.) = 1.57 Tc(MIN.) = 9.09 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.668 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8874 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 1.46 PEAK FLOW RATE(CFS) 4.90 1.95 5.87 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = D.48 HALFSTREET FLOOD WIOTH(FEET) = 5.49 FLOW VELOCITYCFEET/SEC.) = 4.67 DEPTH*VELOCITY(FT*FT/SEC.) = 2.22 LONGEST FLOWPATH FROM NODE 218.DO TO NODE 230.00 = 2540.DD FEET. , ;1 **************************************************************************** FLOW PROCESS FROM NODE 230.0D TO NODE 23D.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- i I I , I I! TOTAL NUM8ER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 9.09 RAINFALL INTENSITY(INCH/HR) = 3.67 TOTAL STREAM AREA(ACRES) = 1.46 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.87 . **************************************************************************** FLOW PROCESS FROM NODE 231.00 TO NODE 230.0D IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ASSUMED INITIAL SUBAREA UNIFORM ~ ~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- :. I , DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 975.0D UPSTREAM ELEVATION = 1302.16 DOWNSTREAM ELEVATION = 1275.15 ELEVATION DIFFERENCE = 27.01 TC = 0.303*[( 975.00**3)/( 27.01)]**.2 = 9.743 100 YEAR RAINfALL INTENSITY(INCH/HOUR) = 3.53D COMMERCIAL DEVELOPMENT RUNOFF COEFfICIENT = .8794 SOIL CLASSIFICATION IS "S" SUBAREA RUNOff(CFS) = TOTAL AREA(ACRES) = 3.10 1.00 TOTAL RUNOFF(CfS) = 3.1D **********************************************************.***************** FLOW PROCESS FROM NODE 230.00 TO NODE 23D.DD IS COOE = .....DESIGNATE INDEPENDENT STREAM FOR CONfLUENCE .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER Of STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENOENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.74 RAINFALL INTENSITY(INCH/HR) = 3.53 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE 3.10 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) . 1 5.87 9.09 3.668 1.46 2 3_10 9.74 3.530 1.00 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEfAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK fLOW. ************************************************************************** RAINfALL INTENSITY AND TIME OF CONCENTRATION RATIO CONfLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc I NTENSI TY NUMBER (CFS) (MIN.) (I NCH/HOUR) 1 8.77 9.09 3.668 2 8.76 9.74 3.530 COMPUTED. CONfLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CfS) = 8.77 Tc(MIN.) = 9.D9 TOTAL AREA(ACRES) = 2.46 LONGEST FLOWPATH fROM NODE 218.DD TO NODE 230.00 = 254D.DD FEET. *****-********************************************************************** FLOW PROCESS FROM NODE 223.0D TO NODE 230.00 IS CODE = 11 . ---------------------------------------------------------------------------- .....CONFLUENCE MEMORY 8ANK # 3 WITH THE MAIN-STREAM MEMORY===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA iJo NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 8.77 9.09 3.668 2.46 LONGEST FLOWPATH FROM NODE 218.DD TO NODE 230.00 = 2540.00 FEET. . ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 30.00 10.29 3.426 25.78 LONGEST FLOWPATH FROM NODE 218.00 TO NODE 230.00 = 192D.00 FEET. *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS OEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE -- STREAM RUNOFF Tc INTENSITY NUMBER (CFS) CMIN.) CINCH/HOUR) 1 35.26 9.09 3.668 2 38.19 10.29 3.426 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 38.19 TcCMIN.) = 10.29 TOTAL AREACACRES) = 28.24 ***********************************************.*.************************** FLOW PROCESS FROM NODE 230.00 TO NODE 232.0D IS CODE = 41 . .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA . <<<<<<<<<<USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ------------------------------------~--------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1271.14 DOWNSTREAMCFEET) FLOW LENGTHCFEET) = 7D.58 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.76 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 38.19 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE = 1270.35 0.12 Tc(MIN.) = 10.41- 218.00 TO NODE 232.0D = 2610.58 FEET. ********************************~******************************************* FLOW PROCESS FROM NODE 232.00 TO NODE 232.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.41 RAINFALL INTENSITYCINCH/HR) = 3.40 TOTAL STREAM AREA(ACRES) = 2B.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 38.19 **************************************************************************** . FlOU PROCESS FROM NODE 226.00 TO NODE 226.00 IS CODe = 7 ---------------------------~-~-------------------------------~-------------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 9.DD RAIN INTENSITYCINCH/HOUR) = 3.69 A, "1.. TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 4.20 **************************************************************************** . FLOW PROCESS FROM NODE 226.0D TO NODE 233.00 IS CODE = 41 ----------~---------------------------------------------------------------- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1277.65 DOWNSTREAM(FEET) = FLOW LENGTHCFEET) = 232.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 6.6 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 5.52 GIVEN PIPE DIAMETERCINCH) = 27.00 NUMBER OF PIPES = PIPE-FLOWCCFS) = 4.20 PIPE TRAVEL TIMECMIN.) = LONGEST FLOWPATH FROM NODE 1275.10 0.70 Tc(MIN.) = 231.0D TO NODE 9.7D 233.00 = 1207.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 233.00 TO NOllE 232.DO IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1274.85 DOWNSTREAMCFEET) = FLOW LENGTHCFEET) = 159.74 MANNING'S N = 0.D13 OEPTH OF FLOW IN 3D.D INCH PIPE IS 5.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.53 GIVEN PIPE DIAMETERCINCH) = 30.00 NUMBER OF PIPES = PIPE-FLOWCCFS) = 4.20 PIPE TRAVEL TIMECMIN.) = 1270.5D . I LONGEST FLOWPATH FROM NODE D.35 Tc(MIN.) = 10.06 231.00 TO NODE 232.00 1367.34 FEET. I **************************************************************************** FLOW PROCESS FROM NODE 232.00 TO NODE 232.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== tttttAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) 10.D6 RAINFALL INTENSITYCINCH/HR) = 3.47 TOTAL STREAM AREACACRES) = D.30 PEAK FLOW RATECCFS) AT CONFLUENCE = 4.20 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENS ITY AREA NUMBER (CFS) CMIN.) (INCH/HOUR) CACRE) 1 38.19 10.41 3.404 28.24 2 4.20 10.06 3.469 D.30 *********************************WARNI NG********************************** ~ IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCO FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. A~ ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) . 1 41.08 lD.06 3.469 2 42.31 1D.41 3.404 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 42.31 Tc(MIN.) = 10.41 TOTAL AREA(ACRES) = 2B.54 LONGEST FLOWPATH FROM NODE 218.00 TO NODE 232.DD = 2610.58 FEET. **************************************************************************** FLOW PROCESS FROM NODE 232.00 TO NODE 234.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 127D.00 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 12.53 MANNING'S N = 0.D13 DEPTH OF FLOW IN 36.0 INCH PIPE IS 13.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.23 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 42.31 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE = 1269.43 0.01 Tc(MIN.) = 10.42 21B.00 TO NODE 234.00 = 2623.11 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREACACRES) = PEAK FLOW RATE(CFS) = 28.54 TC(MIN.) = 42.31 10.42 .:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: ENO OF RATIONAL METHOO ANALYSIS \JOL Neepe D = :n.>,~\.i..-.<lt .l( ,04tfv J( ~ :c /.'t-:. O:.e.~~ I11N + 1,,0' 0 Sff.l'iMJ:,v"f 0, I 'f- CLe. - tU-f ,I Ii ,! + Vo L 0 HI-q nJZ~r'1!k :; (). 7iJ (l.( - fA :f"ULiL';if 2.3 o.z . f..r . 1:f\ **************************************************************************** . HYORAULIC ELEMENTS, I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 ReLease Date: 01/01/2000 License 10 1264 AnaLysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 TIME/DATE OF STUDY: 09:21 06/25/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NODES 204 AND 207 * lDO-YEAR * * * * ************************************************************************** **************************************************************************** ....SUMP TYPE BASIN INPUT INFORMATION . Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = BASIN OPENING(FEET) DEPTH OF WATER(FEET) = 11.20 0.B3 0.83 ttttCALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) 4.8D ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ~ *******~******************************************************************** , HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) copyright 1982-2000 Advanced Engineering Software (aes) VerA 8.0 Release Date: 01/01/2000 License 10 1264 . Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 14:11 06/18/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NODE 217 * 100-YEAR * * * * ************************************************************************** **************************************************************************** ....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) = 17.73 GUTTER FLOWDEPTH(FEET) = D.4D BASIN LOCAL DEPRESSION(FEET) = D.33 FLOWBY BASIN WIDTH(FEET) = 28.00 ....CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 46.3 ....CALCULATED ESTIMATED INTERCEPTIONCCFS) = 13.2 ============================================================================ ~\ **************************************************************************** . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/20DO LIeenseolD 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 TIME/DATE OF STUDY: 16:D8 D5/25/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * node 217 * * * * * ************************************************************************** **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION===: I. CONSTANT STREET GRAOECfEET/fEET) = 0.082000 CONSTANT STREET FLOWCCFS) = 17.73 AVERAGE STREET fLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 2D.DD INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIOE STREET CROSSFALLCDECIMAL) = 0.02DDOD CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.DD CONSTANT SYMMETRICAL GUTTER-LIPCFEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKECfEET) = 0.125DD FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 14.19 AVERAGE FLOW VELOCITYCFEET/SEC.) = 8.21 PRODUCT OF DEPTH&VELOCITY = 3.28 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- , I ! I I . -6v **************************************************************************** . HYORAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License 1D 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ------------~~------_.---------------------------------------.-------------- TIME/OATE OF STUDY: 15:56 OS/25/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * node 220 * * * * * ************************************************************************** **************************************************************************** ....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) = 31.88 GUTTER FLOWDEPTHCFEET) = 0.62 BASIN LOCAL DEPRESSIONCFEET) = 0.33 FLOWBY BASIN WIDTHCFEET) = 28.DO ....CALCULATED BASIN WIOTH FOR TOTAL INTERCEPTION 52.5 ~~ttCALCULATED ESTIMATED INTERCEPTION(CFS) 22.9 ; ~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~7 ~ / . HEC-RAS September 1998 Version 2,2 U.S. Army Corp of Engineers Hydrologic Engineering Center 609 Second Street, Suite D Davis, California 95616-4687 (916) 756-1104 x X XXXXXX XXXX XXXX XX XXXX X XX X X X X XX X X XX X X X X X X XXXXXXX XXXX X XXX XXXX XXXXXX XXXX X XX X XX X X X X XX X X X X X X X X X XXXXXX XXXX X X X X XXXXX PROJECT DATA Project Title: CROWNE HILL Project File: Ch,prj Run Date and Time: 6/25/01 9:04:59 AM Project in English units PLAN DATA . Plan Title: Plan 10 Plan File: C:IHEClRASICh,p10 Geometry Title: NORTHSIRE @ 24+00 Geometry File: C:IHEClRASICh,g06 Flow Title Flow File : rev-natQ1 : C:IHEClRASICh,f02 Plan Summary Information: Number of: Cross Sections:;: 5 Mulitple Openings;: 0 Culverts 0 Inline Weirs :;: 0 Bridges = 0 Computational Information Water surface calculation tolerance;; 0.01 Critical depth calculaton tolerance:;: 0.01 Maximum number of inlerations :;: 20 Maximum difference tolerance = 0,3 Flow tolerance factor :;: 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Mixed Flow FLOW DATA Flow Title: rev-natQ1 Flow File: C:IHEClRASICh,f02 Flow Data (cfs) River 1 Reach RS 1 5 PF1 31,88 ~A.. . . . Boundary Conditions River Reach Downstream Profile Upstream PF 1 Normal S :;: .05 Normal S = .05 GEOMETRY DATA Geometry Title: NORTHSIRE @ 24+00 Geometry File: C:IHEClRASICh.g06 CROSS SECTiON RIVER: 1 REACH: 1 RS:5 INPUT Description: S= 5.36% Station Elevation Data num= 9 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -6 5.8 0 5.66 0 5.16 2 5.34 20 4.56 38 3.82 40 3.66 40 4.16 46 4.28 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -6 .015 -6 .015 46 .015 Bank 8ta: Left Right Lengths: Left Channel Right Coaff Contr. Expan. -6 46 10 10 10 .1.3 CROSS SECTION RIVER: 1 REACH: 1 RS:4 INPUT Description: S:;: 5.36% Station Elevation Data num= 9 Sta Elev Sta Elev Sta Elev -6 5.26 0 5.14 0 4.64 38 3.28 40 3.12 40 3.62 Sta Elev Sta Elev 2 4.8 20 4.02 46 3.74 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -6 .015 -6 .015 46 .015 Bank 8ta: Left Right Lengths: Left Channel Right Coetf Contr. Expan. -6 46 10 10 10 .1.3 CROSS SECTION RIVER: 1 REACH: 1 RS:3 INPUT Description: S= 5.36% Station Elevation Data num= 9 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -6 4.72 0 4.6 0 4.1 2 4.26 20 3.48 38 2.74 40 2.58 40 3.08 46 3.2 Manning's n Values Sta n Val Sta -6 .015 -6 num= 3 n Val Sta n Val .015 46 .015 Bank 8ta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. -6 46 10 10 10 .1.3 CROSS SECTION RIVER: 1 REACH: 1 RS:2 ~ . INPUT Description: S= 5.36% Station Elevation Data nurn= 9 Sta Elev Sta Elev Sta Elev -6 4.18 0 4.06 0 3.56 38 2.2 40 2.04 40 2.54 Sta Elev Sta Elev 2 3.72 20 2.94 46 2.66 Manning's n Values nurn= 3 Sla n Val Sta n Val Sta n Val -6 .015 -6 .015 46 .015 Bank 8ta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. -6 46 10 10 10 .1.3 CROSS SECTION RIVER: 1 REACH: 1 RS: 1 INPUT :1 Description: Station Elevation Data nurn= 9 Sta Elev Sla Elev Sla Elev Sta Elev Sla Elev -6 3.64 0 3.52 0 3.02 2 3.18 20 2.4 38 1.66 40 1.5 40 2 46 2.12 Manning's n Values nurn= 3 Sla n Val Sla n Val Sta n Val -6 .015 -6 .015 46 .015 Bank 818: Left Right Lengths: Left Channel Right Coeff Contr. Expan. -6 46 0 0 0 .1.3 SUMMARY OF MANNING'S N VALUES . River: 1 Reach River Sta. n1 n2 n3 5 .015 .015 .015 4 .D15 .015 .015 3 .015 .015 .015 2 .015 .015 .015 1 .015 .015 .015 SUMMARY OF REACH LENGTHS River: 1 Reach River 8ta. Left Channel Right 5 10 10 10 4 10 10 10 3 10 10 10 2 10 10 10 1 0 0 0 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: 1 . Reach River S18. Contr. Expan. 5 .1 .3 7Je . 4 .1 .3 1 3 .1 .3 1 2 .1 .3 1 1 .1 .3 1 . . ~\, . . ! i j . HEC-RAS Plan" Plarl 01 River. 1 Reach- 1 ~-"Reach ~Rl...ei'Sla;' : MaX Chi Dpth';t _'i~QTotal"c" 'MlriCh8! ';~W.S>Elev;;\' 'CrlIW:S:: f'E.G,:Elevi. 'E:G"Slope NeLChnl lFlowArea':i Top Widlh'"- 'Fl'Ol.ide#Chl:- '"",. )/f \'i;:,,~:;_,-_~;:" ~ ~~$;tL(ft}i~,,""::: ,,' ,(cIS)";';,; ,-(ft);;",_'> ::i!((t):,\ Yd,<':(lI) (ft)'f (fIIftl, :~, -~.,- (ft/5) li.:,:{sQlI) , (ftr:~+: .~,- ,. L " 0.62 31.88 3.66 4.25 4.52 5.22 0.050056 7.76 4.11 19.31 2.96 1'.,:- 4 " " 0.62 31.88 3.12 3.74 3.98 4.70 0,052283 7.67 4.05 19.23 3.02 ,1L,-1," ,'~ 3:'x,,- ~.i", 0.61 31.88 2." 3.19 3.44 4.26 0.059201 8.30 3.84 18.52 3.21 1':,_ 2::1":' " 0.61 31.88 2.04 2.65 2.90 3.76 0.062077 8.47 3.76 18.19 3.28 1,,"'" 0.61 31.88 1.50 2.11 2.36 3.15 0,056847 8.15 3.91 18.80 3.15 ~ **************************************************************************** . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 TIME/DATE OF STUDY: 14:27 D6/18/2DDl ============================================================================ ************************** DESCRIPTION OF STUDY ************************** * NODE 226 * * * * * ************************************************************************** ****..*****.*****************************************.****************...*** ....STREETFLOW MODEL INPUT INFORMATION===: ~ CONSTANT STREET GRADE(FEET/FEET) = 0.D82000 CONSTANT STREET FLOW(CFS) = 5.41 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015DDD CONSTANT SYMMETRICAL STREET HALF.WIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.DD INTERIOR STREET CROSSFALL(DECIMAL) = 0.02DDOO OUTSIDE STREET CROSSFALLCDECIMAL) = 0.08DDDO CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = D.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = D.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) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) PRODUCT OF DEPTH&VELOCITY = 1.77 8.56 6.14 ============================================================================ . ~ **************************************************************************** . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 ReLease Date: 01/01/2000 License ID 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 TIME/DATE OF STUDY: 14:26 06/18/2DD1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NODE 226 * * * * * ************************************************************************** **************************************************************************** <.<<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) = 5.41 GUTTER FLOWDEPTH(FEET) = 0.29 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOW8Y BASIN WIDTH(FEET) = 13.3D <<.<CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 19.8 <...CALCULATED ESTIMATED INTERCEPTION(CFS) = 4.2 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- '. ~ **************************************************************************** . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 TIME/DATE OF STUDY: 11:1706/25/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NODE 230 * 100-YEAR * * * * ************************************************************************** **************************************************************************** ....SUMP TYPE BASIN INPUT INFORMATION==== . Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOWCCFS) = BASIN OPENINGCFEET) = OEPTH OF WATER(FEET) = B.80 0.83 D.83 t~t~CALCULATED ESTIMATED SUMP BASIN WIOTH(FEET) = 3.77 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ~ **************************************************************************** . HYDRAULIC ELEMENTS. I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 TIME/DATE OF STUDY: 14:06 06/21/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * nodes 204 and 207 * 100.year * * * * ************************************************************************** **************************************************************************** ~~~~SUMP TYPE BASIN INPUT INFORMATION==== . Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN BASIN DEPTH INFLOW(CFS) ; OPEN I NG( FEET) OF WATER(FEET) ; 11.20 0.83 0.B3 ....CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) ; 4.BO ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . v,1/' ID \/~ **************************************************************************** . RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineering Software (aes) Ver; 1.5A Release Date: 01/01/2000 License 1D 1264 AnaLysis prepared by: RBF & Associates 14725 ALton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** * BASIN 2DO * 10-YEAR . * * * ************************************************************************** FILE NAME: 10L200.DAT TIME/DATE OF STUDY: 13:52 06/21/2DD1 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ,. I I ! USER SPECIFIED STORM EVENT(YEAR) = 1D.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = D.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 100-YEAR STORM 1D-MINUTE INTENSITY(INCH/HOUR) = 3.48D 1DO-YEAR STORM 6D-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 1D-YEAR INTENSITY-DURATION CURVE = 0.55D5732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 '-HOUR INTENSITY(INCH/HOUR) = 0.889 SLOPE OF INTENSITY OURATION CURVE = 0.5506 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER-DEfINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETfLOY MOOEL' HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN-' / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDEI WAY (FT) (FT) (FT) (FT) (n) --------- --------- 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 = 0.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIpE.* .. **************************************************************************** . FLOW PROCESS FROM NOOE 201.0D TO NODE 2D2.DD IS CODE = 21 i ______________________________________________________---------------------- , , i ~~~~~RATIONAL METHOD INITIAL SUBAREA ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- c;o ASSUMED INITIAL SUBAREA UNIFORM . OEVELOPMENT IS SINGLE FAMILY C1/4 ACRE) TC = K*[(LENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 12D.00 UPSTREAM ELEVATION = 13DD.6D DOWNSTREAM ELEVATION = 1298.59 ELEVATION DIFFERENCE = 2.01 TC = D.393*[C 120.00**3)/C 2.D1)J**.2 6.037 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.147 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT SOIL CLASSIFICATION IS "0" SUBAREA RUNOFFCCFS) = TOTAL AREACACRES) = .8443 0.53 D.20 TOTAL RUNOFFCCFS) = 0.53 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 2D3.DO IS CODE = 61 <<<<<COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== 4~444(STANDARD CURB SECTION USED)=====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1298.D9 DOWNSTREAM ELEVATIONCFEET) = 1295.26 STREET LENGTHCFEET) = 47D.DD CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 3D.DO DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCOECIMAL) 0.D2D OUTSIDE STREET CROSSFALLCDECIMAL) = D.08D SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTlON FACTOR for StreetfLow Sectlon(curb-to-curb) ; Manning's FRICTION FACTOR for Back-of-WaLk FLow Section = 0.0200 . I , I I D.D150 **TRAVEL TIME COMPUTED USING ESTIMATED FlOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.41 HALFSTREET FLOOD WIDTHCFEET) = 4.63 AVERAGE FLOW VELOCITYCFEET/SEC.) 2.43 PRODUCT OF DEPTH&VElOCITY(FT*FT/SEC.) 0.99. STREET FLOW TRAVEL TIMECMIN.) = 3.23 Tc(MIN.) = 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.486 SINGlE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8318 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) 1.60 TOTAL AREACACRES) = 1.80 2.20 9.26 SUBAREA RUNOFFCCFS) PEAK FLOW RATECCFS) = 3.31 3.84 END OF SUBAREA STREET FLOY HYDRAULICS: OEPTH(FEET) = D.5D HALFSTREET FLOOD WIDTH(FEET) = 5.76 FLOW VELOCITY(FEET/SEC.) = 2.79 DEPTH*VELOCITY(FT*FT/SEC.) LONGEST FLOWPATH FROM NODE 201.00 TO NODE 203.DD = 59D.DD 1.39 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 2D4.00 IS CODE = 61 eee~~COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA=====: ~ ~~~e((STANDARD CURB SECTION USED) ,~============================================================================ . UPSTREAM ELEVATION(FEET) = 1295.26 DOWNSTREAM ELEVATIONCFEET) = 129D.54 STREET LENGTHCFEET) = 850.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTH(FEET) = 3D.00 ~ DISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCfEET)" 18.0D INSIDE STREET CROSSFALLCDECIMAL)" D.D20 OUTSIDE STREET CROSSFALLCDECIMAL) " 0.080 ~ SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOff STREET PARKWAY CROSSFALL(DECIMAL) " 0.020 Manning's fRICTION FACTOR for Streetflow Section{curbwto.curb) 0.0150 Manning's FRICTION FACTOR for Back-of.Walk Flow Section ~ 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET)" 0.59 HALFSTREET FLOOD WIDTHCFEET) " 11.54 AVERAGE FLOW VELOCITY(FEET/SEC.)" 2.82 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) 1.67 STREET FLOW TRAVEL TIMECMIN.)" 5.03 TcCMIN.)" 14.29 10 YEAR RAINFALL INTENSITYCINCH/HOUR) 1.958 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT" .8168 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES)" 2.92 TOTAL AREACACRES)" 4.72 6.17 SUBAREA RUNOfF(CFS) PEAK FLOW RATE(CFS) 4.67 8.51 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) "0.65 HALFSTREET FLOOD WIDTHCFEET) 15.33 FLOW VElOCITY(FEET/SEC.) = 2.83 DEPTH*VElOCITY(FT*FT/SEC.) 1.85 'NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L" 85D.0 FT WITH ELEVATION-DROP" 4.7 FT, IS 4.3 CFS, WHICH EXCEEDS THE TOP-Of-CURB STREET CAPACITY AT NODE 204.00 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 2D4.00" 1440.00 FEET. ~*************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 2D4.0D IS CODE" .....DESIGNATE INDEPENDENT STREAM fOR CONFLUENCE=====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS" 4 CONfLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.)" 14.29 RAINFALL INTENSITYCINCH/HR)" 1.96 TOTAL STREAM AREACACRES)" 4.72 PEAK FLOW RATECCFS) AT CONFLUENCE" 8.51 **************************************************************************** FLOW PROCESS FROM NODE 205.DD TO NODE 2D6.00 IS CODE" 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS=====: ============================================================================ . ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(lENGTH**3)f(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH" 136.00 UPSTREAM ELEVATION" 1298.00 DOWNSTREAM ELEVATION = 1295.76 ELEVATION DIFFERENCE" 2.24 TC = 0.393*[( 136.00**3)f( 2.24)J**.2 10 YEAR RAINFAll INTENSrTY(INCHfHOUR) = 3.056 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEfFICIENT" SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) TOTAL AREACACRES) " 6.368 .8429 ~~ 0.52 0.20 TOTAL RUNOFF(CFS) 0.52 **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NOOE 2D7.DD IS CODE = 61 ~--~~~~~~~~;~~~-~~~~~~-;~~~-~~~~~~-~;~~-~~~~-~~~~~~~------------------------- ~~~~~(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1295.26 DOWNSTREAM ELEVATIONCFEET) = 1290.54 STREET LENGTHCFEET) = 85D.DD CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALLCDECIMAL) OUTSIDE STREET CROSSFALLCDECIMAL) GRADEBREAKCFEET) 0.02D = O.OBO = 18.DD SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = D.020 Manning/s FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning/s FRICTION FACTOR for Back-of-WaLk Flow Section 0.0200 !~ **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.38 HALFSTREET FLOOD WIDTHCFEET) = AVERAGE FLOW VELOCITYCFEET/SEC.) = PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = STREET FLOW TRAVEL TIME(MIN.) = 6.34 10 YEAR RAINFALL INTENSITY(INCH/HOUR) COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) 1.30 TOTAL AREACACRES) = 1.50 1.73 4.26 2.23 0.84 Tc(MIN.) 2.089 = .8842 12.71 SUBAREA RUNOFF(CFS) PEAK FLOW RATECCFS) 2.4D 2.92 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTHCFEET) 5.24 FLOW VELOCITYCFEET/SEC.) = 2.54 DEPTH*VELOCITY(FT*FT/SEC.) = 1.16 LONGEST FLOWPATH FROM NODE 205.00 TO NODE 2D7.DD = 986.0D FEET. *************************************************************************~** FLOW PROCESS FROM NODE 207. DD TO NODE 207.DD IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ~1 ;i ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12_71 RAINFALL INTENSITYCINCH/HR) = 2.09 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.92 **************************************************************************** FLOY PROCESS FROM NODE 208.00 TO NODE 209_0D IS COOE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS=====: .============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT. IS SINGLE FAMILY C1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE))**.2 INITIAL SUBAREA FLOW-LENGTH = 140.DD UPSTREAM ELEVATION = 1301.70 <.g(g DOWNSTREAM ELEVATION = 1296.56 ELEVATION DIFFERENCE = 5.14 TC = 0.393*[C 140.00*'3)/( 5.14))**.2 5.488 . 1D YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.317 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8312 SOIL CLASSIFICATION IS "e" SUBAREA RUNOFFCCFS) 0.69 TOTAL AREACACRES) = 0.25 TOTAL RUNOFFCCFS) = 0.69 **************************************************************************** FLOW PROCESS FROM NODE 209.00 TO NODE 204.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====== ~~~~t(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1296.06 DOWNSTREAM ELEVATIONCFEET) = 129D.54 STREET .LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.D STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIOE STREET CROSSFALL(DECIMAL) OUTSIOE STREET CROSSFALLCDECIMAL) GRADEBREAK(FEET) 0.D2D = D.080 1B.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for StreetfLow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-af-waLk Flow Section = 0.0200 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FlOW(CFS) = 2.52 . STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = D.35 HALFSTREET FLOOD WIDTHCFEET) = 3.89 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.84 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.33 STREET FLOW TRAVEL TIME(MIN.) = 1.3D TcCMIN.) 6.79 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.95D SINGLE'FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8240 SOIL CLASSIFICATION IS He" SUBAREA AREACACRES) 1.~ SUBAREA RUNOFFCCFS) = 3.65 TOTAL AREA(ACRES) = 1.n PEAK FLOW RATECCFS) 4.34 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = D.42 HALFSTREET FLOOD WIDTH(FEET) 4.85 FLOW VELOCITY(FEET/SEC.) = 4.37 DEPTH*VELOCITY(FT*FT/SEC.) LONGEST FLOWPATH FROM NODE 208.0D TO NODE 204.00 = 440.00 1.~ FEET. **************************************************************************** FLOW PROCESS FROM NODE 2D4.DD TO NODE 2D4.DO IS CODE = .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ============================================================================ . TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATIONCMIN.) 6.79 RAINFALL INTENSITYCINCH/HR) = 2.95 TOTAL STREAM AREACACRES) = 1.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.34 **************************************************************************** ~ FLOW PROCESS FROM NODE 21D.DD TO NODE 207.00 IS CODE = 21 <<<<<RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 300.00 UPSTREAM ELEVATION = 1300.22 OOWNSTREAM ELEVATION = 1290.54 ELEVATION DIFFERENCE = 9.68 TC = 0.303*[( 3DO.OD**3)/( 9.68)]**.2 5.B98 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.188 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8858 SOIL CLASSIFICATION IS "e" SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 1.13 0.4D TOTAL RUNOFF(CFS) = 1.13 ******************************************************.............***...... FLOW PROCESS FROM NODE 211. 00 TO NODE 211.00 IS CODE = tttttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== tttttAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 5.9D RAINFALL INTENSITY(INCH/HR) = 3.19 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.13 I. I ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (I NCH/HOUR) (ACRE) 1 8.51 14.29 1. 95B 4.72 2 2.92 12.71 2.D89 1.50 3 4.34 6.79 2.950 1. 75 4 1.13 5.90 3.188 0.40 *********************************YARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&~CD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE DF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) ( INCH/HOUR) 1 9.76 5.90 3.188 2 1D.9B 6.79 2.95D 3 14.30 12.71 2.089 4 14.82 14.29 1. 958 . COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOYS: PEAK FLOW RATE(CFS) 14.82 Tc(MIN.) = 14.29 TOTAL AREA(ACRES) = 8.37 (JO LONGEST FLOWPATH FROM NODE 201.00 TO NODE 211.00 = 144D.DD FEET. **************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 211.00 IS CODE = lD .~~~~MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ==============================================================~~========= **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 213.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY C1/4 ACRE) TC = K*[(lENGTH**3)f(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 12D.DO UPSTREAM ELEVATION = 1325.5D DOWNSTREAM ELEVATION = 1323.27 ELEVATION DIFFERENCE = 2.23 TC = 0.393*[( 120.00**3)/( 2.23)]**_2 = 5.913 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.183 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7886 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFFCCFS) = 0.50 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFFCCFS) = 0.50 **************************************************************************** FLOY PROCESS FROM NODE 213.DD TO NODE 214.0D IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== . ~~~~~(STANDARD CURB SECTION USED) =========================================================================== UPSTREAM ELEVATION(FEET) = 1322.87 DOWNSTREAM ELEVATION(FEET) = 1319.13 STREET LENGTH(FEET) = 320.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CRDWN TO CROSSFALL GRADE8REAKCFEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = D.02D OUTSIOE STREET CROSSFALLCDECIMAL) = D.D80 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.02D Manning's FRICTION FACTOR for StreetfLow Section(curb.to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-YaLk FLow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 3.56 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.92 PRODUCT OF OEPTH&VELOCITY(FT*FT/SEC.) 0.94 STREET FLOW TRAVEL TIME(MIN.) = 1.83 TC(MIN.) 7.74 1D YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.745 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8194 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) 1.00 SUBAREA RUNOFF(CFS) TOTAL AREACACRES) = 1.20 PEAK FLOW RATECCFS) 1.63 . 2.25 2.n END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = D.39 HALFSTREET FLOOD WIDTHCFEET) 4.42 FLOW VELOCITY(FEET/SEC.) = 3.30 DEPTH*VELOCITYCFT*FT/SEC.) ~ 1.~ LONGEST FLOWPATH FROM NODE 212.00 TO NOOE 214.00 = 440.00 FEET. **************************************************************************** ~~~~~-~~~~~~~-~~~~-~~~~----~~~:~~-~~-~~~~----~~~:~~-~~-~~~~-~---~---------- <<<<<DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.74 RAINFALL INTENSITY(INCH/HR) = 2.74 TOTAL STREAM AREACACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.75 **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 216.DD IS COOE = 21 tttttRATIONAL METHOD INITIAL SUBAREA ANALYSIS====== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 130.00 UPSTREAM ELEVATION = 1325.5D DOWNSTREAM ELEVATION = 1323.37 ELEVATION DIFFERENCE = 2.13 TC = 0.393*[C 130.DD**3)/C 2.13)]'*.2 6.261 10 YEAR ~AINFALL INTENSITYCINCH/HOUR) = 3.D85 SINGLE.FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8268 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFFCCFS) = TOTAL AREA(ACRES) = 0.51 D.2D TOTAL RUNOFFCCFS) = 0.51 **************************************************************************** FLOW PROCESS FROM NODE 216.0D TO NODE 214.00 IS CODE = 61 ~---------_._--------_._-~~~-~~---------_.~----------~--------~---------~_.- tttttCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: <<<<<CSTANOARD CURB SECTION USED)~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1322.87 DOWNSTREAM ELEVATION(FEET) = 1319.13 STREET LENGTHCFEET) = 250.DD CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALLCDECIMAL) OUTSIDE STREET CROSSFALLCOECIMAL) GRADEBREAK(FEET) 0.D2D = D.080 = 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR tor Streett Low SectionCcurb-to-curb) 0.0150 Manning's FRICTION FACTOR tor Back-at-Walk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = 1.59 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: ~ STREET FLOW DEPTH(FEET) = D.3D HALFSTREET FLOOO WIOTHCFEET) = 3.36 AVERAGE FLOW VELOCITYCFEET/SEC.) 3.18 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 0.97 STREET FLOW TRAVEL TIMECMIN.) = 1.31 Tc(MIN. ) = 7.57 ",\0 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.778 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7768 SOIL CLASSIFICATION IS PS" SUBAREA AREA(ACRES) 1.00 SUBAREA RUNOFF(CFS) ~TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIOTH(FEET) 4.16 FLOW VELOCITY(FEET/SEC.) = 3.60 DEPTH*VELOCITY(FT*FT/SEC.) = LONGEST FLOWPATH FROM NODE 215.DO TO NODE 214.00 = 38D.DD 2.16 2.67 1.33 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 214.0D IS CODE = <<<<<DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====== t~tt(AND COMPUTE VARIOUS CONFlUENCED STREAM VALUES===== ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONfLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.57 RAINFALL INTENSITY(INCH/HR) = 2.7B TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.67 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 2.75 2 2.67 Tc (MIN. ) 7.74 7.57 I NTENS ITY (INCH/HOUR) 2.745 2.778 AREA (ACRE) 1.2D 1.20 .*********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE US EO IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ********************************************~***************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc I NTENS ITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 5.36 7.57 2.778 2 5.39 7.74 2.745 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.39 Tc(MIN.) = 7.74 TOTAL AREA(ACRES) = 2.4D L~NGEST FLOWPATH FROM NODE 212.DO TO NODE 214.DD = 440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 217.DD IS CODE = 61 <<<<<COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====== ~ee~t(STANDARD CURB SECTION USED)===== .-=========================================================================== UPSTREAM ELEVATION(FEET) = 1319.13 DOWNSTREAM ELEVATION(FEET) = 1297.23 STREET LENGTH(FEET)= 450.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 33.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 ~\ INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = D.D80 .SPECIFIED NUMBER OF HAlFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALLCDECIMAL) = 0.02D Manning's FRICTION fACTOR for StreetfLow SectionCcurb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 '*TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.4D HALFSTREET FLOOD WIDTH(FEET) = 4.52 AVERAGE FLOW VELOCITYCFEET/SEC.) = 6.85 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) 2.73 STREET FLOW TRAVEL TIMECMIN.) = 1.D9 Tc(MIN.) 10 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.552 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8829 SOIL CLASSIFICATION IS "e" SUBAREA AREA(ACRES) = 0.50 TOTAL AREACACRES) = 2.90 5.95 8.83 SUBAREA RUNOFF(CFS) = PEAK FLOW RATECCFS) 1.13 6.51 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.41 HALFSTREET FLOOO WIDTH(FEET) = 4.70 FLOW VELOCITYCFEET/SEC.) = 6.97 DEPTH*VELOCITYCFT*FT/SEC.) LONGEST FLOWPATH FROM NOOE 212.DD TO NODE 217.00 = 890.00 2.87 FEET. **************************************************************************** FLOW PROCESS FROM NODE 217.0D TO NODE 217.00 IS CODE = 1D . ~~~ttMAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ===== =========================================================================== **************************************************************************** FLOW PROCESS FROM NODE 218.DO TO NODE 219.00 IS CODE = 21 t4t44RATIONAL METHOD INITIAL SUBAREA ANAlYSIS====== ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY C1/4 ACRE) Te = K*[CLENGTH**3)fCELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 120.DO UPSTREAM ELEVATION = 1344.70 DOWNSTREAM ELEVATION = 1342.58 ELEVATION DIFFERENCE = 2.12 TC = 0.393*[C 120.DD**3)/( 2.12)J**.2 5.973 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.166 SINGLE.FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7881 SOIL CLASSIFICATION IS HBH SUBAREA RUNOFF(CFS) = 0.62 TOTAL AREACACRES) = 0.25 TOTAL RUNOFFCCFS) = 0.62 **************************************************************************** FLOW PROCESS FROM NODE 219.DO TO NODE 220.DD IS CODE = 61 . tttttCOMPUTE STREET FLO~ TRAVEL TIME THRU SUBAREA===== ~ttttCSTANOARO CURB SECTION USED)===== ============================================================================ UPSTREAM ELEVATION(FEET) = 1342.08 OOWNSTREAM ELEVATION(FEET) = 1303.D2 STREET LENGTH(FEET) = 1400.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 ,,\1/ DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 ~OUTSIDE STREET CROSSFALLCOECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION fACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 **TRAVEl TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = D.44 HALF STREET FLOOD WIDTH(FEET) = 5.00 AVERAGE FLOW VELOCITYCFEET/SEC.) = 5.47 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) 2.38 STREET FLOW TRAVEL TIMECMIN.) = 4.27 TcCMIN.) = lD.24 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.353 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8087 SOil CLASSIFICATION IS He" SUBAREA AREACACRES) = 5.30 TOTAL AREACACRES) = 5.55 5.74 SUBAREA RUNOFFCCFS) PEAK FLOW RATECCFS) 10.D8 10.71 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.54 HALFSTREET FLOOD WIDTHCFEET) = 8.56 FLOW VELOCITY(FEET/SEC.) = 6.25 DEPTH*VELOCITY(FT*FT/SEC.) 3.4D *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1400.0 FT WITH ELEVATION-DROP = 39.1 FT, IS 8.2 CFS, WHICH EXCEEDS THE TOP-Of-CURB STREET CAPACITY AT NODE 220.00 ~ LONGEST FLOWPATH FROM NODE 218.DD TO NODE 22D.DD = 1520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = <<<<<DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE=====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 10.24 RAINFALL INTENSITYCINCH/HR) = 2.35 TOTAL STREAM AREACACRES) = 5.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = lD.71 **************************************************************************** FLOW PROCESS FROM NODE 221.DD TO NODE 222.0D IS CODE = 21 t(t((RATIDNAL METHOD INITIAL SUBAREA ANALYSIS====== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY C1/4 ACRE) TC = K*[(LENGTH**3)j(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1344,70 DOWNSTREAM ELEVATION = 1342.65 ELEVATION DIFFERENCE = 2.05 TC = 0.393*[( 120.00**3)/( 2.05)]**.2 6.D13 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.154 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .787B SOIL CLASSIFICATION IS NBN SUBAREA RUNOFF(CFS) = 0.62 ~ TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFFCCFS) = 0.62 **************************************************************************** FLOW PROCESS FROM NODE 222.00 TO NODE 22D.DO IS COOE = 61 ~------------------------------------------------------------------------- ~tt4tCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA=====: <<<<<(STANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1342.15 DOWNSTREAM ELEVATION(FEET) = 13D3.D2 STREET LENGTH(FEET) = 14DO.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.0D DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALLCDECIMAL) OUTSIOE STREET CROSSFALL(DECIMAL) GRADEBREAK(FEET) D.D2D = D.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = D.020 Manning's fRICTION FACTOR for Streetflow SectionCcurb-to-curb) 0.0150 Manning's FRICTION fACTOR for Back-of-Walk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 4.87 AVERAGE FLOW VELOCITY(FEET/SEC.) 5.42 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 2.31 STREET FLOW TRAVEL TIMECMIN.) = 4.31 TcCMIN.) = 10.32 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.342 . SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8064 SOIL CLASSIFICATION IS HC" SUBAREA AREA(ACRES) 5.00 TOTAL AREACACRES) = 5.25 5.42 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 9.47 10.09 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = D.53 HALFSTREET FLOOD WIDTH(FEET) = 7.85 FLOW VELOCITYCFEET/SEC.) = 6.23 OEPTH*VELOCITYCFT*FT/SEC.) 3.32 LONGEST FLOWPATH FROM NODE 221.0D TO NODE 22D.DD = 1520.00 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 22D.DO TO NOOE 22D.00 IS CODE = ------_._------------------------------------~.--_.._------------------_._-~ t((ttDESIGNATE 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 CONCENTRATIONCMIN.) 1D.32 RAINFALL INTENSITY(INCH/HR) = 2.34 TOTAL STREAM AREA(ACRES) = 5.25 PEAK FLOW RATECCFS) AT CONFLUENCE = 1D.09 ** CONFLUENCE DATA ** . STREAM NUMBER 1 2 RUNOFF CCFS) 1D.71 10.09 Tc (MIN.) 10.24 10.32 INTENSITY (INCH/HOUR) 2.353 2.342 AREA (ACRE) 5.55 5.25 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ~ ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ~AINFALL INTENSITY AN~ TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (I NCH/HOUR) 1 20.72 1D.24 2.353 2 2D.75 10.32 2.342 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.72 Tc(MIN.) = 10.24 TOTAL AREA(ACRES) = 10.8D LONGEST FLOWPATH FROM NODE 218.0D TO NODE 220.00 = 1520.0D FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 22D.00 IS CODE = 7 <<<<<USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER. SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 1D.24 RAIN INTENSITY(INCH/HOUR) = 2.35 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 3.02 **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NOOE 217.DD IS CODE = 11 ~-:::::~~:~:~~:~~-~~~~~~-~~:~.~-;.~~~:-~:~-~~~:~~~~~~~-~~~~~~--------------- ============================================================================ ** MAIN STREAM NUMBER 1 LONGEST STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) 3.02 10.24 2.353 FLOWPATH FROM NODE 218.0D TO NODE AREA (ACRE) O.Dl 217.00 1520.0D FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc I NTENS ITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 6.51 8.83 2.552 2.90 LONGEST FLOWPATH FROM NODE 212.00 TO NODE 217.00 = 890.00 FEET. *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 9.12 9.02 TABLE ** Tc (MIN. ) 8.83 10.24 I NTENS I TY (INCH/HOUR) 2.552 2.353 ~ COMPUTEO CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE AS FOLLOWS: 9.12 Tc(MIN.) = 2.91 8.83 '\~ **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 7 ~~~~~~~~~-~;~~;;;~~-~~~~~:~~~-;~;~~~;;~~-~;.~~~~-----..-..--------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = lD.24 RAIN INTENSITY(INCH/HOUR) = 2.35 TOTAL AREA(ACRES) = 10.80 TOTAL RUNOFF(CFS) = 17.7D **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.0D IS CODE = ~~~~<<DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====:: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 10.24 RAINFALL INTENSITY(INCH/HR) = 2.35 TOTAL STREAM AREA(ACRES) = 10.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.70 **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 217.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 8.83 RAIN INTENSITY(INCH/HOUR) = 2.55 ~ TOTAL AREA(ACRES) = 2.91 TOTAL RUNOFF(CFS) = 9.12 **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 217.00 IS CODE = <<<<<<<<<<DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====== ~~~~~AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INOEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 8.83 RAINFALL INTENSITY(INCH/HR) 2.55 TOTAL STREAM AREA(ACRES) = 2.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.12 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 17.7D 2 9.12 Tc (MIN.) 10.24 8.83 INTENSITY (INCH/HOUR) 2.353 2.553 AREA (ACRE) 10.80 2.91 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. !~ .......................................................................... RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** ~ STREAM NUMBER 1 2 RUNOFF (CfS) 24.38 26.11 Te INTENSITY (I NCH/HOUR) 2.553 2.353 . COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CfS) = 26.11 Te(MIN.) = TOTAL AREA(ACRES) = 13.71 LONGEST FLOWPATH fROM NODE (MIN. ) 8.83 10.24 1D.24 218.00 TO NODE 217.DD 1520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 211.00 IS CODE = 41 <<<<<COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA=====: <<<<<USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ============================================================================ ELEVATION DATA: UPSTREAM(fEET) = 1300.00 DOWNSTREAM(FEET) = FLOW lENGTH(FEET) = 400.00 MANNING'S N 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.09 GIVEN PIPE DIAMETER(INCH) = 24.DD NUMBER OF PIPES = PIPE-FLOW(CfS) = 26.11 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 1288.00 0.51 Te(MIN.) = 218.00 TO NODE lD.75 211.00 = 192D.DO FEET. **************************************************************************** FLOW PROCESS FROM NODE 211.DD TO NODE 211.00 IS CODE = 11 <<<<<CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY=====: 4111J=========================================================================== ** MAIN STREAM NUMBER 1 LONGEST STREAM CONFLUENCE DATA *- RUNOfF Te INTENSITY (CFS) (MIN.) (INCH/HOUR) 26.11 10.75 2.291 FLOWPATH fROM NODE 218.0D TO NODE AREA (ACRE) 13.71 211.0D 1920.0D FEET. ** MEMORY BANK # CONflUENCE DATA ** STREAM RUNOff Te INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 14.82 14.29 1.958 8.37 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 211. 00 1440.DO fEET. *********************************YARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOff Te INTENSITY NUMBER (CFS) (MIN. ) (I NCH/HOUR) 1 37.25 10.75 2.291 2 37.13 14.29 1. 958 . COMPUTED CONFLUENCE PEAK FLOW RATE(C\S) TOTAL AREA(ACRES) = ESTIMATES ARE AS FOllOWS: = 37.25 Te(MIN.) = 22.D8 1D.75 **************************************************************************** '\'" FLOW PROCESS FROM NODE 211.0D TO NODE 223.DO IS CODE = .....DESIGNATE INOEPENOENT STREAM FOR CONFLUENCE====: 4111J=;~;::=::::::=~;=:;:::::=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENOENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 10.75 RAINFALL INTENSITY(INCH/HR) = 2.29 TOTAL STREAM AREA(ACRES) = 22.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.25 **************************************************************************** FLOW PROCESS FROM NODE 224.00 TO NODE 225.DD IS CODE = 21 ----_._---------_.-.-------------------------------------------------------- ...<.RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH'*3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 270.DO UPSTREAM ELEVATION = 1310.00 DOWNSTREAM ELEVATION = 1288.00 ELEVATION DIFFERENCE = 22.00 TC = D.7D9*[( 27D_DD**3)/( 22.DO)]**.2 = lD.996 lD YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.262 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) 0.83 TOTAL AREA(ACRES) = 0.6D TOTAL RUNOFF(CFS) = 0.83 e**************************************************************************** FLOW PROCESS FROM NODE 225.0D TO NODE 223.00 IS CODE = 52 ----------------------------------------------------.----------------------- ~ttttCOMPuTE NATURAL VALLEY CHANNEL FLO~===== eeeeeTRAVElTIME THRU SUBAREA===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1288.00 DOWNSTREAM(FEET) = 1271.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 60D.DO CHANNEL SLOPE = 0.0283 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = D.83 FLOW VELOCITY(FEET/SEC) = 2.52 (PER LACFCO/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.96 Tc(MIN.) = 14.96 LONGEST FLOWPATH FROM NODE 224.DO TO NODE 223.00 = 87D.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 225. DD TO NODE 223.00 IS CODE = 81 .....-.---------....-------------.-------..-....---------...-------...------ e~e~~AOOITION OF SUBAREA TO MAINLINE PEAK FlOW===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.910 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .73D1 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) 3.10 .TOTAL AREA(ACRES) = 3.70 TC(MIN) = 14.96 SUBAREA RUNOFF(CFS) TOTAL RUNOFF(CFS) = 4.32 5.16 I~*************~************************************************************** I i I FLOW PROCESS FROM NOOE 223.00 TO NODE 223.00 IS CODE = ---..------..---------.----.------------------------..------....-------....- .."<OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ~~~~~ANO COMPUTE VARIOUS CONFlUENCED STREAM VALUES \~ ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: . TIME OF CONCENTRATION(MIN.) = 14.96 RAINFALL INTENSITY(INCH/HR) = 1.91 TOTAL STREAM AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.16 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 37.25 2 5.16 Tc (MIN.) 10.75 14.96 I NTENS I TY (l NCH/HOUR) 2.291 1.91D AREA (ACRE) 22.08 3.70 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOY. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (l NCH/HOUR) 1 40.96 1D.75 2.291 2 36.21 14.96 1.910 . COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) ~O.96 Tc(MIN.) = 10.75 TOTAL ARE~(ACRES) = 25.78 LONGEST FLOWPATH FROM NODE 218.00 TO NOOE 223.00 = 1920.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 223.DO TO NODE 223.00 IS CODE = 7 <<<<tttUSER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.75 RAIN INTENSITY(INCH/HOUR) 2.29 TOTAL AREA(ACRES) = 25.78 TOTAL RUNOFF(CFS) = 30.00 **************************************************************************** FLOW PROCESS FROM NODE 223. DD TO NODE 223.0D IS CODE = 10 .....MAIN"STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 228.00 TO NODE 229.00 IS CODE = 21 <<(((<<RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH'*3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 700.0D UPSTREAM ELEVATION = 1319.35 DOWNSTREAM ELEVATION = 1282.65 ,G.. ELEVATION DIFFERENCE = 36.70 TC = 0.3D3*[( 7DD.DO**3)/( 36.7D)]**.2 7.511 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.790 . COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8B41 SOIL CLASSIFICATION IS "e" SUBAREA RUNOFF(CFS) 2.1D TOTAL AREA(ACRES) = 0.85 TOTAL RUNOFFCCFS) = 2.1D **************************************************************************** FLOW PROCESS FROM NODE 229.00 TO NODE 230.00 IS CODE = 61 ------------------------------------------------------------------_.-------- <<<<<COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<<CSTANDARD CUR8 SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 12B2.65 DOWNSTREAM ELEVATIONCFEET) = 1275.15 STREET LENGTH(FEET) = 420.0D CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 44.DD DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.02D OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 3D.DD SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning/s FRICTION FACTOR for StreetfLow Section(curb-to-curb) = 0.0150 Manning/s FRICTION FACTOR for Back-af-Walk FLow Section 0.0200 . **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREET FLOW MOOEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD UIDTH(FEET) = 4.05 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.89 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.4D STREET FLOW TRAVEL TIME(MIN.) = 1.80 TcCMIN.) = 9.31 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.479 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8825 SOIL CLASSIFICATION IS "en SUBAREA AREACACRES) = 0.60 SUBAREA RUNOFFCCFS) TOTAL AREACACRES) = 1.45 PEAK FLOW RATECCFS) 2.75 1.31 3.41 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) 4.42 FLOW VELOCITYCFEET/SEC.) = 4.10 OEPTH*VELOCITYCFT*FT/SEC.) = 1.60 LONGEST FLOWPATH FROM NODE 228.00 TO NOOE 23D.00 = 1120.DD FEET. **************************************************************************** FLOW PROCESS FROM NODE 23D. DD TO NODE 23D.DO IS CODE = ---------------------------------------------------------------------------- ~t~ttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) 9.31 RAINFALL INTENSITYCINCH/HR) = 2.48 TOTAL STREAM AREACACRES) = 1.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.41 . **************************************************************************** FLOW PROCESS FROM NODE 231.00 TO NODE 23D.DO IS CODE = 21 ~ ---------------------------------------------------------------------------- (((((RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIfORM . DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)f(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW. LENGTH = 975.00 UPSTREAM ELEVATION = 1302.16 DOWNSTREAM ELEVATION = 1275.15 ELEVATION DIfFERENCE = 27.D1 TC = 0.303*[( 975.00**3)/( 27.01)J**.2 9.743 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.418 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8728 SOIL CLASSIFICATION IS nBn SUBAREA RUNOFF(CFS) 2.11 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFFCCfS) = 2.11 **************************************************************************** FLOW PROCESS FROM NODE 230.DO TO NOOE 230.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE=====: .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES=====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER Of STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 9.74 RAINFALL INTENSITYCINCH/HR) = 2.42 TOTAL STREAM AREACACRES) = 1.00 PEAK FLOW RATE(CfS) AT CONFLUENCE = 2.11 . ** CONFLUENCE DATA ** STREAM RUNOFf Tc INTENSITY AREA NUMBER CCFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.41 9.31 2.479 1.~ 2 2.11 9.74 2.418 1.00 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK fLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONfLUENCE fORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 5.43 9.31 2.479 2 5.44 9.74 2.418 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 5.43 Tc(MIN.) = 9.31 TOTAL AREACACRES) = 2.45 LONGEST FLOWPATH FROM NODE 228.00 TO NOOE 230.00 = 1120.00 FEET. 4111L*************************************************************************** FLOW PROCESS FROM NODE 223.00 TO NODE 23D.00 IS CODE = 11 (((((CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY===== ~ ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA e NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 5.43 9.31 2.479 2.45 LONGEST FLOl,JPATH FROM NODE 228.DD TO NODE 23D.00 1120.00 FEET. *'*' MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (I NCH/HOUR) (ACRE) , 30.00 lD.75 2.291 25.78 LONGEST FLOWPATH FROM NODE 218.00 TO NODE 23D.00 192D.DD FEET. *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 31.40 9.31 2.479 2 35.D1 10.75 2.291 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE AS FOLLOWS: = 35.01 Tc(MIN.) = 28.23 10.75 ;e**************************************************************************** : FLOW PROCESS FROM NODE 23D.DD TO NODE 232.DD IS COOE = 41 i .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: ~~~~~USING USER.SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION OATA: UPSTREAM(FEET) = 1271.14 OOWNSTREAM(FEET) FLOW LENGTH(FEET) = 70.58 MANNING'S N = D.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.63 GIVEN PIPE OIAMETER(INCH) = 3D.DD NUMBER OF PIPES PIPE-FLOW(CFS) = 35.01 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE = 1270.35 0.12 Tc(MIN.) = 218.00 TO NODE 10.87 232.00 = 199D.58 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 232.00 TO NODE 232.00 IS CODE = ~~~~~DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.87 RAINFALL INTENSITY(INCH/HR) 2.2B TOTAL STREAM AREA(ACRES) = 28.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 35.01 - i i **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 226.00 IS CODE = 21 ~v .....RATIONAL METHOO INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM OEVELOPMENT IS COMMERCIAL eTC = K*[(lENGTH**3)f(ElEVATJON CHANGE)]**.2 . INITIAL SUBAREA FLOW-LENGTH = 2DD.00 UPSTREAM ELEVATION = 1297.23 DOWNSTREAM ELEVATION = 1282.65 ELEVATION DIFFERENCE = 14.58 TC = 0.303*[( 2DD.00**3)/( 14.58)]**.2 = 4.260 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.491 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .B868 SOIL CLASSIFICATION IS "e" SUBAREA RUNOFF(CFS) = 0.93 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.93 **************************************************************************** FLOW PROCESS FROM NODE 226.0D TO NODE 233.00 IS CODE = 41 e~eeeCOMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1277.65 DOWNSTREAM(FEET) = 1275.1D FLOW LENGTH(FEET) = 232.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 3.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.53 GIVEN PIPE DIAMETER(INCH) = 27.0D NUMBER OF PIPES PIPE-FLOW(CFS) = D.93 PIPE TRAVEL TIME(MIN.) = 1.lD Tc(MIN.) = 6.10 LONGEST FLOWPATH FROM NODE 217.00 TO NODE 233.0D 432.6D FEET. . **************************************************************************** FLOW PROCESS FROM NODE 233.00 TO NODE 232.00 IS CODE = 41 eeeeeCOMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1274.85 DOWNSTREAM(FEET) = 1270.50 FLOW LENGTH(FEET) = 159.74 MANNING'S N = 0.013 DEPTH OF FLOW IN 3D.0 INCH PIPE IS 2.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.8D GIVEN PIPE DIAMETER(INCH) = 30.0D NUMBER OF PIPES = PIPE-FLOW(CFS) = D.93 PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 6.65 LONGEST FLOWPATH FROM NODE 217.DD TO NODE 232.00 592.34 FEET. **************************************************************************** FLOW PROCESS FROM NODE 232.DD TO NODE 232.00 IS COOE = eeeeeDESIGNATE INDEPENDENT STREAM FOR CONFlUENCE===== ~eeeeAND COMPUTE VARIOUS CONFlUENCED STREAM VAlUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 6.65 RAINFALL INTENSITY(INCH/HR) = 2.98 TOTAL STREAM AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) AT CONFLUENCE D.93 ** CONFLUENCE DATA ** ~ STREAM RUNOFF Te INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 35.D1 10.87 2.276 28.23 ~ 2 0.93 6.65 2.983 0.30 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-' AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 22.36 6.65 2.983 2 35.72 10.87 2.276 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 35.72 Tc(MIN.) = 10.87 TOTAL AREA(ACRES) = 28.53 LONGEST FLOWPATH FROM NODE 218.00 TO NODE 232.0D = 1990.58 FEET. **************************************************************************** FLOW PROCESS FROM NODE 232.00 TO NODE 234.00 IS COOE = 41 I .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .. .....USING USER-SPECIFIED PIPESI2E (EXISTING ELEMENT)===== -=========================================================================== ELEVATION DATA: UPSTREAM(FEET) = 1270.00 OOWNSTREAM(FEET) FLOW LENGTH(FEET) = 12.53 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.D INCH PIPE IS 12.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.44 GIVEN PIPE DIAMETER(INCH) = 36.DD NUMBER OF PIPES = PIPE-FLOW(CFS) = 35.72 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 1269.43 D.D1 Tc(MIN.) = 218.00 TO NODE 10.88 234.00 = 2003.11 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 28.53 TC(MIN.) = 35.72 10.88 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS . ~ **************************************************************************** . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 ReLease Date: 01/01/2000 License 10 1264 AnaLysis prepared by: RBF & Associates 14725 ALton Parkway Irvine, CA 92618 TIME/DATE OF STUDY: 13:18 D6/21/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * node 217 * 10.year * * * * ************************************************************************** **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION===: . CONSTANT STREET GRADE(FEET/FEET) = D.D82000 CONSTANT STREET FLOW(CFS) = 9.12 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF.YIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.D20000 OUTSIDE STREET CROSSFALL(DECIMAL) = D.D80000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.5D CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) 2.DO CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.125DD FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ============================================================================ STREET FLOW MODEL RESULTS: STREET FLOW OEPTHCFEET) = 0.34 HALFSTREET FLOOD WIDTHCFEET) = AVERAGE FLOW VELOCITYCFEET/SEC.) PRODUCT OF DEPTH&VELOCITY = 2.24 11.06 6.65 ============================================================================ . ~ **************************************************************************** . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982~2000 Advanced Engineering Software (aes) Ver. 8.0 ReLease Date: 01/01/2000 License 10 1264 AnaLysis prepared by: RBF & Associates 14725 ALton Parkway Irvine, CA 92618 TIME/DATE OF STUDY: 13:18 06/21/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * node 217 * 10-year * * * * ************************************************************************** **************************************************************************** ....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) = 9_12 GUTTER FLOWDEPTHCFEET) = D_34 BASIN LOCAL DEPRESSIONCFEET) = D.33 FLOWBY BASIN WIOTHCFEET) = 2B.00 ....CALCULATEO BASIN WIDTH FOR TOTAL INTERCEPTION = 28.3 ~~~~CALCULATED ESTIMATED INTERCEPTION(CFS) 9.1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ~ **************************************************************************** . HYDRAULIC ELEMENTS. I PROGRAM PACKAGE (C) Copyright 1982~2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 TIME/DATE OF STUDY: 13:07 06/21/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * node 220 * 10-year * * * * ************************************************************************** **************************************************************************** ....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. STREETFLOWCCFS) = 20.72 GUTTER FLOWDEPTH(FEET) = 0.55 BASIN LOCAL OEPRESSIONCFEET) = 0.33 FLOWBY BASIN WIDTHCFEET) = 28.00 ....CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 38.7 ~~~~CALCULATED ESTIMATED INTERCEPTION(CFS) = 17.7 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ~ **************************************************************************** . HYDRAULIC ELEMENTS . I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Retease Date: 01/01/2000 License IO 1264 AnaLysis prepared by: RBF 14725 & Associates Atton Parkway 92618 Irvine, CA TIME/OATE OF STUDY: 13:35 06/25/20D1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * node 230 * 10~year * * * * ************************************************************************** **************************************************************************** ttt4SUMP TYPE BASIN INPUT INFORMATION==== . Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for ftowby basins and sump basins. BASIN INFLOW(CFS) = BASIN OPENING(FEETJ DEPTH OF WATER(FEET) = 5.4D 0.83 0.83 ....CALCULATED ESTIMATED SU~P BASIN WIDTH(FEET) 2.31 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ~ I. , . HEC-RAS September 1998 Version 2.2 U.S. Army Corp of Engineers Hydrologic Engineering Center 609 Second Street, Suite 0 Davis: California 95616-4687 (916) 756-1104 x X )()()()()()( )()()()( )()()()( XX )()()()( X XX X X X X X X X X XX X X X X X X .XXXXXXX )()()()( X XXX )()()()( )()()()()()( )()()()( X XX X XX X X X X XX X X X X X X X X X )()()()()()( )()()()( X X X X )()()()()( PROJECT DATA Project Title: CROWNE HILL Project File: Ch.prj Run Date and Time: 6/21/01 11 :52:34 AM Project in English units PLAN DATA . Plan Title: Plan 10 Plan File: C:IHEClRASICh.p10 Geometry Title: NORTHSIRE @ 24+00 Geometry File: C:\HEC\RAS\Ch.g06 Flow Title : rev-nat01 Flow File : C:IHEClRASICh.f02 Plan Summary Information: Number of: Cross Sections:;: 5 Mulitple Openings:;; 0 Culverts :;: 0 lnline Weirs :;: 0 Bridges :;: 0 Computational Information Water surface calculation tolerance:;: 0.01 Critical depth calculaton tolerance:;; 0.01 Maximum number of interations ;; 20 Maximum difference tolerance :;: 0.3 Flow tolerance factor 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Mixed Flow FLOW DATA Flow Title: rev-nat01 Flow File: C:IHEClRASICh.f02 . Flow Data (cfs) River Reach RS PF 1 ~<\ . . . 5 Boundary Conditions River Reach Profile PF 1 GEOMETRY DATA Geometry Tille: NORTHSIRE @ 24+00 Geometry File: C:IHEClRASICh.g06 CROSS SECTION RIVER: 1 REACH: 1 RS:5 INPUT Description: S= 5.36% Station Elevation Data nurn= 9 Sta Elev Sta Elev Sta Elev -6 5.8 0 5.68 0 5.18 38 3.82 40 3.66 40 4.16 Manning's n Values num;;; 3 Sta n Val 8ta n Val Sta n Val -6 .015 -6 .015 46 .015 20.72 Upstream Downstream Normal S = .05 Normal S = .05 Sta Elev Sta Elev 2 5.34 20 4.56 46 4.28 Bank 8ta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. -6 46 10 1D 10 .1.3 CROSS SECTION RIVER: 1 REACH: 1 RS:4 iNPUT Description: S= 5.36% Station Elevation Data nurn= 9 Sta Elev Sta Elev Sta Elev -6 5.26 0 5.14 0 4.64 38 3.28 40 3.12 40 3.62 Manning's n Values nurn= 3 Sta n Val Sta n Val 8ta n Val -6 .015 -6 .015 46 .015 Sta Elev Sta Elev 2 4.8 20 4.02 46 3.74 Bank Sta: Left Right Lengths: Left Channel Right Coelf Contr. Expan. -6 46 10 10 10 .1.3 CROSS SECTION RIVER: 1 REACH: 1 RS: 3 INPUT Description: S= 5.36% Station Elevation Data nurn= 9 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -6 4.72 0 4.6 0 4.1 2 4.26 20 3048 38 2.74 40 2.58 40 3.D8 46 3.2 Manning's n Values num:;: 3 Sta n Val Sta n Val Sta n Val -6 .015 -6 .015 46 .015 Bank 8ta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. -6 46 10 10 10 .1.3 CROSS SECTION RIVER: 1 REACH: 1 RS:2 GfJ . . . INPUT Description: S= 5.36'% Station Elevation Data nurn= 9 Sta Elev Sta Elev Sta Elev -6 4.18 0 4.06 0 3.56 38 2.2 40 2.04 40 2.54 Sta Elev Sta Elev 2 3.72 20 2.94 46 2.66 Manning's n Values nurn::; 3 Sta n Val Sta n Val Sta n Val -6 .015 -6 .015 46 .015 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. -6 46 10 10 10 .1.3 CROSS SECTION RIVER: 1 REACH: 1 RS: 1 INPUT Description: Station Elevation Data num::;; 9 Sta Elev Sta Elev Sta Elev -6 3.64 0 3.52 0 3.02 38 1.66 40 1.5 40 2 Sta Elev Sta Elev 2 3.18 20 2.4 46 2.12 Manning's n Values Sta n Val Sta -6 .015 -6 nurn= 3 n Val Sta n Val .015 46 .015 Bank 8ta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. -6 46 0 0 0 .1.3 SUMMARY OF MANNING'S N VALUES River: 1 Reach River Sta. n2 n3 n1 5 .015 .015 .015 4 .015 .015 .015 3 .015 .015 .015 2 .015 .015 .015 1 .015 .015 .015 SUMMARY OF REACH LENGTHS River: 1 Reach River Sta. Left Channel Right 1 5 10 10 10 1 4 10 10 10 1 3 10 10 10 1 2 10 10 10 1 1 0 0 0 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: 1 Reach River Sta. Contr. Expan. 5 .1 .3 ~\ 4 .1 .3 1 3 .1 .3 . 1 2 .1 .3 1 1 .1 .3 1 . . a...v . . . 5.5 5.0 4.5 4.0 ;s c .2 16 > ~ w 3.5 3.D 2.5 2.0 CROWNE HILL Plan 10 6/21/01 1 / .' / / / / / / / / / / / / / / / / / / / / / / / ,/ / / / / ,/ / / . / / 10 20 Main Channel Distance (ft) / / 30 )1 , Legend EG PF 1 ---------+-----..-- Crit PF 1 WS PF 1 ,/ . Ground 40 ay*b . w,.- "'/~. 3i; 2'-' !. . ~~W!S::Eiev': 3.66 4.20 3.12 3.66 2.58 3.12 2.04 2.58 1.50 2,05 CrltWS (0', 4.40 3.86 3.32 2.78 2.24 '_':E:G:,E!ev,.', ":\J'(ft 5.08 455 3.99 3.48 2.90 EG..SlOpe' '_ '(flIflji,:') \ 0.050009 0.051660 0.049665 0.051453 0.049185 \.JOPe ?'1() IJ)~ VEilChii.1 .-tiis)+~ .' 7.50 763 7.48 7.62 7.44 F1dW:Are.i" 'JTOpWldlh 2';Fro.idEi'#-Chl ,i(sq:tt):;' ;'(rt);:>;: 2.76 13.50 2.92 2,71 13.23 2.97 2.77 13.55 2.91 2.72 13.26 2.96 2.79 13.63 2.90 ~Av **************************************************************************** . HYORAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License 10 1264 AnaLysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 TIME/DATE OF STUDY: 14:03 06/21/20D1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * node 226 * 10-year * * * * ************************************************************************** **************************************************************************** <<<<STREET FLOW MOOEL INPUT INFORMATION==== . CONSTANT STREET GRADECFEET/FEET) = 0.082DOO CONSTANT STREET FLOWCCFS) = 0.93 AVERAGE STREET FLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.02000D OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = D.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.DD CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.125DD FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: STREET FLOW OEPTHCFEET) = 0.16 HALFSTREET FLOOD WIDTHCFEET) = AVERAGE FLOW VELOCITYCFEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 0.86 2.00 5.51 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . /" Ov~ **************************************************************************** . HYORAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982~2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1264 AnaLysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 TIME/DATE OF STUOY: 14:04 06/21/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * node 226 * 10~year * * * * ************************************************************************** **************************************************************************** ....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) = D.93 GUTTER FLOWOEPTH(FEET) = D.16 BASIN LOCAL OEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTHCFEET) = 6.00 ~~~~CAlCUlATED BASIN WIDTH FOR TOTAL INTERCEPTION 6.3 ~~~~CAlCUlATED ESTIMATED INTERCEPTION(CFS) = 0.9 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ~ **************************************************************************** . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 ALton Parkway Irvine, CA 92618 TIME/DATE OF STUOY: 14:D7 D6/21/2DD1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * nodes 204 and 207 * la-year * * * * ************************************************************************** **************************************************************************** ....SUMP TYPE BASIN INPUT INFORMATION==== . Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph pLots for fLowby basins and sump basins. BASIN INFLOWCCFS) = BASIN OPENING(FEET) = DEPTH OF WATER(FEET) = 7.41 0.83 D.83 ....CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 3.17 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ~ . . . o T1 CROWNE HILL PROJECT WORK ORDER # 151-00245.001 T2 Storm Drain System L 100 Year Discharge T3 File: LlNEL.WSP 6/19/01 SO 1000.001272.00 1 .013 1275.0 R 1082.981279.75 1 .013 R 1110.301282.31 1 .013 R 1128.851284.04 1 .013 69. JX 1134.501284.16 1 3 3.013 11.2 11.11284.411284.4145. 64.0 R 1177.741285.50 1 .013 R 1298.211287.52 1 .013 19. R 1301.7112B7.59 1 .013 1. R 1312.451287.81 1 .013 2. R 1433.541290.30 1 .013 JX 1438.541290.99 3 2 .013 13.2 1291.24 45. R 1465.581292.52 3 .013 R 1488.071293.80 3 .013 R 1505.471294.78 3 .013 45. R 1535.771296.50 3 .013 SH 3 CD 1 4 2.5 CD 24 1.5 CD 3 4 2.0 ~ . . . F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- CROWNE HILL PROJECT WORK ORDER # 151-0D245.001 HEADING LINE NO 2 IS- Storm Drain System L 100 Year Discharge HEADING LINE NO 3 IS - File: L1NEL.WSP 6/19/01 ~\ . . . F0515P WATER SURFACE PROFILE - ELEMENT CARD LISTING PAGE NO 2 ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 1000.001272.00 1 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT 1082.981279.75 .1 0.013 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT 1110.301282.31 1 0.013 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT 1128.851284.04 1 0.013 W S ELEV 1275.30 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 69.00 0.00 0 ELEMENT NO 5 IS A JUNCTION U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3INVERT-4 PHI3 PHI4 1134.501284.16 1 3 3 0.013 11.2 11.1 1284.41 1284.41 45.00 64.00 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT 1177.741285.50 1 0.013 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT 1298.211287.52 1 0.013 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT 1301.711287.59 1 0.013 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT 1312.451287.81 1 0.013 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT 1433.541290.30 1 0.013 N . RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 19.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 N RADIUS ANGLE ANG PT MAN H 0.00 2.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 11 IS A JUNCTION U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3INVERT-4 PHI3 PHI4 1438.541290.99 3 2 0 0.013 13.2 0.0 1291.24 0.00 45.00 0.00 \~ . . . F0515P PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT 1465.581292.52 3 0.013 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT 1488.071293.80 3 0.013 ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT 1505.471294.78 3 0.013 ELEMENT NO 151S A REACH U/S DATA STATION INVERT SECT 1535.77 1296.50 3 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 45.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 16 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1535.771296.50 3 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING .. WARNING NO.2.. - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC \Q~ . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151-00245.001 Storm Drain System L 100 Year Discharge File: L1NEL.WSP 6/19/01 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR **...........".....,,"....................**.....*****..******************************..***********************************************....*****************. 1000.00 1272.00 1.267 1273.267 58.4 23.40 8.501 1281.768 0.00 2.382 2.50 0.00 0.00 0 0.00 28.90 0.09340 .073816 2.13 1.200 0.00 1028.90 1274.70 1.304 1276.003 58.4 22.53 7.883 1283.886 0.00 2.382 2.50 0.00 0.00 0 0.00 24.30 0.09340 .065998 1.60 1.200 0.00 1053.20 1276.97 1.355 1278.324 58.4 21.49 7.169 1285.493 0.00 2.382 2.50 0.00 0.00 0 0.00 17.02 0.09340 .058229 0.99 1.200 0.00 1070.22 1278.56 1.408 1279.967 58.4 20.48 6.515 1286.482 0.00 2.382 2.50 0.00 0.00 0 0.00 12.76 0.09340 .051437 0.66 1.200 0.00 1082.98 1279.75 1.465 1281.215 58.4 19.53 5.924 1287.139 0.00 2.382 2.50 0.00 0.00 0 0.00 5.39 0.09370 .046803 0.25 1.200 0.00 '. 1088.37 1280.26 1.495 1281.750 58.4 19.06 5.641 1287.391 0.00 2.382 2.50 0.00 0.00 0 0.00 8.86 0.09370 .042732 0.38 1.200 0.00 1097.23 1281.09 1.556 1282.641 58.4 18.18 5.130 1287.771 0.00 2.382 2.50 0.00 0.00 0 0.00 7.19 0.09370 .037871 0.27 1.200 0.00 1104.42 1281.76 1.621 1283.380 58.4 17.33 4.663 1288.043 0.00 2.382 2.50 0.00 0.00' 0 0.00 5.88 0.09370 .033638 0.20 1.200 0.00 1110.30 1282.31 1.692 1284.002 58.4 16.52 4.238 1288.240 0.00 2.382 2.50 0.00 0.00 0 0.00 2.64 0.09326 .030736 0.08 1.200 0.00 1112.94 1282.56 1.729 1284.285 58.4 16.11 4.032 1288.317 0.00 2.382 2.50 0.00 0.00 0 0.00 4.44 0.09326 .028207 0.13 1.200 0.00 1117.38 1282.97 1.807 1284.777 58.4 15.36 3.666 1288.443 0.00 2.382 2.50 0.00 0.00 0 0.00 3.65 0.09326 .025240 0.09 1.200 0.00 . r i' J' \()v . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 2 WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151-00245.001 Storm Drain System L 100 Year Discharge File: L1NEL.wSP 6/19/01 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR *******..**......********..***..***.*****..***.***.....**********************".*....****,.**************'*,,*****,,**********",...******u,******** 1121.03 1283.31 1.892 1285.202 58.4 14.65 3.333 1288.535 0.00 2.382 2.50 0.00 0.00 0 0.00 2.97 0.09326 .022692 0.07 1.200 0.00 1124.00 1283.59 1.985 1285.573 58.4 13.97 3.030 1288.603 0.00 2.382 2.50 0.00 0.00 0 0.00 2.35 0.09326 .020546 0.05 1.200 0.00 1126.35 1283.81 2.090 1285.897 58.4 13.32 2.754 1288.651 0.00 2.382 2.50 0.00 0.00 0 0.00 1.69 0.09326 .018836 0.03 1.200 0.00 1128.04 1283.96 2.214 1286.179 58.4 12.70 2.504 1288.683 0.00 2.382 2.50 0.00 0.00 0 0.00 0.81 0.09326 .017840 0.01 1.200 0.00 1128.85 1284.04 2.382 1286.422 58.4 12.10 2.275 1288.697 0.00 2.382 2.50 0.00 0.00 0 0.00 JUNCT STR 0.02124 .012663 0.07 0.00 . 1134.50 1284.16 4.861 1289.021 36.1 7.35 0.840 1289.861 0.00 2.038 2.50 0.00 0.00 0 0.00 43.24 0.03099 .007746 0.33 1.250 0.00 1177.74 1285.50 3.856 1289.356 36.1 7.35 0.840 1290.196 0.00 2.038 2.50 0.00 0.00 0 0.00 115.34 0.01677 .007746 0.89 1.510 0.00 1293.08 1287.43 2.897 1290.331 36.1 7.35 0.840 1291.171 0.00 2.038 2.50 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 1293.08 1287.43 1.376 1288.810 36.1 13.04 2.641 1291.451 0.00 2.038 2.50 0.00 0.00 0 0.00 5.13 0.01677 .022823 0.12 1.510 0.00 1298.21 1287.52 1.365 1288.885 36.1 13.17 2.691 1291.576 0.00 2.038 2.50 0.00 0.00 0 0.00 3.50 0.02000 .023204 0.08 1.430 0.00 1301.71 1287.59 1.362 1288.952 36.1 13.20 2.707 1291.659 0.00 2.038 2.50 0.00 0.00 0 0.00 10.74 0.02048 .023547 0.25 1.416 0.00 . \'()b . LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151-00245.001 Storm Drain System L 100 Year Discharge File: L1NEL.WSP 6/19/01 PAGE 3 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR "*****************************************************...*****..********.***............**************..***.*************..**"..."""""""......""...,, 1312.45 1287.81 1.353 1289.163 36.1 13.31 2.751 1291.914 0.00 2.038 2.50 0.00 0.00 0 0.00 2.00 0.02056 .023848 0.05 1.414 0.00 1314.45 1287.85 1.351 1289.202 36.1 13.34 2.762 1291.964 0.00 2.038 2.50 0.00 0.00 0 0.00 45.65 0.02056 .025495 1.16 1.414 0.00 1360.10 1288.79 1.300 1290.090 36.1 13.99 3.038 1293.128 0.00 2.038 2.50 0.00 0.00 0 0.00 30.60 0.02056 .028921 0.88 1.414 0.00 1390.70 1289.42 1.252 1290.671 36.1 14.67 3.341 1294.012 0.00 2.038 2.50 0.00 0.00 0 0.00 23.47 0.02056 .032837 0.77 1.414 0.00 1414.17 1289.90 1.206 1291.108 36.1 15.39 3.677 1294.785 0.00 2.038 2.50 0.00 0.00 0 0.00 19.37 0.02056 .037320 0.72 1.414 0.00 . 1433.54 1290.30 1.163 1291.463 36.1 16.14 4.044 1295.507 0.00 2.038 2.50 0.00 0.00 0 0.00 JUNCT STR 0.13800 .044565 0.22 0.00 1438.54 1290.99 0.947 1291.937 22.9 15.63 3.794 1295.731 0.00 1.703 2.00 0.00 0.00 0 0.00 27.04 0.05658 .046966 1.27 0.910 0.00 1465.58 1292.52 0.976 1293.496 22.9 15.04 3.511 1297.007 0.00 1.703 2.00 0.00 0.00 0 0.00 5.83 0.05691 .043792 0.26 0.910 0.00 1471.41 1292.85 0.985 1293.837 22.9 14.85 3.425 1297.262 0.00 1.703 2.00 0.00 0.00 0 0.00 16.66 0.05691 .040506 0.67 0.910 0.00 1488.07 1293.80 1.023 1294.823 22.9 14.16 3.114 1297.937 0.00 1.703 2.00 0.00 0.00 0 0.00 7.76 0.05632 .036484 0.28 0.910 0.00 1495.83 1294.24 1.047 1295.284 22.9 13.75 2.934 1298.218 0.00 1.703 2.00 0.00 0.00 0 0.00 9.64 0.05632 .032965 0.32 0.910 0.00 . \t)'\ . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 4 WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151-00245.001 Storm Drain System L 100 Year Discharge File: L1NEL.WSP 6/19/01 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR *****'**********************************************..,,******"'w**********""*******************,,*,,*****,,.*****..*****....*************** 1505.47 1294.78 1.089 1295.869 22.9 13.10 2.665 1298.534 0.00 1.703 2.00 0.00 0.00 0 0.00 2.03 0.05677 .030419 0.06 0.910 0.00 1507.50 1294.89 1.099 1295.994 22.9 12.95 2.602 1298.596 0.00 1.703 2.00 0.00 0.00 0 0.00 6.77 0.05677 .028178 0.19 0.910 0.00 1514.27 1295.28 1.142 1296.422 22.9 12.35 2.366 1298.788 0.00 1.703 2.00 0.00 0.00 0 0.00 5.30 0.05677 .024893 0.13 0.910 0.00 1519.57 1295.58 1.188 1296.769 22.9 11.77 2.150 1298.919 0.00 1.703 2.00 0.00 0.00 0 0.00 4.22 0.05677 .022028 0.09 0.910 0.00 1523.79 1295.82 1.237 1297.057 22.9 11.22 1.955 1299.012 0.00 1.703 2.00 0.00 0.00 0 0.00 3.40 0.05677 .019519 0.07 0.910 0.00 . 1527.19 1296.01 1.288 1297.301 22.9 10.70 1.778 1299.079 0.00 1.703 2.00 0.00 0.00 0 0.00 2.71 0.05677 .017323 0.05 0.910 0.00 1529.90 1296.17 1.343 1297.510 22.9 10.20 1.616 1299.126 0.00 1.703 2.00 0.00 0.00 0 0.00 2.10 0.05677 .015420 0.03 0.910 0.00 1532.00 1296.29 1.403 1297.689 22.9 9.72 1.468 1299.157 0.00 1.703 2.00 0.00 0.00 0 0.00 1.64 0.05677 .013761 0.02 0.910 0.00 1533.64 1296.38 1.466 1297.845 22.9 9.28 1.336 1299.181 0.00 1.703 2.00 0.00 0.00 0 0.00 1.15 0.05677 .012326 0.01 0.910 0.00 1534.79 1296.44 1.536 1297.981 22.9 8.84 1.214 1299.195 0.00 1.703 2.00 0.00 0.00 0 0.00 0.74 0.05677 .011103 0.01 0.910 0.00 1535.53 1296.49 1.613 1298.099 22.9 8.43 1.104 1299.203 0.00 1.703 2.00 0.00 0.00 0 0.00 0.24 0.05677 .010083 0.00 0.910 0.00 . \0-6 . . . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151-00245.001 Storm Drain System L 100 Year Discharge File: L1NEL.wSP 6/19/01 STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV UELEM SO VEL VEL ENERGY SUPER CRITICAL Q PAGE 5 SF AVE HF NORM DEPTH ZR DIA ID NO. PIER HGTI BASEl ZL NO HEAD GRD.EL. ELEV DEPTH *****...'........**********************..*****..***************U'*************************************************.....".-._.___.___***_""'._ 1535.77 1296.50 1.703 1298.203 22.9 8.04 1.003 1299.206 0.00 1.703 2.00 0.00 0.00 0 0.00 (rjllfl( V~ u.,SH-=: IlqQ,(7-~:,I-l-l.1.{h{.) -= I 2 ~ '6. -:lc'/ f L L ( 1.003 ) =ltqqH' \O~ . . .;, " , , I. I , ! , o T1 CROWNE HILL PROJECT WORK ORDER # 151-00245.001 T2 Storm Drain System L 1 100 Year Discharge T3 File: L1NELL.WSP 6/19/01 SO 1000.001291.24 1 .013 1291.94 R 1084.871292.00 1 .013 SH 1 CD 1 4 1.5 \,0\ . . . F 0 5 1 5P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 11S- CROWNE HILL PROJECT WORK ORDER # 151-00245.001 HEADING LINE NO 2 IS - Storm Drain System L 1 100 Year Discharge HEADING LINE NO 31S- File: L1NELL.WSP 6/19/01 \O~ . . . F0515P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 1000.001291.24 1 W S ELEV 1291.94 ELEMENT NO 2 IS A REACH UIS DATA STATION INVERT SECT 1084.87 1292.00 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SECT W S ELEV 1084.871292.00 1 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING .. WARNING NO.2.. - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC \ oc... . . . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151-00245.001 Storm Drain System L 1 100 Year Discharge File: L1NELL.WSP 6/19/01 PAGE 1 STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO Q HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER UELEM SO NORM DEPTH ZR SF AVE HF ***..**........**..................".......**.****..........................."*........**..............**,,....**.....,,**.,,*.,,*.......***.....**...*********. 1000.00 1291.24 1.358 1292.598 13.2 7.85 0.956 1293.554 0.00 1.358 1.50 0.00 0.00 0 0.00 7.68 0.00895 .014190 0.11 1.500 0.00 1007.68 1291.31 1.485 1292.794 13.2 7.48 0.869 1293.663 0.00 1.358 1.50 0.00 0.00 0 0.00 2.02 0.00895 .014994 0.03 1.500 0.00 1009.70 1291.33 1.500 1292.827 13.2 7.47 0.867 1293.694 0.00 1.358 1.50 0.00 0.00 0 0.00 75.17 0.00895 .015619 1.17 1.500 0.00 1084.87 1292.00 2.014 1294.014 13.2 7.47 0.867 1294.881 0.00 1.358 1.50 0.00 0.00 0 0.00 \\0 . . . o T1 CROWNE HILL PROJECT WORK ORDER # 151-00245.001 T2 Storm Drain System L LATERAL L2 100 Year Discharge T3 File: L1NEL2.WSP 6/19/01 SO 1000.001284.41 1 .013 1289.02 R 1030.971285.00 1 .013 SH 1 CD 1 4 2.0 \\N . F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- CROWNE HILL PROJECT WORK ORDER # 151-00245.001 HEADING LINE NO 2 IS - Storm Drain System L LATERAL L2 100 Year Discharge HEADING LINE NO 3 IS - File: L1NEL2.WSP 6/19/01 . . \~ . . . F0515P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET UIS DATA STATION INVERT SECT 1000.001284.41 1 W S ELEV 1289.02 ELEMENT NO 2 IS A REACH UIS DATA STATION INVERT SECT 1030.971285.00 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SECT W S ELEV 1030.971285.00 1 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING .. WARNING NO.2" - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC \\? . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151-00245.001 Storm Drain System L LATERAL L2 100 Year Discharge File: L1NEL2.wSP 6/19/01 PAGE 1 HGTI BASEl ZL NO STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH VEL VEL ENERGY SUPER CRITICAL DIA ID NO. PIER Q UELEM SO NORM DEPTH ...."".*""...**.......**,.........,..............,,.......***......**..***...**..***.**...**.****..."...,,***.....******...****..*********....**.... 2.00 0.00 0.00 0 0.00 SF AVE HF 1000.00 1284.41 4.610 1289.020 11.2 3.56 0.197 1289.217 0.00 1.201 30.97 0.01905 .002451 0.08 0.830 1030.97 1285.00 4.096 1289.096 11.2 3.56 0.197 1289.293 0.00 1.201 " . - ZR 0.00 2.00 0.00 0.00 0 0.00 \\l\ . . j. o T1 CROWNE HILL PROJECT WORK ORDER # 151-00245.001 T2 Storm Drain System L LATERAL L3 100 Year Discharge T3 File: L1NEL3.wSP 6/19/01 SO 1000.001284.41 1 .013 1289.02 R 1019.551285.00 1 .013 SH 1 CD 1 4 2.0 /' \\~ . F0515P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- CROWNE HILL PROJECT WORK ORDER # 151-00245.001 HEADING LINE NO 2 IS - Storm Drain System L LATERAL L3 100 Year Discharge HEADING LINE NO 3 IS - File: LINEL3.wSP 6/19/01 i. i . i \\~ . . . F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET UIS DATA STATION INVERT SECT 1000.001284.41 1 W S ELEV 1289.02 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT 1019.551285.00 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SECT W S ELEV 1019.551285.00 1 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING .. WARNING NO.2.. - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC \\\. . . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151-00245.001 Storm Drain System L LATERAL L3 100 Year Discharge File: L1NEL3.wSP 6/19/01 PAGE 1 HGTI BASEl ZL NO HEAD GRD.EL. ELEV DEPTH VEL VEL ENERGY SUPER CRITICAL PIER STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV Q UELEM SO SF AVE HF NORM DEPTH *********...**'***************************************-.......***.***..***.***********.********.**********.**.*.*"..**********.****** 2.00 0.00 0.00 0 0.00 1000.00 1284.41 4.610 1289.020 11.2 3.56 0.197 1289.217 0.00 1.201 19.55 0.03018 .002451 0.05 0.730 1019.55 1285.00 4.068 1289.068 11.2 3.56 0.197 1289.265 0.00 1.201 DIA ID NO. ZR 0.00 2.00 0.00 0.00 0 0.00 \\co . DRAINAGE BASIN 300 . . \"C\ **************************************************************************** . RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM 8ASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCO) 1978 HYDROLOGY MANUAL (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** * BASIN 300 * 10-YEAR . SURFACE AND STORM DRAIN FLOWS . . . ************************************************************************** FILE NAME: 10L300.DAT TIME/DATE OF STUDY: 14:41 OS/29/2001 --------~~~---------~~~-----------------------------------------~----------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------------------------.------------------------------~-- . USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(OECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2_360 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = 0.889 SLOPE OF INTENSITY DURATION CURVE = 0.5506 RCFC&WCD HYDROLOGY MANUAL ncn-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL ANO IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES '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 (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) NO. --------- --------- ----------------- ----------------- GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Oepth)*(Velocity) Constraint = 0.0 (FT*FT/S) 'SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.' e**************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 21 --------------------------------------~-------------~----------------------- tttttRATIONAL METHOD INITIAL SUBAREA ANALYSIS ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM 'P DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLO~-LENGTH = 370.00 ~PSTREAM ELEVATION = 1298.09 ~~NSTREAM ELEVATION = 1290.84 ELEVATION DIFFERENCE = 7.25 TC = 0.303*(( 370.00**3)/( 7.25))**.2 7.087 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.881 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8760 SOIL CLASSIFICATION IS "Bn SU8AREA RUNOFF(CFS) 0.76 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.76 **************************************************************************** FLO~ PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = -------.--~----------------------------------------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE=====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.09 RAINFALL INTENSITY(INCH/HR) = 2.88 TOTAL STREAM AREA(ACRES) = 0.30 PEAK FLO~ RATE(CFS) AT CONFLUENCE = 0.76 **************************************************************************** FLO~ PROCESS FROM NODE 303_00 TO NODE 304.00 IS CODE = 21 ---------------------------------------------------------------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS=====: ~=======:::~::~=;:;;;::=:~:::::=~:;;~::==================================== DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLO~-LENGTH = 120.00 UPSTREAM ELEVATION = 1296.80 DO~NSTREAM ELEVATION = 1294.63 ELEVATION DIFFERENCE = 2.17 TC = 0_393*[( 120.00**3)/( 2.17)]**.2 5.945 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.174 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8285 SOIL CLASSIFICATION IS "e" SU8AREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 0.84 0.32 TOTAL RUNOFF(CFS) = 0.84 *********~****************************************************************** FLO~ PROCESS FROM NODE 304.00 TO NODE 302.00 IS CODE = 61 ---------------------------------------------------------------------------- .....COMPUTE STREET FLO~ TRAVEL TIME THRU SUBAREA=====: .....(STANDARO CURB SECTION USEO)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1294.13 DO~NSTREAM ELEVATION(FEET) = 1290.B4 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALF~IDTH(FEET) = 30.00 . DISTANCE FROM CRO~N TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARK~AY CROSSFALL(DECIMAL) = 0_020 \1>- 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) = 1.98 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 3.91 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.99 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.04 STREET FLOW TRAVEL TIME(MIN.) = 1.67 Tc(MIN.) 7.62 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.769 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8200 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.27 TOTAL AREA(ACRES) = 1.~ PEAK FLOW RATE(CFS) = 3.11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) 4.71 FLOW VELOCITY(FEET/SEC.) = 3.32 DEPTH*VELOCITY(FT*FT/SEC.) = 1.37 LONGEST FLOWPATH FROM NODE 303.00 TO NODE 302.00 = 420.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = -~-------------~.._----------------------------_._-------------------------- tttttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.62 RAINFALL INTENSITY(INCH/HR) = 2.77 TOTAL STREAM AREA(ACRES) = 1.32 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.11 **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 306.00 IS CODE = 21 -----------------~------------------------------_._-----~----------~~------- tttttRATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1296.80 DOWNSTREAM ELEVATION = 1294.54 ELEVATION DIFFERENCE = 2.26 TC = 0.393*[( 120.00**3)/( 2.26)]**.2 = 5.897 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.188 SINGLE-FAMILY(I/4 ACRE LOT) RUNOFF COEFFICIENT = .8288 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) 0.53 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.53 **************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 302.00 IS CODE = 61 .---------------------------------------------------------------------------- tttttCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: ttttt(STANDARD CURB SECTION USED} ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1294.04 DOWNSTREAM ELEVATION(FEET) = 1290.84 STREET LENGTH(FEET) = 220.00 CURB HEIGHT(INCHES) = 6.0 ~ STREET HALFYIDTH(FEET) = 30.00 _ DISTANCE FROM CROYN TO CROSSFALL GRADEBREAK(FEET) = 18.00 .- INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKYAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for StreetfLow Section(curb-to.curb) 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section 0.0200 ""TRAVEL TIME COMPUTED USING ESTIMATED FLOY(CFS) = STREETFLOY MODEL RESULTS USING ESTIMATED FLOY: STREET FLOY DEPTH(FEET) = 0.31 HALFSTREET FLOOD YIDTH(FEET) = 3_48 AVERAGE FLOY VELOCITY(FEET/SEC.) 3.22 PRODUCT OF DEPTH&VELOCITY(FT"FT/SEC.) = 1.01 STREET FLOY TRAVEL TIME(MIN.) = 1.14 Te(MIN.) 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.892 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8228 SOIL CLASSIfICATION IS "Cn SUBAREA AREA(ACRES) = 1.00 TOTAL AREA(ACRES) = 1.20 1.72 7_04 SUBAREA RUNOFF(CFS) = PEAK FLDY RATE(CFS) = 2.38 2.91 END OF SUBAREA STREET FLOY HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD YIDTH(FEET) = 4.32 FLDY VELOCITY(FEET/SEC.) = 3.65 DEPTH"VELOCITY(FT"FT/SEC.) = 1.39 LONGEST FLOYPATH FROM NODE 305.00 TO NODE 302.00 = 340.00 FEET. i !e*************************************************************************** : FLOY PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 1 ---------------------------------------------------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCEO STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 7.04 RAINFALL INTENSITY(INCH/HR) = 2.89 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATECCFS) AT CONFLUENCE = 2.91 ** CONFLUENCE DATA ** STREAM RUNOFF Te INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.76 7.09 2.881 0.30 2 3.11 7.62 2.769 1.32 3 2.91 7.04 2.892 1.20 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&YCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA YILL NOT NECESSARILY RESULT.IN THE MAXIMUM VALUE. OF PEAK FLOY. ************************************************************************** . I I . RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Te INTENSITY ~ NUMBER 1 2 3 (CFS) 6.53 6.55 6.62 (MIN.) 7.04 7.09 7.62 (INCH/HOUR) 2.892 2.881 2.769 . COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 6.62 Tc(MIN.) = TOTAL AREA(ACRES) = 2.82 LONGEST FLOWPATH FROM NODE 7.62 303.00 TO NODE 302.00 = 420.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 307.00 TO NODE 308.00 IS CODE = 21 ..-----------------------------------------------------.-------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(lENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 130.00 UPSTREAM ELEVATION = 1300.60 DOWNSTREAM ELEVATION = 1298.60 ELEVATION DIFFERENCE = 2.00 TC = 0.393*[( 130.00**3)/( 2.00))**.2 = 6.340 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.063 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7853 SOIL CLASSIFICATION IS "SU SUBAREA RUNOFF(CFS) = 0.75 TOTAL AREA(ACRES) = 0.31 TOTAL RUNOFF(CFS) = 0.75 .*************************************************************************** FLOW PROCESS FROM NOOE 308.00 TO NODE 309.00 IS CODE = 61 ---------.------------------------------------------------------------------ (~(((COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARO CUR8 SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1298.10 DOWNSTREAM ELEVATION(FEET) = 1290.98 STREET LENGTH(FEET) = 370.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(OECIMAL) = 0_080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 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 CDMPUTED USING ESTIMATED FLoW(CFS) 2.33 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIOTH(FEET) = 3.73 AVERAGE FLOW VELoCITY(FEET/SEC.) 3.85 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) 1.29 . STREET FLOW TRAVEL TIME(MIN.) = 1.60 Tc(MIN.) 7.94 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.706 APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8498 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) 1.38 SUBAREA RUNoFF(CFS) = 3.17 TOTAL AREA(ACRES) = 1.69 PEAK FLOW RATE(CFS) 3.92 ,7J\ END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 4.61 FLOW VELOCITY(FEET/SEC.) = 4.36 DEPTH*VELOCITY(FT*FT/SEC.l 1.76 ,~lONGEST FLOWPATH FROM NODE 307.00 TO NODE 309.00 = 500.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 309.00 TO NODE 310.00 IS CODE = 61 .--_._------~..._---_......._..~._.~.-._-------_..~~------~.._..~~-~_._----- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....(STANOARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1290.98 DOWNSTREAM ELEVATION(FEET) = 1282.20 STREET LENGTH(FEET) = 460.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 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) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIOTH(FEET) = 5.16 AVERAGE FLOW VELOCITY(FEET/SEC.) 4.62 ~ PRODUCT OF OEPTH&VELOCITY(FT*FT/SEC.) = 2.07 STREET FLOW TRAVEL TIME(MIN.) = 1.66 Tc(MIN_) = 9_60 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.438 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8306 SOIL CLASSIFICATION IS HOH SUBAREA AREA(ACRES) 1.22 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 2.91 PEAK FLOW RATE(CFS) 5.16 2_47 6.39 END OF SUBAREA STREET FLOW HYDRAULICS, DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 5.61 FLOW VELOCITY(FEET/SEC.) = 4.88 OEPTH*VELOCITY(FT*FT/SEC.> = 2.37 LONGEST FLOWPATH FROM NODE 307.00 TO NODE 310.00 = 960.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 7 ---_.._._----_..__._........~~~--~~_..~------_..._.-------.....----...------ .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS, TC(MIN) = 6.62 RAIN INTENSITY(INCH/HOUR) = 2.99 TOTAL AREA(ACRES) = 2.82 TOTAL RUNOFF(CFS) = 7.62 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 311.00 IS CODE = 61 ------~----_..~----_....._............._.~----~._------~~...._-~-------~~-_. '~' .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: 44444(STANDARD CURB SECTION USEO>===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1290.84 DOWNSTREAM ELEVATION(FEET) = 1282.19 STREET LENGTH(FEET) = 560.00 CUR8 HEIGHT(INCHES) = 6.0 \~~ STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRAOEBREAK(FEET) = 18.00 _NSIDE STREET CROSSFALL(DECIMAL) = 0.020 UTSIDE STREET CROSSFALL(DECIMAL) = 0.080 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 ESTIMATEO FLOW(CFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 11.02 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.70 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.74 STREET FLOW TRAVEL TIME(MIN.) = 1.99 Tc(MIN.) 10 YEAR RAINFALL INTENSITY(INCH!HOUR) = 2.589 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8341 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 2.08 TOTAL AREA(ACRES) = 4.90 9.86 8.61 SU8AREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 4.49 12.11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIOTH(FEET) = 13.48 FLOW VELOCITY(FEET/SEC.) = 4.69 DEPTH*VELOCITY(FT*FT/SEC.) 2.92 LONGEST FLOYPATH FROM NODE 307_00 TO NODE 311.00 = 1520.00 FEET. .************************************************************************** FLOW PROCESS FROM NODE 312.00 TO NODE 313.00 IS CODE = 21 tttttRATIONAL METHOD INITIAL SUBAREA ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) Te = K*[(LENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 125.00 UPSTREAM ELEVATION = 1318.30 DOWNSTREAM ELEVATION = 1316_25 ELEVATION DIFFERENCE = 2.05 TC = 0.393*[( 125.00**3)/( 2.05)]**.2 = 6.162 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.112 SINGLE-FAMILY(I/4 ACRE LOT) RUNOFF COEFFICIENT = .7867 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.49 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.49 **************************************************************************** FLOW PROCESS FROM NODE 313.00 TO NODE 314.00 IS CODE = 61 --------------------------------------_.-~--------------------------.------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== ;;;;;(STANDARD CURB SECTION USED)===== ============================================================================ . UPSTREAM ELEVATION(FEET) = 1315.75 DOWNSTREAM ELEVATION(FEET) STREET LENGTH(FEET) = 420.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 = 1312_80 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 C/:::. (See C! Lf-i' , /fiLE -:1./ J-h-~) ,1J, OUTSIDE STREET CROSSFALL(OECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = .TREET PARKWAY CROSSFALL(DECIMAL) = 0.020 anning's FRICTION FACTOR for Streetflow SectionCcurb-to-curb) Manning'S FRICTION FACTOR for Back-af-Walk FLaw Section 0.0200 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTHCFEET) = 3.79 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.33 PRODUCT OF OEPTH&VELOCITY(FT*FT/SEC.) = 0.79 STREET FLOW TRAVEL TIMECMIN.) = 3.00 Tc(MIN.) = 9.16 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.501 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .7672 SOIL CLASSIFICATION IS US" SUBAREA AREA(ACRES) 1.00 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) 1.46 1.92 2.41 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) 4.65 FLOW VELOCITYCFEET/SEC.) = 2.63 DEPTH*VELOCITYCFT*FT/SEC.) 1.07 LONGEST FLOWPATH FROM NODE 312.00 TO NODE 314.00 = 545.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 314.00 TO NODE 314.00 IS CODE = ----------------------~~----------------------------------_.---------_.----- eUUDESIGNATE INDEPENDENT STREAM FOR tONFLUENCE= ~=;~;::=::::::=~;=;;::::;=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.16 RAINFALL INTENSITY(INCH/HR) = 2.50 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2_41 **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 316.00 IS CODE = 21 ---------------------------------------------------------------------------- ~~~eeRATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SU8AREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 135.00 UPSTREAM ELEVATION = 1317.20 DOWNSTREAM ELEVATION = 1314.59 ELEVATION DIFFERENCE = 2.61 TC = 0.393*[( 135.00**3)/( 2.61)]**.2 = 6.149 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.115 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7868 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 0.49 0.20 TOTAL RUNOFFCCFS) = 0.49 . **************************************************************************** FLOW PROCESS FROM NODE 316.00 TO NODE 314.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA \1.1"\ .....(STANDARO CUR8 SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1314.09 DOWNSTREAM ELEVATION(FEET) = 1312.80 .TREET LENGTHCFEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 TREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAKCFEET) INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 18.00 SPECIFIED NUM8ER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for StreetfLow Section(curb-to~curb) 0.0150 Manning/s FRICTION FACTOR for Back-af-Walk FLow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTHCFEET) = 3.03 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.23 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.62 STREET FLOW TRAVEL TIME(MIN.) = 1.20 TcCMIN.) 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.825 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7783 SOil CLASSIFICATION IS PS" SUBAREA AREA(ACRES) 0.40 TOTAL AREA(ACRES) = 0.60 0.93 7.35 SUBAREA RUNOFF(CFS) = PEAK FLOW RATECCFS) = 0.88 1-37 END OF SUBAREA STREET FLOW HYDRAULICS: .OEPTH(FEET) = 0.32 HALFSTREET FLOOD WIOTHCFEET) = 3.58 FLOW VELOCITY(FEET/SEC.) = 2.43 OEPTH*VELOCITYCFT*FT/SEC.) = 0.78 LONGEST FLOWPATH FROM NODE 315.00 TO NODE 314.00 = 295.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 314.00 TO NODE 314.00 IS CODE = ---------------------------------------------------------------------------- .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.35 RAINFALL INTENSITY(INCHjHR) = 2.82 TOTAL STREAM AREACACRES) = 0.60 PEAK FLOW RATECCFS) AT CONFLUENCE = 1.37 **************************************************************************** FLOW PROCESS FROM NODE 317.00 TO NODE 318.00 IS CODE = 21 .~-~~--------~-----------------------_._----_..~~---------~~---------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE)I TC = K*[(LENGTH**3)/(ELEVATION CHANBE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 130.00 UPSTREAM ELEVATION = 1317.30 DOWNSTREAM ELEVATION = 1314.75 ELEVATION DIFFERENCE = 2.55 TC = 0.393*[( 130.00**3)/( 2.55)]**.2 = 6.040 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.146 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7876 \1J> SOIL CLASSIFICATION SUBAREA RUNOFFCCFS) TOTAL AREA(ACRES) = IS liB" 0.57 0.23 TOTAL RUNOFF(CFS) = 0.57 ~************************************************************************* FLOW PROCESS FROM NODE 318.00 TO NODE 314.00 IS CODE = 61 -----------.---_.._----------------------------------------_.--------------- <<<<<COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: <<<<<CSTANDARD CURB SECTION USED)====: ============================================================================ UPSTREAM ELEVATIONCFEET) = 1314.25 DOWNSTREAM ELEVATIONCFEET) = 1312.80 STREET LENGTHCFEET) = 100.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCOECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning'S FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 ""TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTHCFEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 2.80 AVERAGE FLOW VELOCITYCFEET/SEC.) = 2_85 PRODUCT OF DEPTH&VELOCITY(FT"FT/SEC.) 0.74 . STREET FLOW TRAVEL TIME(MIN.) = 0.59 TcCMIN.) = 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.990 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7832 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) 0.40 TOTAL AREA(ACRES) = 0_63 1.04 6.62 SUBAREA RUNOFF(CFS) PEAK FLOW RATECCFS) 0.94 , .51 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTHCFEET) = 3.29 FLOW VELOCITY(FEET/SEC.) = 3.11 DEPTH*VELOCITY(FT*FT/SEC.) 0.93 LONGEST FLOWPATH FROM NODE 317.00 TO NODE 314.00 = 230.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 314.00 TO NODE 314.00 IS CODE = ---------------------------------------------------------------------------- <<<<<DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<<AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATIONCMIN.) 6.62 RAINFALL INTENSITY(INCH/HR) = 2.99 TOTAL STREAM AREACACRES) = 0.63 PEAK FLOW RATECCFS) AT CONFLUENCE = 1.51 . ** CONFLUENCE DATA "" STREAM RUNOFF Tc I NTENSI TV AREA NUMBER (CFS) (MIN.) (l NCH/HOUR) CACRE) 1 2.41 9.16 2.501 1.20 2 1.37 7.35 2.B25 0.60 3 1.51 6.62 2.990 0.63 \11~ . *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED .ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA ~ILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE *'* STREAM RUNOFF Te INTENSITY NUMBER (CFS) CMIN.) (I NCH/HOUR) 1 4.48 6.62 2.990 2 4.72 7.35 2_825 3 4.88 9.16 2.501 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 4.88 TcCMIN.) = 9.16 TOTAL AREACACRES) = 2.43 LONGEST FLOWPATH FROM NODE 312.00 TO NODE 314.00 = 545.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 314.00 TO NODE 310.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: tttttCSTANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1312.80 DOWNSTREAM ELEVATION(FEET) = 1282.20 . STREET LENGTH(FEET) = 800.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALLCOECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLIDECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow SectionCcurb-to-curb) ~ 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section ~ 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.46 HALFSTREET FLOOD WIDTHCFEET) = 5.30 AVERAGE FLOW VELOCITYCFEET/SEC.) = 6.65 PRODUCT OF DEPTH&VELOCITYIFT*FT/SEC.) 3.06 STREET FLOW TRAVEL TIMEIMIN.) = 2.01 TeCMIN.) 10 YEAR RAINFALL INTENSITYIINCH/HOUR) = 2.243 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8256 SOIL CLASSIFICATION IS "OU SUBAREA AREAIACRES) 3.17 TOTAL AREAIACRES) = 5.60 7.82 11.17 SUBAREA RUNOFFCCFS) = PEAK FLOW RATE(CFS) 5.87 10.75 . END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTHCFEET) = 6.82 FLOW VELOCITY(FEET/SEC.) = 7.18 DEPTH*VELOCITYCFT*FT/SEC.) = 3.71 LONGEST FLOWPATH FROM NODE 312.00 TO NODE 310.00 = 1345.00 FEET. **************************************************************************** \70 FLOY PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = ._------~----------------------------------------------------_.------------- .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE 4111i;~;::=::::::=~;=;;::::;=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 11.17 RAINFALL INTENSITY(INCH/HR) = 2.24 TOTAL STREAM AREA(ACRES) = 5.60 PEAK FLOY RATE(CFS) AT CONFLUENCE = 10.75 **************************************************************************** FLOY PROCESS FROM NODE 319.00 TO NODE 320.00 IS CODE = 21 ---------------------------------------------------------------------------- (((((RATIONAL METHOD INITIAL SUBAREA ANALYSIS====== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K"[(LENGTH""3)/(ELEVATION CHANGE))"".2 INITIAL SUBAREA FLOY-LENGTH = 170.00 UPSTREAM ELEVATION = 1318.40 DOYNSTREAM ELEVATION = 1316.47 ELEVATION DIFFERENCE = 1.93 TC = 0.393"[( 170.00""3)/( 1.93)]"".2 = 7.501 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.793 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8382 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) = 0.59 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) 0.59 .*************************************************************************** FLOY PROCESS FROM NODE 320.00 TO NOOE 321.00 IS CODE = 61 ________________w_____________________________________---------------------- .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA====: ttttt(STANDARD CURB SECTION USED'===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1315.97 DOYNSTREAM ELEVATION(FEET) = 1312.65 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFYIDTH(FEET) = 30.00 DISTANCE FROM CROYN TO CROSSFALL GRAOE8REAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HAlFSTREETS CARRYING RUNOFF STREET PARKUAY CROSSFALL(OECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-Yalk Flow Section = 0.0200 **TRAVEl TIME COMPUTED USING ESTIMATED FLOY(CFS) = 1_60 STREET FLOW MODEL RESULTS USING ESTIMATED FLOY: STREET FLOY DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 3.89 AVERAGE FLOY VELOCITY(FEET/SEC.) 2.45 . PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.' 0.85 STREET FLOY TRAVEL TIME(MIN.) = 3.07 Tc(MIN.) = 10.57 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.312 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7597 SOIL CLASSIFICATION IS n8n SUBAREA AREA(ACRES) = 1.15 SUBAREA RUNOFF(CFS) = 2.02 ~ TOTAL AREACACRES) = 1.40 PEAK FLOW RATECCFS) = 2.61 END OF SUBAREA STREET FLOW HYDRAULICS: eDEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 4.75 FLOW VELOCITY(FEET/SEC.) = 2.73 DEPTH*VELOCITYCFT*FT/SEC.) 1.14 LONGEST FLOWPATH FROM NOOE 319.00 TO NODE 321.00 = 620.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 321.00 TO NODE 322.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....CSTANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1312.65 DOWNSTREAM ELEVATIONCFEET) = 1282.78 STREET LENGTHCFEET) = 800.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAK(FEET) INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.080 18.00 SPECIFIED NUM8ER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to.curb) 0.0150 Manning's FRICTION FACTOR for Back-of-~alk Flow Section = 0.0200 e **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.38 HAlFSTREET FLOOD WIDTHCFEET) = 4.30 AVERAGE FLOW VELOCITY(FEET/SEC.) 5.82 PRODUCT OF OEPTH&VELOCITYCFT*FT/SEC.) = 2.21 STREET FLOW TRAVEL TIMECMIN.) = 2.29 Tc(MIN.) = 12.86 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.075 SINGlE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8206 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 2.34 TOTAL AREACACRES) = 3.74 4.60 SUBAREA RUNDFFCCFS) PEAK FLOW RATE(CFS) 3.99 6.59 END OF SU8AREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 4.98 FLOW VELOCITY(FEET/SEC.) = 6.33 DEPTH*VElOCITYCFT*FT/SEC.) = 2.75 LONGEST FlOWPATH FROM NODE 319.00 TO NODE 322.00 = 1420.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 322.00 TO NODE 310.00 IS CODE = tttttDESIGNATE 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 CONCENTRATIONCMIN.) = 12.86 RAINFALL INTENSITY(INCH/HR) = 2.0B TOTAL STREAM AREACACRES) = 3.74 PEAK FLOW RATECCFS) AT CONFLUENCE = 6.59 e ** CONFLUENCE DATA ** STREAM RUNOFF Te NUMBER CCFS) (MIN.) INTENSITY (I NCH/HOUR) AREA (ACRE) \,?1/ 1 2 10.75 6.59 11.17 12.86 2.243 2.075 5.60 3.74 .********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE_ THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE .. STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 16.48 11. 17 2.243 2 16.54 12.86 2.075 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.48 Tc(MIN.) = 11.17 TOTAL AREA(ACRES) = 9.34 LONGEST FLOWPATH FROM NODE 319.00 TO NODE 310.00 = 1420.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 322.00 TO NODE 310.00 IS CODE = .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 . CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 11.17 RAINFALL INTENSITY(INCH/HR) = 2.24 TOTAL STREAM AREA(ACRES) = 9.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 1 ARE: 16.48 **************************************************************************** FLOW PROCESS FROM NODE 309.00 TO NODE 310.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NOOE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 9.60 RAIN INTENSITY(INCH/HOUR) = 2.44 TOTAL AREA(ACRES) 2.91 TOTAL RUNOFF(CFS) = 6.39 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = ~~~~~DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....ANO COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 9.60 RAINFALL INTENSITY(INCH/HR) = 2.44 TOTAL STREAM AREA(ACRES) = 2.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.39 . ** CONFLUENCE DATA ** STREAM NUMBER RUNOFF (CFS) Tc (MIN. ) I NTENS ITY (INCH/HOUR) AREA (ACRE) \'?~ 1 2 16.48 6.39 11.17 9.60 2.243 2.438 9.34 2.91 .********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&~CD FORMULA OF PLATE 0-' AS DEFAULT VALUE. THIS FORMULA ~ILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLO~. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLO~ RATE RUNOFF (CFS) 20.55 22.35 TABLE ** Te (MIN.) 9_60 11.17 INTENSITY (INCH/HOUR) 2.438 2.243 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLO~S: PEAK FLO~ RATE(CFS) = 22.35 Te(MIN.) = 11.17 TOTAL AREA(ACRES) = 12.25 LONGEST FLO~PATH FROM NODE 319.00 TO NODE 310.00 = 1420.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 310_00 TO NODE 310.00 IS CODE = --------------_.---~-~----------------------------------------------------.- .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====== ============================================================================ . TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 TIME OF CONCENTRATION(MIN.) = 11.17 RAINFALL INTENSITY(INCH/HR) = 2.24 TOTAL STREAM AREA(ACRES) = 12.25 PEAK FLO~ RATE(CFS) AT CONFLUENCE = 22.35 ARE: **************************************************************************** FLO~ PROCESS FROM NODE 302.00 TO NODE 311.00 IS CODE = 7 ------~-~-----------~------------------------~----------------~~--------~--- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE===:= ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLO~S: TC(MIN) = 8.61 RAIN INTENSITY(INCH/HOUR) = 2.59 TOTAL AREA(ACRES) = 4.90 TOTAL RUNOFF(CFS) = 12.11 , **************************************************************************** FLO~ PROCESS FROM NODE 310.00 TO NODE 311.00 IS CODE = -----------------------------------------------------------~---------------- .....OESIGNATE 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.) 8.61 RAINFALL INTENSITY(INCH/HR) = 2.59 TOTAL STREAM AREA(ACRES) = 4.90 PEAK FLO~ RATE(CFS) AT CONFLUENCE = 12.11 . ** CONFLUENCE DATA ** STREAM NUMBER RUNOFF (CFS) Te INTENSITY (MIN.) (INCH/HOUR) AREA (ACRE) ~ 1 2 11.17 8.61 12.25 4.90 2.243 2.588 22.35 12.11 e*********************************WARNI NG********************************** N THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS 8ASEO ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS_ ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 29.34 8.61 2.588 2 32.85 11.17 2.243 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 32.85 Te(MIN.) = 11.17 TOTAL AREA(ACRES) : 17.15 LONGEST FLOWPATH FROM NODE 319.00 TO NODE 311.00 = 1420_00 FEET_ **************************************************************************** FLOW PROCESS FROM NODE 311.00 TO NODE 311.00 IS CODE = 7 ----.----------.----------------------------------.------------------------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: eTC(MIN) = 11.17 RAIN INTENSITY(INCH/HOUR) = 2_24 TOTAL AREA(ACRES) : 8.58 TOTAL RUNOFF(CFS) : 11.33 **************************************************************************** FLOW PROCESS FROM NODE 311.00 TO NODE 323.00 IS CODE = 61 ---------------------------------------------------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: ~~~~~(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1282.19 DOWNSTREAM ELEVATION(FEET) = 1279.12 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES): 6.0 STREET HALFWIDTH(FEET) = 30.00 GRAOEBREAK(FEET) = 0.020 : 0.080 18.00 DISTANCE FROM CROWN TO CROSS FALL INSIDE STREET CROSSFALL(DECIMAL) OUTSIDE STREET CROSSFALL(DECIMAL) SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(OECIMAL) = 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 e **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) : 12.11 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET): 14_82 AVERAGE FLOW VELOCITY(FEET/SEC.) 4.20 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.71 STREET FLOW TRAVEL TIME(MIN.) = 0.99 Te(MIN.) = 12.16 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.140 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8016 c1:::- Q,LH I (~f.lFLE-) \ ~-I flLd'-'vl ) \..t SOIL CLASSIFICATION IS "C" SUBAREA AREACACRES) 0.91 SUBAREA RUNOFFCCFS) = TOTAL AREACACRES) = 9.49 PEAK FLOY RATE(CFS) = eENO OF SU8AREA STREET FLOY HYDRAULICS: OEPTHCFEET) = 0.66 HALFSTREET FLOOD YIDTH(FEET) 15.64 FLOY VELOCITYCFEET/SEC.) = 4.18 DEPTH'VELOCITY(FT'FT/SEC.) 2.75 LONGEST FLOYPATH FROM NODE 319.00 TO NODE 323.00 = 1670.00 FEET. 1.56 12.89 **************************************************************************** FLOY PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 7 -------------------------------------~-------------------------------------- <<<<<USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOYS: TC(MIN) = 11.17 RAIN INTENSITYCINCH/HOUR) = 2.24 TOTAL AREA(ACRES) = 8.58 TOTAL RUNOFF(CFS) = 11.33 **************************************************************************** FLOY PROCESS FROM NODE 310.00 TO NODE 324.00 IS CODE = 61 ---------------------------------------------~------------------------------ <<<<<COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA <<<<<CSTANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1282.20 OOYNSTREAM ELEVATIONCFEET) = 1279.12 STREET LENGTH(FEET) = 260.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFYIOTHCFEET) = 30.00 e GRADEBREAKCFEET) 0.020 = 0_080 = 18.00 DISTANCE FROM CROYN TO CROSSFALL INSIDE STREET CROSSFALLCOECIMAL) OUTSIDE STREET CROSSFAll(DECIMAl) SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKYAY CROSSFALLCOECIMAL) = 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 FLOYCCFS) = STREETFLOY MODEL RESULTS USING ESTIMATED FLDY: STREET FLOY DEPTHCFEET) = 0.64 HALFSTREET FLOOD YIDTHCFEET) = 14.82 AVERAGE FLOY VELOCITYCFEET/SEC.) 4.13 PRODUCT OF OEPTH&VELOCITY(FT'FT/SEC.) = 2.66 STREET FLOY TRAVEL TIME(MIN.) = 1.05 Tc(MIN.) 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.135 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8014 SOIL CLASSIFICATION IS "C" SU8AREA AREACACRES) 0.67 TOTAL AREACACRES) = 9.25 11.90 12.22 SUBAREA RUNOFFCCFS) = PEAK FLOY RATECCFS) 1.15 12.48 END OF SUBAREA STREET FLOY HYDRAULICS: DEPTH(FEET) = 0.65 HALFSTREET FLOOD YIDTH(FEET) = 15.43 FLOY VELOCITY(FEET/SEC.) = 4.12 DEPTH'VELOCITYCFT'FT/SEC.) = 2.69 LONGEST FLOYPATH FROM NODE 319.00 TO NODE 324.00 = 1930.00 FEET. ~**************************************************************************** FLOY PROCESS FROM NODE 325.00 TO NODE 326.00 IS CODE = 21 -----------------------------------------.---------------------------------- tttttRATIONAl METHOD INITIAL SUBAREA ANALYSIS ============================================================================ d .::O.L.t'f I (Se,p /icfLf-1 ) Jf1l-Jlt...j) \~r:, ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 .NITIAL SUBAREA FLOW-LENGTH = 110.00 PST REAM ELEVATION = 1288.10 DOWNSTREAM ELEVATION = 1286.06 ELEVATION DIFFERENCE = 2.04 TC = 0.393*[( 110_00"3)/( 2.04)]".2 = 5.713 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.244 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8299 SOIL CLASSIFICATION IS "e" SUBAREA RUNOFF(CFS) = 0.57 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 0.57 **************************************************************************** FLOW PROCESS FROM NODE 326.00 TO NODE 327.00 IS CODE = 61 ---------------------------------------------------------------------------- ~~(~4COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== eett4(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1285.56 DOWNSTREAM ELEVATION(FEET) = 1282.DO STREET LENGTH(FEET) = 440.00 CUR8 HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = . STREET PARKWAY CRDSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLODD WIDTH(FEET) = 4.03 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.59 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) 0.93 STREET FLOW TRAVEL TIME(MIN.) = 2.83 Tc(MIN.) 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.599 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8157 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRESl = 1_17 TOTAL AREA(ACRES) = 1.38 1-82 8.54 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 2.48 3.05 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.43 HALFSTREET FLODO WIDTH(FEET) = 4.96 FLOW VELOC I TY( FEET /SEC.) = 2.95 DEPTH'VELOCITY( FT'FT /SEC.) = 1- 28 LONGEST FLOWPATH FROM NODE 325.00 TO NODE 327.00 = 550.00 FEET. **************************************************************************** FLOW PRDCESS FROM NODE 327.00 TO NODE 327.00 IS CODE = . ~~<<~~DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ~=========================================================================== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIDN(MIN.) = 8.54 RAINFALLINTENSITY(lNCH/HR) = 2.60 \,?1 TOTAL STREAM AREA(ACRES) = 1.38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.05 .-'**************************************************************************** FLOW PROCESS FROM NODE 328.00 TO NODE 329.00 IS CODE = 21 --_._---------~--------------------------_.--------------------------------- .....RATIONAL MET NOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) Te = K*[(LENGTH**3)/(ELEVATION CHANGE)1**.2 INITIAL SUBAREA FLOW-LENGTH = 130.00 UPSTREAM ELEVATION = 1288.10 DOWNSTREAM ELEVATION = 1286.04 ELEVATION DIFFERENCE = 2.06 TC = 0.393*[( 130.00**3)/( 2.06)]**.2 = 6.303 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.073 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8266 SOIL CLASSIFICATION IS "e" SUBAREA RUNOFF(CFS) = 0.86 TOTAL AREA(ACRES) = 0.34 TOTAL RUNOFF(CFS) = 0.86 **************************************************************************** FLOW PROCESS FROM NODE 329.00 TO NODE 327.00 IS CODE = 61 ---------------------------~--------------------~--------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: ~tttt(STANDARD CURB SECTION USED) ============================================================================ . UPSTREAM ELEVATION(FEET) = 1285.54 DOWNSTREAM ELEVATION(FEET) = 1282.00 STREET LENGTH(FEET) = 360.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(OECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-Yalk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIOTH(FEET) = 4.28 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.97 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.12 STREET FLOW TRAVEL TIME(MIN.) = 2.02 Tc(MIN.) 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.637 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8167 SOIL CLASSIFICATION IS PCP SUBAREA AREA(ACRES) 1.35 TOTAL AREA(ACRES) = 1.69 2.32 8.33 SUBAREA RUNOFF(CFS) = PEAK FLOY RATE(CFS) 2.91 3.77 . END OF SUBAREA STREET FLOY HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) 5.20 FLOW VELOCITY(FEET/SEC.) = 3.33 DEPTH*VELOCITY(FT*FT/SEC.) LONGEST FLOWPATH FROM NODE 328.00 TO NODE 327.00 = 490.00 1.51 FEET. **************************************************************************** ~ FLOW PROCESS FROM NODE 327.00 TO NODE 327.00 IS CODE = ____w_______________________________________.w_._._________________.________ .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: eeeeetAND COMPUTE VARIOUS CONFlUENCED STREAM VALUES ========================================================================== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.33 RAINFALL INTENSITY(INCH/HR) = 2.64 TOTAL STREAM AREA(ACRES) = 1.69 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.77 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 3.05 2 3.77 I NTENS ITY (I NCH/HOUR) 2.599 2.637 AREA (ACRE) 1.38 1.69 Te (MIN. ) 8.54 8.33 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FlO~ RATE TABLE ** STREAM RUNOFF Te INTENSITY . NUMBER (CFS) (MIN.) (INCH/HOUR) 1 6.74 8.33 2.637 I 2 6.76 8.54 2.599 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.74 Te(MIN.) = 8.33 TOTAL AREA(ACRES) = 3.07 LONGEST FLOWPATH FROM NODE 325.00 TO NODE 327.00 = 550.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 327.00 TO NODE 323.00 IS CODE = 61 ------------------.---------------------------------------------------~~~~-~ ...~~COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA==-== eeeee(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1282_00 DOWNSTREAM ELEVATION(FEET) = 1279.12 STREET LENGTH(FEET) = 220.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CRDSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 18.00 . 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) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.54 7.22 I cI ~D}+( (~ UEL f: -1 r~uJ) ~ ) \'U" HALFSTREET FLOOD WIDTH(FEET) = 8.36 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.28 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.32 .STREET FLOW TRAVEL TIME(MIN.) = 0.86 Tc(MIN.) 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.498 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = SOIL CLASSIFICATION IS "e" SUBAREA AREA(ACRES) 0.47 TOTAL AREA(ACRES) = 3.54 9.18 .8130 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) 0.95 7.69 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 9.08 FLOW VELOCITY(FEET/SEC.) = 4.31 DEPTH*VELOCITY(FT*FT/SEC.) = 2.38 LONGEST FLOWPATH FROM NODE 325.00 TO NODE 323.00 = 770.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 327.00 TO NODE 323.00 IS CODE = .--------------------------------------------------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.18 RAINFALL INTENSITY(INCH/HR) = 2.50 TOTAL STREAM AREA(ACRES) = 3.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.69 **************************************************************************** FLOW PROCESS FROM NODE 311.00 TO NODE 323.00 IS CODE = 7 .----------------------------------------------------------------------------- ~<<<<<<<<USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.16 RAIN INTENSITY(INCH/HOUR) = 2.14 TOTAL AREA(ACRES) = 9.49 TOTAL RUNOFF(CFS) = 12.89 **************************************************************************** FLOW PROCESS FROM NODE 323.00 TO NOOE 323.00 IS CODE = ---------------------------------------------------------------------------- .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== t~~~~AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER Of STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.16 RAINFALL INTENSITY(INCH/HR) = 2.14 TOTAL STREAM AREA(ACRES) = 9.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.89 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 7.69 2 12_89 Tc (MIN.) 9.18 12.16 I NTENS I TV (I NCH/HOUR) 2.498 2.140 AREA (ACRE) 3.54 9.49 :. *********************************~ARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. \AP ***************************~********************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. .** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 17.43 9.1B 2.498 2 19.48 12.16 2.140 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 19.48 Tc(MIN.) = 12.16 TOTAL AREA(ACRES) = 13.03 LONGEST FLOWPATH FROM NODE 325.00 TO NODE 323.00 = 770.00 FEET. J **************************************************************************** FLOW PROCESS FROM NODE 323.00 TO NODE 323.00 IS CODE = 10 --.----------..------------------.------------------------------------------ .....MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 330.00 TO NODE 331.00 IS CODE = 21 -----.---------------------------------------------------.------------------ .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1285.50 DOWNSTREAM ELEVATION = 1282.87 ELEVATION DIFFERENCE = 2.63 TC = 0.393*[( 120.00**3)/( 2.63)]**.2 = 5.721 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.242 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8298 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 0.40 0.15 TOTAL RUNOFF(CFS) = 0.40 **************************************************************************** FLOW PROCESS FROM NODE 331.00 TO NODE 324.00 IS CODE = 61 ---------~------------------------------------------------------------------ ~~~~~COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANOARO CURB SECTION USEO)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1282.37 DOWNSTREAM ELEVATION(FEET) = 1279.12 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHESJ = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 . SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0_020 Manningfs FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manningfs FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVELTIME COMPUTED USING ESTIMATED FLOW(CFS) 1.67 \~ STREETFLOU MODEL RESULTS USING ESTIMATED FLOU: STREET FLOU DEPTH(FEET) = 0.33 HALFSfREEf FLOOD UIDfH(FEEf) = 3.66 . AVERAGE FLOU VELDClfY( FEET/SEC.) = 2.84 PRODUCf OF OEPTH&VELOCITY(FT*FT/SEC.) = 0.94 SfREET FLOU TRAVEL TIME(MIN.) = 1.76 Te(MIN.) = 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.797 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = SOIL CLASSIFICATION IS "e" SUBAREA AREA(ACRES) = 1.10 fOTAL AREA(ACRES) = 1.25 7.48 .8206 SUBAREA RUNOFF(CFS) = PEAK FLOU RATE(CFS) = 2.52 2.93 END OF SUBAREA STREET FLOU HYDRAULICS: DEPTH(FEEf) = 0.40 HALFSTREET FLOOD UIDTH(FEET) 4.61 FLOU VELOCITY(FEET/SEC_) = 3_26 DEPTH*VELOCITY(Ff*FT/SEC.) = 1.32 LONGEST FLOUPAfH FROM NODE 330.00 TO NOOE 324.00 = 420.00 FEEf. **************************************************************************** FLOU PROCESS FROM NODE 331.00 TO NODE 324.00 IS CODE = .....0ESIGNAfE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT Sf REAM 1 ARE: TIME OF CONCENTRATION(MIN.) 7.48 RAINFALL INfENSITY(INCH/HR) = 2.80 fOTAL STREAM AREA(ACRES) = 1.25 PEAK FLOU RATE(CFS) Af CONFLUENCE = 2.93 .- **************************************************************************** FLOU PROCESS FROM NODE 310.00 TO NODE 324.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOUS: TC(MIN) = 12.22 RAIN INfENSITY(INCH/HDUR) = 2.13 TOTAL AREA(ACRES) = 9.25 TOTAL RUNOFF(CFS) = 12.48 **************************************************************************** FLOU PROCESS FROM NODE 324.00 TO NODE 324.00 IS CODE = ~~~~~DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOfAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN_) = 12.22 RAINFALL INTENSITY(INCH/HR) = 2.13 TOTAL STREAM AREA(ACRES) = 9.25 PEAK FLOU RATE(CFS) AT CONFLUENCE = 12.48 ** CONFLUENCE DATA *. SfREAM RUNOFF Te INfENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) . 1 2.93 7.48 2.797 1.25 2 12.48 12.22 2.134 9.25 *********************************~ARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&UCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA \ A.,Y WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** . RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE .. STREAM RUNOFF Tc I NTENS I TV NUMBER (CFS) (MIN.) (INCH/HOUR) 1 10.57 7.48 2.797 2 14.71 12.22 2.134 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.71 Tc(MIN.) = 12.22 TOTAL AREA(ACRES) = 10.50 LONGEST FLOWPATH FROM NODE 328.00 TO NODE 324.00 = 490.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 323.00 TO NODE 323.00 IS COOE = 11 .....CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 14.71 12.22 2.134 10.50 LONGEST FLOWPATH FROM NODE 328.00 TO NODE 323.00 490.00 FEET. . .. MEMORY BANK # 3 CONFLUENCE DATA .. STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 19.48 12.16 2.140 LONGEST FLOWPATH FROM NODE 325.00 TO NODE AREA (ACRE) 13.03 323.00 770.00 FEET. *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCO FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 34.12 12.16 2.140 2 34.14 12.22 2.134 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE AS FOLLOWS: 34_12 Tc(MIN.) = 23.53 12.16 +-_._--------~---------------------------------------------------------~~..+ 1 START STORM DRAIN FLOWS 1 , 1 .' 1 +---~.._-------------_._-------------.__._._----_._-------~----------------+ **************************************************************************** FLOW PROCESS FROM NODE 324.00 TO NODE 324.00 IS CODE = 7 \i\~ <<<<<USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: . TC(MIN) = 12.16 RAIN INTENSITY(lNCH/HOUR) = 2.14 TOTAL AREA(ACRES) = 11.77 TOTAL RUNOFF(CFS) = 17.06 **************************************************************************** FLOW PROCESS FROM NODE 324.00 TO NODE 323.00 IS CODE = 41 4~~~tCOMPUTE PIPE.FLOW TRAVEL TIME THRU SUBAREA===== <<<<<USING USER-SPECIFIED PIPESI2E (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1273.62 DOWNSTREAM(FEET) = 1273.28 FLOW LENGTH(FEET) = 33.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 13.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.85 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 17.06 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN_) = 12.23 LONGEST FLOWPATH FROM NODE 325.00 TO NODE 323.00 803.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 324.00 TO NODE 332.00 IS CODE = <<<<<DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 12.23 RAINFALL INTENSITY(INCH/HR) = 2.13 TOTAL STREAM AREA(ACRES) = 11.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.06 1 ARE: **************************************************************************** FLOW PROCESS FROM NODE 332.00 TO NODE 332.00 IS CODE = 7 ttt(tUSER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.16 RAIN INTENSITY(INCH/HOUR) = 2.14 TOTAL AREA(ACRES) = 11.77 TOTAL RUNOFF(CFS) = 17.06 **************************************************************************** FLOW PROCESS FROM NODE 323.00 TO NODE 332.00 IS CODE = 41 (ttttCOMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== <<<<<USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1273.40 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 38.82 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 16.9.INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.98 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 17.06 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = LONGEST FLOWPATH FROM NODE 328.00 TO NODE 1273.21 . 12.27 332.00 = 52B.82 FEET. **************************************************************************** FLOW PROCESS FROM NODE 332.00 TO NODE 332.00 IS CODE = ~ .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: 44~~4AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 . CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.27 RAINFALL INTENSITY(INCH/HR) = 2.13 TOTAL STREAM AREA(ACRES) = 11.77 PEAK FLO~ RATE(CFS) AT CONFLUENCE = 17.06 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 17.06 2 17.D6 Te (MIN.) 12.23 12.27 INTENSITY (INCH/HOUR) 2.133 2.130 AREA (ACRE) 11.77 11. 77 *********************************YARNING********************************** IN THIS COMPUTER PROGRAM, THE CDNFLUENCE VALUE USED IS BASED DN THE RCFC&~CD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA ~ILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLO~. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLO~ RATE TABLE ** STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 34.07 12.23 2.133 . 2 34.09 12.27 2.130 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLO~S: PEAK FLO~ RATE(CFS) = 34.07 Te(MIN.) = 12.23 TOTAL AREA(ACRES) = 23.54 LONGEST FlOWPATH FROM NODE 325.00 TO NODE 332_00 = 803.60 FEET. **************************************************************************** FLO~ PROCESS FROM NODE 332.00 TO NODE 333.00 IS CODE = 41 tetttCOMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== tttttUSING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1273.19 DO~NSTREAM(FEET) = 1272.56 FLO~ LENGTH(FEET) = 51.96 MANNING'S N = 0.013 DEPTH OF FLO~ IN 30.0 INCH PIPE IS 19.8 INCHES PIPE-FLO~ VELOCITY(FEET/SEC.) = 9.90 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES PIPE-FLO~(CFS) = 34.07 PIPE TRAVEL TIME(MIN.) = 0.09 Te(MIN.) = 12.32 LONGEST FLO~PATH FROM NODE 325.0D TO NODE 333.00 = 855.56 FEET. **************************************************************************** FLO~ PROCESS FROM NODE 333.00 TO NODE 333.00 IS CODE = 10 ---------------------------------------------------------------------------- . t(tt(MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ===== ============================================================================ **************************************************************************** FLO~ PROCESS FROM NODE 311.00 TO NODE 311.00 IS CODE = 7 \AP~ -----------------------------------.-------------.-------------------------- tttttUSER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: eTCCMIN) = 11.17 RAIN INTENSlTY(lNCH/HDUR) = 2.24 TOTAL AREACACRES) = 0.00 TOTAL RUNDFFCCFS) = 5.10 **************************************************************************** FLOW PROCESS FROM NODE 311.00 TO NODE 334.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: tttttUSING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1276.97 DOWNSTREAMCFEET) 1276.30 FLOW LENGTHCFEET) = 66.32 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.0 INCHES PIPE-FLDW VELOCITYCFEET/SEC.) = 5.81 GIVEN PIPE DIAMETERCINCH) = 18.00 NUMBER OF PIPES = PIPE-FLOWCCFS) = 5.10 PIPE TRAVEL TIMECMIN.) = 0.19 TcCMIN.) = 11.36 LDNGEST FLOWPATH FROM NODE 325.00 TO NODE 334.00 921.88 FEET. **************************************************************************** FLDW PROCESS FROM NODE 334.00 TO NODE 334.00 IS CODE = .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- e TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATIONCMIN.) 11.36 RAINFALL INTENSITYCINCH/HR) = 2.22 TOTAL STREAM AREACACRES) = 0.00 PEAK FLOW RATECCFS) AT CONFLUENCE = 5_10 1 ARE: **************************************************************************** FLOW PROCESS FRDM NODE 310.00 TD NODE 310.00 IS CODE = 7 .....USER SPECIFIED HYDRDLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 11.17 RAIN INTENSITYCINCH/HOUR) = 2.24 TOTAL AREACACRES) = 0.00 TOTAL RUNOFFCCFS) = 5.10 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 334.00 IS CODE = 41 tttttCOMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1276.71 DOWNSTREAMCFEET) = 1276.24 FLOW LENGTHCFEET) = 20.49 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.1. INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 7.86 GIVEN PIPE DIAMETERCINCH) = 18.00 NUMBER OF PIPES = PIPE-FLOWCCFS) = 5.10 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 11.21 LONGEST FLOWPATH FROM NODE 328.00 TO NODE 334.00 549.31 FEET. e **************************************************************************** FLOW PROCESS FROM NODE 334.00 TO NODE 334.00 IS CODE = ---------------~-----------_.._-----------~-------------------~---------_.~- ,AlP .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE:==== .....AND COMPUTE VARIOUS CDNFLUENCED STREAM VALUES:==== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.21 RAINFALL INTENSITY(INCH/HR) = 2.24 TOTAL STREAM AREA(ACRES) = 0.00 PEAK FLOY RATE(CFS) AT CONFLUENCE = 5.10 ** CONFLUENCE DATA *. STREAM RUNOFF NUMBER (CFS) 1 5.10 2 5_10 Tc (MIN. ) 11.36 11.21 INTENSITY (I NCH/HOUR) 2.222 2.238 AREA (ACRE) 0.00 0.00 *********************************YARNING***************._w_ww*.w*._***_*_* IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&YCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA YILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOY. w****ww***...**_*_______.._**_**__._**_*****.*_._**._*******.ww____******* RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOY RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUM8ER (CFS) (MIN.) (I NCH/HDUR) j 1 10.13 11.21 2.238 . 2 10.16 11.36 2.222 j COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOYS: ! PEAK FLOY RATE(CFS) = 10.16 Tc(MIN.) = 11.36 ! TOTAL AREA(ACRES) = 0.00 LONGEST FLOYPATH FROM NODE 325.00 TO NODE 334.00 = 921.88 FEET. *****w_***___*******._*.***************_*_*******______*w**_***.___*__*_**__ FLOY PROCESS FROM NODE 334.00 TO NODE 333.00 IS CODE = 41 .....COMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA:==== ~e~eeUSING USER-SPECIFIED PIPESIZE (EXISTING ElEMENT)===== ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1276.21 OOYNSTREAM(FEET) FLOY LENGTH(FEET) = 148.33 MANNING'S N = 0.013 DEPTH OF FLOY IN 18.0 INCH PIPE IS 10.8 INCHES PIPE-FLOY VELOCITY(FEET/SEC.) = 9.15 GIVEN PIPE DIAMETER(INCH) = 18.00 NUM8ER OF PIPES = PIPE-FLOY(CFS) = 10.16 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = LONGEST FLOYPATH FROM NODE 325.00 TO NODE 1273.00 11.63 333.00 = 1070.21 FEET. I , I I ei tttttCONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY===== . ============================================================================ **************************************************************************** FLOY PROCESS FROM NODE 333.00 TO NODE 333.00 IS CODE = 11 ** MAIN STREAM NUMBER STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) AREA (ACRE) \ I>v '\. 1 10.16 11-63 2.193 0.00 LONGEST FLO~PATH FROM NODE 325.00 TO NODE 333.00 = 1070.21 FEET. . ** MEMORY BANK # CONfLUENCE DATA ** STREAM RUNOFF Te INTENSITY AREA NUMBER CCFS) CMIN. ) (INCH/HOUR) CACRE) 1 34.07 12.32 2.125 23.54 LONGEST FLO~PATH FROM NODE 325.00 TO NODE 333.00 855.56 FEET. *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCO FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA ~ILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLO~. ************************************************************************** ** PEAK FLO~ RATE TABLE ** STREAM RUNOFF Te INTENSITY NUMBER CCFS) CMIN.) (INCH/HOUR) 1 42.33 11-63 2.193 2 43.92 12.32 2.125 COMPUTED CONFLUENCE PEAK FLO~ RATECCFS) TOTAL AREACACRES) = ESTIMATES ARE AS FOLLOWS: = 43.92 TeCMIN.) = 23.54 12.32 **************************************************************************** FlO~ PROCESS FROM NODE 334.00 TO NODE 335.00 IS CODE = 41 ------------------------------------------------~--------------------------- <<<<<COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== . <<<<<USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT) =========================================================================== ELEVATION DATA: UPSTREAM(FEET) = 1271.97 DOWNSTREAM(FEET) FLO~ LENGTHCFEET) = 142.62 MANNING'S N = 0.013 DEPTH OF FLO~ IN 36.0 INCH PIPE IS 20.4 INCHES PIPE-FLO~ VELOCITYCFEET/SEC.) = 10.64 GIVEN PIPE DIAMETERCINCH) = 36.00, NUMBER OF PIPES PIPE-FlO~CCFS) = 43.92 PIPE TRAVEL TIMECMIN.) = LONGEST FlO~PATH FROM NODE = 1270.24 0.22 TeCMIN.) = 325.00 TO NODE 12.54 335.00 = 1212.83 FEET. **************************************************************************** FLOW PROCESS FROM NODE 335 _ 00 TO NODE 336_00 IS CODE = 41 -~.._------------------------------_._------------~----------------~-------- ~~~~(COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== ...<<USING USER-SPECIFIEO PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1269.70 DO~NSTREAMCFEET) = 1232.00 FLO~ lENGTHCFEET) = 128.80 MANNING'S N = 0.013 DEPTH OF FLO~ IN 36.0 INCH PIPE IS 8_6 INCHES PIPE-FLOW VElOCITYCFEET/SEC.) = 33.94 GIVEN PIPE OIAMETERCINCH) = 36.00 NUMBER OF PIPES PIPE-FlO~CCFS) = 43.92 PIPE TRAVEL TIMECMIN.) = 0.06 TeCMIN.) = 12.61 lONGEST FlO~PATH FROM NODE 325.00 TO NODE 336.00 1341.63 FEET_ ~==::~=~;=;~:~;=;:::::;;===================================================== TOTAL AREACACRES) 23.54 TCCMIN.) = 12.61 PEAK FLO~ RATECCFS) 43.92 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- \~ END OF RATIONAL METHOD ANALYSIS . . . \AC\. **************************************************************************** . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 ReLease Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 TIME/DATE Of STUDY: 13:32 OS/29/2001 ============================================================================ ************************** DESCRIPTION OF STUDY ************************** . NODES 302-311 . 10-YEAR . . . . ************************************************************************** **************************************************************************** <<<<STREET fLOW MODEL INPUT INfORMATION==== . CONSTANT STREET GRADECfEET/fEET) = 0.015446 CONSTANT STREET fLOWCCfS) = 12.11 AVERAGE STREET fLOW fRICTION fACTORCMANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALf-WIDTHCfEET) = 20.00 DISTANCE fROM CROWN TO CROSSfALL GRAOE8REAKCfEET) 18.00 INTERIOR STREET CROSSfALLCDECIMAL) = 0.020000' OUTSIDE STREET CROSSfALLCDECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHTCfEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTHCfEET) 2.00 CONSTANT SYMMETRICAL GUTTER-LIPCfEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKECfEET) = 0.12500 fLOW ASSUMED TO fILL STREET ON ONE SIDE, AND THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: -_._----~------_._--~~---~-------------------------------------------------- STREET fLOW OEPTHCfEET) = 0.47 HALf STREET fLOOD WIDTHCfEET) = 17.47 AVERAGE fLOW VELOCITYCfEET/SEC.) = 3.79 PROOUCT Of DEPTH&VELOCIYY = 1.76 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . \~ . **************************************************************************** ". HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 13:49 OS/29/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * 10-YEAR * NODES 310 AND 311 * . . . ************************************************************************** **************************************************************************** ....FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION ---------------------------------------------------------------------------- I. Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 16.43 GUTTER FLOWDEPTH(FEET) = 0.50 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 7.00 ....CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 33.9 ....CALCULATED ESTIMATED INTERCEPTION(CFS) = 5.1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- \-5\ **************************************************************************** . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 ReLease Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 13:48 OS/29/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NODES 310 1ND 311 * 10-YEAR . . * * ************************************************************************** **************************************************************************** <<<<STREET FLOW MODEL INPUT INFORMATION===: ---------------------------------------------------------------------------- . CONSTANT STREET GRADE(FEET/FEETJ = 0.016000 CONSTANT STREET FLOW(CFS) = 16.43 AVERAGE STREET FLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0_50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ============================================================================ STREET FLOW MODEL RESULTS: -------------------------------.-------------------.------------------------ STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIOTH(FEET) = 19_16 AVERAGE FLO~ VELOCITY(FEET/SEC.) = 4.30 PRODUCT OF DEPTH&VELOCITY = 2.15 ============================================================================ r~ ~ **************************************************************************** . HYORAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ---------------------------------------------------------------------------- TIME/DATE DF STUDY: 15:32 OS/29/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NODES 310-324 * * * * * ************************************************************************** **************************************************************************** ttttSTREETFLO~ MODEL INPUT INFORMATION==== --------------------.--------------..--------------------------------------- . CONSTANT STREET GRADE(FEET/FEET) = 0.011850 CONSTANT STREET FLOWCCFS) = 12.48 AVERAGE STREETFLOW FRICTION FACTORCMANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) = 18.00 INTERIOR STREET CROSSFALLCDECIMAL) = 0.020000 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: --------------------_.---_.---------------------~----------------------.---- STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.46 PRODUCT OF DEPTH&VELOCITY = 1.69 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- \5~ **************************************************************************** . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 --~--------~------------------~-~------------~-----------------~------~----- TIME/DATE OF STUDY: 15:33 OS/29/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** . NODES 327-323 . . . . . ************************************************************************** **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION===: ~~---------~------------_._------------------------------------------------- . CONSTANT STREET GRADE(FEET/FEET) = 0.013100 CONSTANT STREET FLOW(CFS) = 7.69 AVERAGE STREET FLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HAlF-YIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSS FALL GRAOEBREAK(FEET) 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL. GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOY MODEL RESULTS: --_.-----_.~------------------------~---------_.---------------------------- STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.35 PRODUCT OF DEPTH&VELOCITY = 1.37 ============================================================================ ~ **************************************************************************** . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 TIME/DATE OF STUDY: 16:39 OS/29/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** . NODES 311-323 . . . . . ************************************************************************** **************************************************************************** ....STREETFLOY MODEL INPUT INFORMATION==== . CONSTANT STREET GRADECFEET/FEET) = 0.012280 CONSTANT STREET FLOYCCFS) = 12.89 AVERAGE STREETFLOY FRICTION FACTORCMANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-YIDTHCFEET) = 20.00 DISTANCE FROM CROYN TO CROSSFALL GRADEBREAKCFEET) 18.00 INTERIOR STREET CROSSFALLCDECIMAL) = 0.020000 OUTSIDE STREET CROSSFALLCDECIMAL) = 0_080000 CONSTANT SYMMETRICAL CURB HEIGHTCFEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-YIDTHCFEET) 2.00 CONSTANT SYMMETRICAL GUTTER-LIPCFEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKECFEET) = 0.12500 FLOY ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOY MODEL RESULTS: STREET FLOY DEPTHCFEET) = 0.49 HALFSTREET FLOOD YIDTHCFEET) = 18.59 AVERAGE FLOY VELOCITYCFEET/SEC.) = 3.58 PRODUCT OF DEPTH&VELOCITY = 1.75 ************************** DESCRIPTION OF STUDY ************************** . NODES 311-323 . . . . . ************************************************************************** e**************************************************************************** (eeeSTREETFLOW MODEL INPUT INFORMATION==== CONSTANT STREET GRADECFEET/FEET) = 0.012280 CONSTANT STREET FLOYCCFS) = 12.89 AVERAGE STREETFLOY FRICTION FACTORCMANNING) 0.015000 ~ . CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080000 CONSTANT SYMMETRICAL CUR8 HEIGHT(FEET) = 0_50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0_12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ============================================================================ STREET FLOW MODEL RESULTS: _~_______w_.__________________________________________-.-------------------- STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) PRODUCT OF DEPTH&VELOCITY = 1.75 18.59 3.58 ============================================================================ . . ~. *-**-***********************************-************************--********* . RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2000 License ID 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine. CA 92618 ************************** DESCRIPTION OF STUDY ************************** , LINE 300 , SURFACE FLOWS AND STORM DRAIN FLOWS , 100-YEAR , , , ************************************************************************** FILE NAME: L300.0AT TIME/DATE OF STUDY: 09:19 05/30/2001 ----.----------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -----------------------------------------------.------------..-------------- ~ USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 1DO-YEAR STORM 10-MINUTE INTENSITY(INCH/HDUR); 3.480 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HDUR INTENSITY(INCH/HOUR) = 1.300 SLOPE OF INTENSITY DURATION CURVE = 0.5496 RCFC&YCD HYDROLOGY MANUAL HCH-VAlUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEl* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CRDSSFALL IN- / DUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) --------- --------- ----------------- ----------------- GL08AL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 0.0 (FT*FT/S) 'SIZE PIPE YITH A FLOY CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.' i i I . ! . **************************************************************************** FLOY PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 21 ---------------------------------------------------------------------------- eeeeeRATIONAL METHOD INITIAL SUBAREA ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM ~1 DEVELOPMENT IS COMMERCIAL iC = K*[(LENGTH**3){(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FlOY-LENGTH = 370.00 .PSTREAM ELEVATION = 1298.09 O~NSTREAM ELEVATION = 1290.84 ELEVATION DIFFERENCE = 7_25 TC = 0.303*[( 370_00**3)/( 7.25)]**.2 7.087 100 YEAR RAINFALL INTENSITY(lNCH/HOUR) = 4.205 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8820 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.11 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 1_11 **************************************************************************** FLO~ PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = -------------------------------------------------------------------.-.------ .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 7.09 RAINFALL INTENSITY(INCH/HR) = 4.21 TOTAL STREAM AREA(ACRES) = 0.30 PEAK FLO~ RATE(CFS) AT CONFLUENCE = 1.11 **************************************************************************** \ FLO~ PROCESS FROM NODE 303.00 TO NODE 304.00 IS CODE = 21 ------..-----------.---------------.---------------------------------------- .=::::::::;;~:;~:;:~;::~~;::::::~~:~;~::~::::::============================= DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*((LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SU8AREA FLO~-LENGTH = 120.00 UPSTREAM ELEVATION = 1296.80 DO~NSTREAM ELEVATION = 1294.63 ELEVATION DIFFERENCE = 2.17 TC = 0_393*[( 120.00**3)/( 2.17)]**.2 = 5.945 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.631 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8485 SOIL CLASSIFICATION IS HCH SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 1.26 0.32 TOTAL RUNOFF(CFS) = 1.26 **************************************************************************** FLO~ PROCESS FROM NODE 304.00 TO NODE 302.00 IS CODE = 61 ---------------------------------------------------------------------------- ~~~~~COMPUTE STREET FlOY TRAVEL TIME THRU SUBAREA .....(STANDARO CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1294.13 DO~NSTREAM ELEVATION(FEET) = 1290.84 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALF~IDTH(FEET) = 30.00 . DISTANCE FROM CROWN TO CROSSFAll GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 18.00 SPECIFIED NUM8ER OF HALFSTREETS CARRYING RUNOFF = STREET PARK~AY 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) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 4.63 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.29 PRODUCT OF OEPTH&VELDCITY(FT*FT/SEC.) = 1.34 STREET FLOW TRAVEL TIME(MIN.) = 1.52 Tc(MIN.) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.086 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8425 SOIL CLASSIFICATION IS "CO SUBAREA AREA(ACRES) = 1.00 TOTAL AREA(ACRES) = 1.32 2.98 7.47 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 3.44 4.70 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) 5.55 FLOW VELOCITY(FEET/SEC.) = 3.66 OEPTH*VELOCITY(FT*FT/SEC.) = 1.76 LONGEST FLOWPATH FROM NODE 303.00 TO NODE 302.00 = 420.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = ---.------------------...---------------.----------------------_.----------- <<<<<OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) 7.47 RAINFALL INTENSITY(INCH/HR) = 4.09 TOTAL STREAM AREA(ACRES) = 1_32 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 2 ARE: 4.70 **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 306.00 IS CODE = 21 .--------------------------------------------------------------------------- <<<<<RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1296.80 DOWNSTREAM ELEVATION = 1294.54 ELEVATION DIFFERENCE = 2.26 TC = 0.393*[( 120.00**3)/( 2.26)]**.2 = 5.897 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.652 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT .8487 SOIL CLASSIFICATION IS "CO SU8AREA RUNOFF(CFS) = 0.79 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.79 **************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 302.00 IS CODE = 61 e---------------------------------------------------------------------------- <<<<<COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== <<<<<(STANOARD CURB.SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1294.04 DOWNSTREAM ELEVATION(FEET) = 1290.84 STREET LENGTH(FEET) = 220.00 CURB HEIGHT(INCHES) = 6.0 \~ STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 .NSIOE STREET CROSSFALL(DECIMAL) = 0.020 UTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUM8ER OF HALFSTREETS CARRYING RUNOFf = STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb.to-curb) 0.0150 Manning's FRICTION FACTOR for Back-af-WaLk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED fLDWCCfS) STREET fLOW MODEL RESULTS USING ESTIMATED fLOW: STREET FLOW OEPTHCFEET) = 0.37 HALFSTREET FLOOD WIDTHCFEET) = 4.14 AVERAGE FLOW VELOCITYCFEET/SEC.) 3.52 PRODUCT OF DEPTH&VELOCITYCfT'FT/SEC.) 1.29 STREET FLOW TRAVEL TIMECMIN.) = 1.04 Te(MIN.) 100 YEAR RAINfALL INTENSITY(INCH/HOUR) = 4.254 SINGLE-FAMILYC1/4 ACRE LOT) RUNOff COEFFICIENT = .8445 SOIL CLASSIFICATION IS "e" SUBAREA AREACACRES) = 1_00 TOTAL AREACACRES) = 1.20 2.59 6_94 SUBAREA RUNOffCCFS) PEAK fLOW RATE(CfS) = 3.59 4.38 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(fEET) = 0.44 HALFSTREET fLOOD WIDTHCfEET) = 5.10 FLOW VELDCITYCfEET/SEC_) = 4.02 DEPTH'VELOCITYCfT'fT/SEC.) = 1.78 LONGEST FLOWPATH FROM NODE 305.00 TO NODE 302.00 = 340.00 FEET. e************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 302_00 IS CODE = 1 ---------------------------------------------------------------------------- ~ttttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: .....AND COMPUTE VARIOUS CONfLUENCED STREAM VALUES ============================================================================ TOTAL NUMBER Of STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATIDNCMIN.) = 6.94 RAINFALL INTENSITYCINCH/HR) = 4.25 TOTAL STREAM AREACACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.38 ** CONFLUENCE DATA ** STREAM RUNOff NUMBER CCFS) 1 1.11 2 4.70 3 4.38 Te (MIN.) 7.09 7.47 6.94 I NTENS!TY (INCH/HOUR) 4.205 4.086 4.254 AREA CACRE) 0.30 1.32 1.20 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCO fORMULA Of PLATE 0-1 AS DEfAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK fLOW. ************************************************************************** . RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE fORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Te INTENSITY \VJ NUMBER 1 2 3 (CFS) 9.84 9.91 9.99 (MIN_) 6.94 7.09 7.47 (INCH/HOUR) 4.254 4.205 4.086 . COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = LONGEST FLDWPATH FROM ESTIMATES ARE AS FOLLOWS: = 9.99 Te(MIN.) = 2.82 NODE 303_00 TO NODE 7.47 302.00 = 420.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 307.00 TO NODE 308.00 IS CODE = 21 ---~._-----_.._-------------_._--------------------------------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SU8AREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 130.00 UPSTREAM ELEVATION = 1300.60 DOWNSTREAM ELEVATION = 1298.60 ELEVATION DIFFERENCE = 2.00 TC = 0.393'[( 130.00"3)/( 2.00)J".2 = 6.340 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.470 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8146 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.13 TOTAL AREA(ACRES) = 0.31 TOTAL RUNOFF(CFS) = 1.13 .*************************************************************************** FLOW PROCESS FROM NODE 308.00 TO NODE 309.00 IS CODE = 61 -----------------------------------------------------.----_.---------------- ~ttttCOMPUTE STREET FlOY TRAVEL TIME THRU SUBAREA====: .....(STANDARD CUR8 SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1298.10 DOWNSTREAM ELEVATION(FEET) = 1290.98 STREET LENGTH(FEET) = 370.00 CUR8 HEIGHT(INCHES) = 6.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFAll(DECIMAl) OUTSIDE STREET CROSSFALL(DECIMAL) GRAOEBREAK(FEET) 0.020 = 0.080 18.00 SPECIFIED NUMBER OF HALF STREETS 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) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = STREET FLOW TRAVEL TIME(MIN.) = 1_45 100 YEAR RAINFALL INTENSITY(INCH/HOUR) APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = SOIL CLASSIFICATION IS "B" SU8AREA AREA(ACRES) = 1_38 TOTAL AREA(ACRES) = 1.69 3.51 4.40 4.25 1.65 Te(MIN.) 3_991 .8626 7.79 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 4.75 5.88 ~ END Of SUBAREA STREET fLOY HYDRAULICS: DEPTHCfEET) = 0.47 HALf STREET fLOOD YIOTHCfEET) = 5.43 .LOY VELOCITY(fEET/SEC.) = 4.78 DEPTH"VELOCITY(fT"FT/SEC.) = 2.25 ONGEST fLOYPATH fROM NODE 307.00 TO NODE 309.00 = 500.00 FEET. **************************************************************************** FLOY PROCESS fROM NODE 309.00 TO NODE 310.00 IS CODE = 61 ----....----..-------------------------------------------------------------- .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA====: .....CSTANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1290_98 DOYNSTREAM ELEVATIONCfEET) = 1282.20 STREET LENGTH(FEET) = 460.00 CUR8 HEIGHT(INCHES) = 6.0 STREET HALfYIDTH(FEET) = 30.00 DISTANCE FROM CROYN TO CROSSFALL GRADEBREAKCFEET) INSIDE STREET CROSSFALL(DECIMAl) 0.020 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.080 18.00 SPECIFIED NUMBER Of HALFSTREETS CARRYING RUNOFF = 1 STREET PARKYAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow SectionCcurb-to-curb) 0.0150 Manning'S FRICTION FACTOR for Back-of-Yalk Flow Section = 0.0200 . ""TRAVEL TIME COMPUTED USING ESTIMATED FLOYCCfS) STREETFLOY MODEL RESULTS USING ESTIMATED FLOY: STREET FLOY DEPTHCFEET) = 0.52 HALFSTREET fLOOD YIOTH(FEET) = 7.02 AVERAGE FLOY VELOCITY(FEET/SEC.) 5.10 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 2.65 STREET FLOY TRAVEL TIME(MIN.) = 1.50 TcCMIN.) 100 YEAR RAINfALL INTENSITY(INCH/HOUR) = 3.623 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8508 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) = 1.22 TOTAL AREA(ACRES) = 2.91 7.76 9_30 SU8AREA RUNOff(CFS) = PEAK FLOY RATECCFS) 3.76 9.64 END OF SUBAREA STREET FLOY HYDRAULICS: DEPTHCFEET) = 0.56 HALFSTREET FLOOD YIDTHCFEET) 9.59 FLOY VELOCITYCFEET/SEC.) = 5.18 DEPTH"VELOCITYCFT"FT/SEC-) 2.90 LONGEST fLOYPATH fROM NODE 307.00 TO NODE 310_00 = 960.00 fEET. **************************************************************************** FLOY PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 7 ~~._---~...._---~----------_.-----_.__.~._._---_..__..--------_...._......~~ .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOYS: TCCMIN) = 7.47 RAIN INTENSITY(INCH/HOUR) = 4.09 TOTAL AREACACRES) = 2.82 TOTAL RUNOFFCCFS) = 9.99 **************************************************************************** FLOY PROCESS FROM NODE 302_00 TO NODE 311.00 IS CODE = 61 .---------------------------------------------------------------------------- tttttCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA .....(STANDARD CURB SECTION USED) ============================================================================ UPSTREAM ELEVATION(FEET) = 1290.84 DOYNSTREAM ELEVATION(fEET) = 1282.19 STREET LENGTHCFEET) = 560.00 CURB HEIGHT(INCHES) = 6.0 ~r STREET HALFWIOTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 18.00 eINSIOE STREET CROSSFALLCDECIMAL) 0.020 OUTSIDE STREET CROSSFALLCOECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) = 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) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.64 HALFSTREET FLOOD WIOTH(FEET) = 14.51 AVERAGE FLOW VELOCITYCFEET/SEC.) 4.68 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = 3.00 STREET FLOW TRAVEL TIMECMIN.) = 1.99 TcCMIN.) 9_46 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.587 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8504 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 2.08 SUBAREA RUNOFFCCFS) TOTAL AREA(ACRES) = 4.90 PEAK FLOW RATECCFS) 13.16 6.35 16.34 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.68 HALFSTREET FLOOD WIDTHCFEET) = 17.07 FLOW VELOCITYCFEET/SEC.) = 4.72 DEPTH'VELOCITY(FT'FT/SEC.) = 3.21 LONGEST FLOWPATH FROM NODE 307.00 TO NODE 311.00 = 1520.00 FEET. , , ~.*************************************************************************** i FLOW PROCESS FROM NODE 312.00 TO NODE 313.00 IS CODE = 21 ---------------------------------------------------------------------------- (~tetRATI0NAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 125.00 UPSTREAM ELEVATION = 1318.30 DOWNSTREAM ELEVATION = 1316.25 ELEVATION DIFFERENCE = 2.05 TC = 0.393'[( 125.00"3)/C 2_05)]".2 = 6.162 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.541 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8156 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFFCCFS) 0.74 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFFCCFS) = 0.74 **************************************************************************** FLOW PROCESS FROM NODE 313.00 TO NODE 314.00 IS CODE = 61 ---------------------------------------------------------------------------- tttttCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....CSTANOARD CUR8 SECTION USED)====: i I , . ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1315.75 DOWNSTREAM ELEVATIONCFEET) = 1312.80 STREET LENGTH(FEET) = 420.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 ~ OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = .TREET PARKWAY CROSSFALL(DECIMAL) = 0.020 anning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's fRICTION FACTOR for Back-of-YaLk Flow Section = 0.0200 ""TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0_40 HALFSTREET FLOOD WIDTH(FEET) = 4.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.60 PRODUCT OF OEPTH&VELOCITY(FT"FT/SEC.) = 1.03 STREET FLOW. TRAVEL TIME(MIN.) = 2.70 Tc(MIN.) 8.86 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.720 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8011 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) 2.24 2.98 3.72 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 5.51 FLOW VELOCITY(FEET/SEC.) = 2.94 DEPTH"VELOCITY(FT"FT/SEC.) = 1.40 LONGEST FLOWPATH FROM NODE 312.00 TO NODE 314.00 = 545.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 314.00 TO NODE 314.00 IS CODE = ----~----------------------------------------------------------------------- ~=;~;::~::::;::~;:;;::::::::=;:::::=:~:=~~::~~::~:========================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.86 RAINFALL INTENSITY(INCH/HR) = 3.72 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.72 **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 316.00 IS CODE = 21 --------------------------------------------------------------------.------- eeeeeRATIONAL METHOD INITIAL SUBAREA ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K"[(LENGTH""3)/(ELEVATION CHANGE)]"".2 INITIAL SUBAREA FLOW-LENGTH = 135.00 UPSTREAM ELEVATION = 1317.20 DOWNSTREAM ELEVATION = 1314.59 ELEVATION DIFFERENCE = 2.61 TC = 0.393"[( 135.00""3)/( 2.61)]"".2 = 6.149 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4_546 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8157 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) 0.74 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.74 :. i **************************************************************************** FLOW PROCESS FROM NODE 316.00 TO NODE 314.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA \<,1\ -----------------------------------------------..--------------------------- .....(STANDARO CUR8 SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ElEVATIONCfEET) = 1314.09 DOWNSTREAM ElEVATION(fEET) = 1312.80 .TREET LENGTHCFEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 TREET HAlfWIDTH(fEET) = 30.00 DISTANCE fROM CROWN TO CROSS fALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSfAll(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIfIED NUMBER Of HALFSTREETS CARRYING RUNOff 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-Yalk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED flOW(CfS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET fLOW DEPTH(fEET) = 0.33 HALf STREET fLOOD WIDTH(fEET) = 3.62 AVERAGE FLOW VELOCITY(fEET/SEC.) 2.46 PRODUCT Of OEPTH&VELOCITY(fT*fT/SEC.) 0.80 STREET fLOW TRAVEL TIME(MIN.) = 1.08 Te(MIN_) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.158 SINGLE-fAMILY(1/4 ACRE LOT) RUNOff COEFfICIENT = .8094 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) 0.40 TOTAL AREA(ACRES) = 0.60 1_42 7.23 SUBAREA RUNOFf(CfS) PEAK fLOW RATECCFS) = 1.35 2.09 END OF SUBAREA STREET FLOW HYDRAULICS: . DEPTHCFEET) = 0.38 HALf STREET fLOOD WIDTH(fEET) = 4.26 fLOW VELDCITY(FEET/SEC.) = 2.69 DEPTH*VELOCITY(FT*fT/SEC.) 1.01 LONGEST fLOWPATH FROM NODE 315.00 TO NODE 314.00 = 295.00 fEET. **************************************************************************** FLOW PROCESS fROM NODE 314.00 TO NODE 314.00 IS CODE = --~-------~._-------_._-------------------------------.--------------------- ~~~(eDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER Of STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME Of CONCENTRATION(MIN.) 7.23 RAINfALL INTENSITY(INCH/HR) = 4_16 TOTAL STREAM AREA(ACRES) = 0.60 PEAK fLOW RATE(CFS) AT CONfLUENCE = 2.09 **************************************************************************** fLOW PROCESS fROM NODE 317.00 TO NODE 318.00 IS CODE = 21 ------------------~.._-----------------_.----------------------------------- .....RATIDNAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ASSUMED INITIAL SUBAREA UNIfORM DEVELOPMENT IS SINGLE fAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/CELEVATIDN CHANGE)]**.2 INITIAL SU8AREA FLOW-LENGTH = 130.00 UPSTREAM ELEVATION = 1317.30 DOWNSTREAM ELEVATION = 1314.75 ELEVATION DIfFERENCE = 2.55 TC = 0.393*[( 130.00**3)/( 2.55)]**.2 = 6.040 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.591 SINGLE-FAMILYC1/4 ACRE LOT) RUNOfF COEFFICIENT-= .8164 ~ SOIL CLASSIFICATION IS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = "B" 0.86 0.23 TOTAL RUNOFF(CFS) = 0.86 .************************************************************************* FLOW PROCESS FROM NODE 318.00 TO NODE 314_00 IS CODE = 61 <<<<<COMPUTE STREET FLOW TRAVEL TIME THRU SU8AREA===== <<<<<(STANDARO CUR8 SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1314.25 DOWNSTREAM ELEVATION(FEET) = 1312.80 STREET LENGTH(FEET) = 100.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 OISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DECIMAL) OUTSIDE STREET CROSSFALL(DECIMAL) GRADEBREAK(FEET) 0.020 = 0.080 = 18.00 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-af-WaLk Flow Section 0.0200 ""TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET) = 0.30 HALFSTREET FLOOO WIDTH(FEET) = 3.36 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.14 PRODUCT OF OEPTH&VELOCITY(FT"FT/SEC.) 0.96 . STREET FLO\I TRAVEL TIME(MIN.) = 0.53 Te(MIN.) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.384 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8132 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 TOTAL AREA(ACRES) = 0.63 1.58 6.57 SUBAREA RUNOFF(CFS) = PEAK FLO\I RATE(CFS) 1.43 2.29 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 3.93 FLOW VELOCITY(FEET/SEC.) = 3.42 DEPTH"VELOCITY(FT"FT/SEC.) 1.20 LONGEST FLOWPATH FROM NODE 317.00 TO NODE 314.00 = 230.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 314.00 TO NODE 314.00 IS CODE = --~~------------_._--------------------------------------.------------------ <<<<<DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== <<<<<AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 6.57 RAINFALL INTENSITY(INCH/HR) = 4.38 TOTAL STREAM AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.29 . ** CONFLUENCE DATA ** STREAM RUNOFF Te INTENSITY AREA NUMBER (CFS) (MIN. ) ( INCH/HOUR) (ACRE) 1 3.72 8.86 3.720 1.20 2 2.09 7.23 4.158 0_60 \~c, 3 2.29 6.57 4.384 0.63 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ~N THE RCFC&YCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA ~ILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOY. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS_ ** PEAK FLOY RATE TABLE ** STREAM RUNOFF Te INTENSITY NUMBER CCFS) CMIN.) CINCH/HOUR) , 6.94 6.57 4.384 2 7.30 7.23 4.158 3 7.53 8.86 3.720 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOY RATECCFS) = 7.~ TcCMIN.) = 8.86 TOTAL AREACACRES) = 2.43 LONGEST FLOYPATH FROM NODE 312.00 TO NODE 314.00 = 545.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 314.00 TO NODE 310.00 IS CODE = 61 ---------------------------------------------------------------------------- tttttCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....CSTANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1312.80 DOYNSTREAM ELEVATIONCFEET) = 1282.20 eSTREET LENGTHCFEET) = 800.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFYIDTHCFEET) = 30.00 DISTANCE FROM CROYN TO CROSSFALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKYAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section{curb-ta-curb) 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOYCCFS) = STREETFLOY MODEL RESULTS USING ESTIMATED FLOY: STREET FLOY DEPTHCFEET) = 0.54 HALFSTREET FLOOO YIOTHCFEET) = 8.05 AVERAGE FLOY VELOCITYCFEET/SEC.) = 7.32 PROOUCT OF OEPTH&VELOCITYCFT*FT/SEC.) = 3.92 STREET FLOY TRAVEL TIMECMIN.) = '.82 TcCMIN.) = 10.68 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.357 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8474 SOIL CLASSIFICATION IS non SU8AREA AREACACRES) 3.17 TOTAL AREACACRES) = 5.60 12.04 SUBAREA RUNOFFCCFS) = PEAK FLOY RATECCFS) = 9.02 16_55 . END OF SUBAREA STREET FLOY HYDRAULICS: OEPTHCFEET) = 0.60 HALFSTREET FLOOD YIDTHCFEET) 11.84 FLOY VELOCITYCFEET/SEC.) = 7.36 DEPTH*VELOCITYCFT*FT/SEC.) = 4.39 LONGEST FLOYPATH FROM NODE 312.00 TO NODE 310.00 = 1345.00 FEET. **************************************************************************** \~ FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = .--.---------------------.-------------------------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====== 4111b;::=::::::=~;=;;::::;=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 10.68 RAINFALL INTENSITYCINCH/HR) = 3.36 TOTAL STREAM AREACACRES) = 5.60 PEAK FLOW RATECCFS) AT CONFLUENCE = 16.55 **************************************************************************** FLOW PROCESS FROM NODE 319.00 TO NODE 320.00 IS CODE = 21 ---------------------------------------------------------------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY C1/4 ACRE) TC = K*[CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SU8AREA FLOW-lENGTH = 170.00 UPSTREAM ELEVATION = 1318.40 DOWNSTREAM ELEVATION = 1316.47 ELEVATION DIFFERENCE = 1.93 TC = 0.393*[( 170.00**3)/C 1.93)]**.2 7.501 100 YEAR RAINFAll INTENSITYCINCH/HOUR) = 4_076 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8558 SOIL CLASSIFICATION IS HO" SU8AREA RUNOFFCCFS) = 0.87 TOTAL AREACACRES) = 0.25 TOTAL RUNOFF(CFS) 0.87 4111t************************************************************************** FLOY PROCESS FROM NODE 320. DO TO NODE 321.00 IS CODE = 61 ------------------------------------------------~._---------------~-----~-~- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA .....(STANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ElEVATIDN(FEET) = 1315.97 DOWNSTREAM ELEVATION(FEET) = 1312.65 STREET LENGTHCFEET) = 450.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL INSIDE STREET CROSSFALLCDECIMAL) OUTSIDE STREET CROSSFALL(DECIMAL) GRAOEBREAKCfEET) 0_020 = 0.080 = 18.00 SPECIFIED NUMBER OF HAlFSTREETS CARRYING RUNOFF = STREET PARKWAY CRDSSFAlLCDECIMAl) = 0.020 Manning's FRICTION FACTOR for Streetflow SectionCcurb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 . **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 2.45 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.41 HALf STREET FLOOD WIOTHCFEET) = 4.63 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.70 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) 1.10 STREET FLOW TRAVEL TIMECMIN.) = 2.78 TcCMIN.) = 10.28 100 YEAR RAINFALL INTENSlTY(!NCH/HOUR) = 3.428 SINGlE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7947 SOIL CLASSIFICATION IS "B" SUBAREA AREACACRES) = 1.15 SUBAREA RUNOFFCCFS) = 3.13 \ (q'b TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) = 4.00 END OF SUBAREA STREET FLOW HYDRAULICS: .EPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 5.63 LOW VELOCITY(FEET/SEC.) = 3.03 DEPTH'VELOCITY(FT'FT/SEC.) = 1.48 LONGEST FLOWPATH FROM NODE 319.00 TO NODE 321.00 = 620.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 321.00 TO NODE 322.00 IS CODE = 61 ---------------------------------------------------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....(STANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1312.65 DOWNSTREAM ELEVATION(FEET) = 1282.20 STREET LENGTH(FEET) = 800.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 18.DO SPECIFIED NUM8ER 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-af-Walk Flow Section = 0.0200 . "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFSj = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 5.10 AVERAGE FLOW VELOCITY(FEET/SEC.) 6.48 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = 2.88 STREET FLOW TRAVEL TIME(MIN.) = 2.06 Te(MIN.) = 12.34 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.101 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8436 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 2.34 TOTAL AREA(ACRES) = 3.74 7.07 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 6.12 10.12 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) 6.10 FLOW VELOCITY(FEET/SEC.) = 7_11 DEPTH'VELOCITY(FT'FT/SEC.) 3.59 LONGEST FLOWPATH FROM NODE 319.00 TO NODE 322.00 = 1420.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 322.00 TO NODE 310.00 IS CODE = .--------------------------------------------------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE .....AND COMPUTE VARIOUS CONFLUENCEO STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.34 RAINFALL INTENSITY(INCH/HR) = 3.10 TOTAL STREAM AREA(ACRES) = 3.74 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.12 . ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) Te (MIN_) INTENSITY (INCH/HOUR) AREA (ACRE) \~~ 1 2 16.55 10.12 10.68 12.34 3_357 3.101 5.60 3.74 .********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASEO ON THE RCFC&WCO FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 25.31 10.68 3.357 2 25.41 12.34 3.1~ COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 25.31 Te(MIN.) = 10.68 TOTAL AREA(ACRES) = 9.34 LONGEST FLDWPATH FROM NODE 319.00 TO NODE 310.00 = 1420.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 322.00 TO NOOE 310.00 IS COOE = -------------------------------------.--------------------------.----------- tttttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) 10.68 RAINFALL INTENSITY(INCH/HR) = 3.36 TOTAL STREAM AREA(ACRES) = 9.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.31 1 ARE: **************************************************************************** FLOW PROCESS FROM NODE 309.00 TO NODE 310.00 IS CODE = 7 -----.----------------------------.----------------------------.-------..--- .....USER SPECIFIEO HYDROLOGY INFORMATION AT NOOE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 9.30 RAIN INTENSITY(INCH/HOUR) = 3.62 TOTAL AREA(ACRES) = 2.91 TOTAL RUNOFF(CFS) = 9.64 **************************************************************************** FLOY PROCESS FROM NODE 310.00 TO NODE 310.00 IS COOE = ---.-------------------------.---------------....-----.--------.--------..-- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===:= .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===:= ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.30 RAINFALL INTENSITY(INCH/HR) = 3.62 TOTAL STREAM AREA(ACRES) = 2.91 PEAK FLOW RATECCFS) AT CONFLUENCE = 9.64 . ** CONFLUENCE DATA ** STREAM RUNOFF Te NUMBER (CFS) (MIN.) INTENSITY (INCH/HOUR) AREA (ACRE) ~ 1 2 25.31 9.64 10.68 9.30 3.357 3.622 9.34 2.91 .*******************************WARNI NG********************************** N THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS 8ASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE *- STREAM RUNOFF Tc INTENSITY NUM8ER (CFS) (MIN.) (I NCH/HOUR) 1 31.68 9.30 3.622 2 34.25 10.68 3.357 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 34.25 Tc(MIN.) = 10.68 TOTAL AREA(ACRES) = 12.25 LONGEST FLOWPATH FROM NODE 319.00 TO NODE 310.00 = 1420.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS COOE = -_._--------~-------------_._---------------------------------_.------------ .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 . CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 10.68 RAINFALL INTENSITY(INCH/HR) = 3.36 TOTAL STREAM AREA(ACRES) = 12.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 1 ARE: 34.25 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NOOE 311.00 IS CODE = 7 ---------------------------------------------------------------------------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 9.46 RAIN INTENSITY(INCH/HOUR) = 3.59 TOTAL AREA(ACRES) = 4.90 TOTAL RUNOFF(CFS) = 16.34 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 311.00 IS CODE = ---------------------------------------------------------------------------- .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....ANO COMPUTE VARIOUS CONFLUENCEO STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) 9.46 RAINFALL INTENSITY(INCH/HR) = 3.59 TOTAL STREAM AREACACRES) = 4.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.34 . ** CONFLUENCE DATA ** STREAM 'NUMBER RUNOFF (CFS) Tc (MIN.) INTENSITY (I NCH/HOUR) AREA (ACRE) \~\ 1 2 34.25 16.34 10.68 9.46 3.357 3.588 12.25 4.90 ~******************.************WARNING******..*.***..*.***********.***** ~ THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCO FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ********************.*************.**********...*****************.******** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE TABLE .. RUNOFF Tc (CFS) (MIN.) 46.67 9.46 49.53 10.68 INTENSITY (INCH/HOUR) 3.588 3.357 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 49.53 Tc(MIN.) = 10.68 TOTAL AREA(ACRES) = 17.15 LONGEST FLOWPATH FROM NODE 319.00 TO NODE 311.00 = 1420.00 FEET. **..***.*************...**********.....************.**********.************. FLOW PROCESS FROM NOOE 311.00 TO NODE 311.00 IS CODE = 7 --~-------------------------------_.----------------------------------------. .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: . TC(MIN) = 10.68 RAIN INTENSITY(lNCH/HOUR) = 3.36 TOTAL AREA(ACRES) 8.58 TOTAL RUNOFFICFS) = 18.57 ***..*****...********.****************.************************************* FLOW PROCESS FROM NODE 311.00 TO NODE 323.00 IS CODE = 61 .---..-------.----------------------------.------------------------------.-- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA 44444(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1282.19 DOWNSTREAM ELEVATION(FEET) = 1279_12 STREET LENGTH(FEET) = 250.00 CURB HEIGHTIINCHES) = 6.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKIFEET) INSIDE STREET CROSSFALL(OECIMAL) = 0.020 OUTSIDE STREET CROSSFALLIOECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Sect;on(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0.0200 . ""TRAVEL TIME COMPUTED USING ESTIMATED FLOWICFS) 19.78 STREETFLOW MOOEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.74 HALFSTREET FLOOD WIDTH(FEET) = 20.97 AVERAGE FLOW VELOCITYIFEET/SEC.) 4.26 PRODUCT OF OEPTH&VELOCITY(FT*FT/SEC.) 3.16 STREET FLOW TRAVEL TIME(MIN.) = 0.98 Tc(MIN.) = 11_66 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.199 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8290 \,\'1/' SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.91 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 9.49 PEAK FLOW RATE(CFS) = ~ND OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.75 HALFSTREET FLOOD WIOTH(FEET) = 21.69 FLOW VELOCITY(FEET/SEC.) = 4.29 DEPTH'VELOCITY(FT'FT/SEC.) 3.24 LONGEST FLOWPATH FROM NODE 319.00 TO NODE 323.00 = 1670.00 FEET. 2.41 20.98 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 7 ----------------~-----------~----------------------------------------------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.68 RAIN INTENSITY(INCH/HOUR) = 3.36 TOTAL AREA(ACRES) = 8.58 TOTAL RUNOFF(CFS) = 18.57 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 324.00 IS CODE = 61 -------------.-------------------------------------------------~------------ .....CDMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1282.20 DOWNSTREAM ELEVATION(FEET) = 1279.12 STREET LENGTH(FEET) = 260.00 CUR8 HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) . INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = , STREET PARKWAY CROSSFALL(OECIMAL) = 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) = STREET FLOW MOOEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.74 HALFSTREET FLOOD WIDTH(FEET) = 20_97 AVERAGE FLOW VELOCITY(FEET/SEC_) = 4.19 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) 3.11 STREET FLOW TRAVEL TIME(MIN.) = 1.03 Tc(MIN.) = 11.71 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.190 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8289 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.67 TOTAL AREA(ACRES) = 9.25 19.46 SU8AREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 1. 77 20.34 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.75 HALFSTREET FLOOD WIOTH(FEET) = 21.48 FLOW VELOCITY(FEET/SEC.) = 4.22 DEPTH'VELOCITY(FT'FT/SEC.) = 3.17 LONGEST FLOWPATH FROM NODE 319.00 TO NODE 324.00 = 1930.00 FEET. ~**************************************************************************** FLOW PROCESS FROM NODE 325.00 TO NODE 326.00 IS CODE = 21 -------------------------------------------------------------------~-------- .....RATIDNAL METHOD INITIAL SUBAREA ANALYSIS===== \'\~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SU8AREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) iC = K*[(LENGTH**3)/CELEVATION CHANGE)]**.2 eNITIAL SU8AREA FLOW-LENGTH = 110.00 PSTREAM ELEVATION = 1288.10 DOWNSTREAM ELEVATION = 1286.06 ELEVATION DIFFERENCE = 2.04 TC = 0.393*I( 110.00**3)/( 2.04)]**.2 = 5.713 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.734 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8495 SOIL CLASSIFICATION IS "e" SUBAREA RUNOFF(CFS) 0.84 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 0.84 **************************************************************************** FLOW PROCESS FROM NODE 326.00 TO NODE 327.00 IS CODE = 61 ---------.-.---------.-..-----------------------.-----.-.------------------- qttttCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== tt(t((STANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1285.56 DOWNSTREAM ELEVATION(FEET) = 1282.00 STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRAOE8REAK(FEET) INSIDE STREET CROSSFALL(OECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 18.00 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-af-Walk Flow Section = 0.0200 **TRAVEL'TIME COMPUTED USING ESTIMATEO FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 4.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.87 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.20 STREET FLOW TRAVEL TIME(MIN.) = 2.56 Tc(MIN.) = 8.27 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.862 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8396 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1.17 TOTAL AREA(ACRES) = 1.38 2.75 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 3.79 4.64 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 6.10 FLOW VELOCITY(FEET/SEC.) = 3.26 DEPTH*VELOCITY(FT*FT/SEC.) = 1.64 LONGEST FLOWPATH FROM NODE 325.00 TO NODE 327.00 = 550.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 327.00 TO NODE 327.00 IS CODE = --------------------------.------------------------------------------------- . ;ttttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 8.27 RAINFALL INTENSITY(INCH/HR) = 3.86 ~ TOTAL STREAM AREA(ACRES) = 1.38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.64 .************************************************************************* LOW PROCESS FROM NODE 328.00 TO NODE 329.00 IS CODE = 21 ------------------------------------------...--------------_.-----_.-------- tttteRATIONAl METHOD INITIAL SUBAREA ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 130.00 UPSTREAM ELEVATION = 1288.10 DOWNSTREAM ELEVATION = 1286.04 ELEVATION DIFFERENCE = 2.06 TC = 0.393*[( 130.00**3)/( 2.06)]**.2 = 6.303 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.485 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT .8470 SOIL CLASSIFICATION IS "en . SUBAREA RUNOFF(CFS) 1.29 TOTAL AREA(ACRES) = 0.34 TOTAL RUNOFF(CFS) = 1.29 **************************************************************************** FLOW PROCESS FROM NODE 329.00 TO NODE 327.00 IS CODE = 61 -----------------------------------------------------------.-----_.--------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SU8AREA===== ttttt(STANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1285.54 DOWNSTREAM ELEVATION(FEET) = 1282.00 eSTREET LENGTH(FEET) = 360.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTH(FEET) = 30.00 OISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIOE STREET CROSSFALL(OECIMAL) = 0.020 OUTSIOE STREET CROSSFALL(OECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(OEClMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Sectian(curb-ta-curb) = 0.0150 Manning's FRICTION FACTOR far Back-af-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FlOWCCFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET) = 0.44 HALFSTREET FLooO WIOTH(FEET) = 5.04 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.29 PRODUCT OF OEPTH&VELOCITY(FT*FT/SEC.) = 1.45 STREET FLOW TRAVEL TIME(MIN.) = 1.82 Tc(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.901 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = _8401 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1.35 TOTAL AREA(ACRES) = 1.69 3.51 8.U SUBAREA RUNOFF(CFS) PEAK FLOW RATECCFS) = 4_42 5.72 e END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 7.33 FLOW VELOCITY(FEET/SEC.) = 3.67 OEPTH*VELOCITY(FT*FT/SEC.) LONGEST FLOWPATH FROM NOOE 328.00 TO NODE 327.00 = 490.00 1.93 FEET. ~ **************************************************************************** FLOW PROCESS FROM NODE 327.00 TO NODE 327.00 IS CODE = -----------------------.-------------------..-.--.-------.------------------ .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCEO STREAM VALUES ========================================================================== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.13 RAINFALL INTENSITY(INCH/HR) = 3.90 TOTAL STREAM AREA(ACRES) = 1.69 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.72 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 4.64 2 5.72 Te (MIN.) 8.27 8.13 INTENSITY (INCH/HOUR) 3.862 3.901 AREA (ACRE) 1.38 1.69 *********************************~ARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Te INTENSITY . NUM8ER (CFS) (MIN.) (INCH/HOUR) . 1 10.27 8.13 3.901 2 10.30 8.27 3.862 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.27 Te(MIN.) = 8.13 TOTAL AREA(ACRES) = 3.07 LONGEST FLOWPATH FROM NODE 325.00 TO NODE 327.00 = 550.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 327.00 TO NODE 323.00 IS CODE = 61 ---------------------------------------------------------------------------- 4eeeeCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA=====: .....(STANDARO CURB SECTION USEO)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1282.00 DOWNSTREAM ELEVATION(FEET) = 1279.12 STREET LENGTH(FEET) = 220.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CRDSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 18_00 - , r . SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 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) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET) = 0.62 11.00 ~ HALFSTREET FLOOD YIDTH(FEET) = 13.28 AVERAGE FLOY VELOCITY(FEET/SEC.) 4.34 PROOUCT OF DEPTH&VELOC1TYCFT*FT/SEC.) 2.69 .TREET FLOY TRAVEL TIMECMIN.) = 0.85 Te(MIN.) = 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.694 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.47 TOTAL AREACACRES) = 3.54 B.97 .8372 SUBAREA RUNOFFCCFS) = PEAK FLOY RATE(CFS) = 1.e 11.72 END OF SUBAREA STREET FLOY HYDRAULICS: DEPTH(FEET) = 0.63 HALFSTREET FLOOD YIDTHCFEET) = 14.10 FLOY VELOCITYCFEET/SEC.) = 4.32 OEPTH*VELOCITYCFT*FT/SEC.) 2.73 LONGEST FLOYPATH FROM NODE 325.00 TO NODE 323.00 = 770.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 327.00 TO NODE 323:00 IS CODE = ---------~------------------------------------------------------_.---------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.97 RAINFALL INTENSITYCINCH/HR) = 3.69 TOTAL STREAM AREA(ACRES) = 3.54 PEAK FLOY RATE(CFS) AT CONFLUENCE = 11.72 **************************************************************************** FLOY PROCESS FROM NODE 311.00 TO NODE 323.00 IS CODE = 7 ._c__________________________________________________---------------------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOYS: TCCMIN) = 11.66 RAIN INTENSITYCINCH/HOUR) = 3.20 TOTAL AREACACRES) = 9.49 TOTAL RUNOFFCCFS) = 20.98 **************************************************************************** FLOY PROCESS FROM NODE 323.00 TO NODE 323.00 IS CODE = -----------------------------------------------------.---------------------- ~~~~~DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: .....ANO COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 11.66 RAINFALL INTENSITY(INCH/HR) = 3.20 TOTAL STREAM AREA(ACRES) = 9.49 PEAK FLOY RATE(CFS) AT CONFLUENCE = 20.98 ** CONFLUENCE DATA ** STREAM RUNOFF Te INTENSITY AREA NUMBER CCFS) CMIN.) (INCH/HOUR) (ACRE) 1 '1.72 8.97 3.694 3_54 2 20.98 11.66 3.198 9.49 .*********************************YARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&YCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA YILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOY. ~ ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. e* PEAK FLOW RATE TABLE ** STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN.) (lNCH/HOUR) 1 27.87 8.97 3.694 2 31.13 11.66 3.198 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 31.13 Te(MIN.) = 11.66 TOTAL AREA(ACRES) = 13.03 LONGEST FLOWPATH FROM NODE 325.00 TO NODE 323.00 770.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 323.00 TO NODE 323.00 IS CODE = 10 -----------------------------.--.--------------------------_.-----_.-------- .....MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 330.00 TO NODE 331.00 IS COOE = 21 --------------------------------------------------------_.------------------ .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 . INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1285.50 DOWNSTREAM ELEVATION = 1282.87 ELEVATION DIFFERENCE = 2.63 TC = 0.393*[( 120.00**3)/( 2.63))**.2 5.721 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.730 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT .8494 SOIL CLASSIFICATION IS HCH SUBAREA RUNOFF(CFS) = 0.60 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.60 **************************************************************************** FLOW PROCESS FROM NODE 331.00 TO NODE 324.00 IS CODE = 61 ~-------------------_._-----------~~~~~----------~----------------------~--- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1282.37 DOWNSTREAM ELEVATION(FEET) = 1279.12 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6_0 STREET HALFWIDTH(FEET) = 30_00 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAK(FEET) = 18.00 INSIOE STREET CROSSFALL(OECIMAL) = 0.020 OUTSIOE STREET CROSSFALL(DECIMAL) = 0.080 . SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(OECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) ; Manning's F~ICTION FACTOR for Back-of-Walk Flow Section; 0.0200 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 2.53 \'~ . STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET) = 0.38 HALF STREET FLOOD WIDTH(FEET) = 4.34 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.14 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = 1.20 STREET FLOW TRAVEL TIME(MIN.) = 1.59 Tc(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4_133 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8430 SOIL CLASSIFICATION IS He" SUBAREA AREA(ACRES) = 1.10 TOTAL AREA(ACRES) = 1.25 7.31 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 3.83 4.44 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) 5.43 FLOW VELOCITY(FEET/SEC.) = 3.61 DEPTH'VELOCITY(FT'FT/SEC.) = 1.70 LONGEST FLDWPATH FROM NODE 330.00 TO NODE 324.00 = 420.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 331.00 TO NODE 324.00 IS CODE = ----------------------------...--.--------..-------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.31 RAINFALL INTENSITY(INCH/HR) = 4.13 TOTAL STREAM AREA(ACRES) = 1.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.44 e*************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 324.00 IS CODE = 7 --------------------------------.--------------------------------_.--------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 11.71 RAIN INTENSITY(lNCH/HOUR) = 3.19 TOTAL AREA(ACRES) = 9.25 TOTAL RUNOFF(CFS) = 20.34 **************************************************************************** FLOW PROCESS FROM NODE 324.00 TO NODE 324.00 IS CODE = -------.-------.-----------------------------------------------------------. ((~((DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....ANO COMPUTE VARIOUS CONFLUENCED STREAM VALUES ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.71 RAINFALL INTENSITY(INCH/HR) = 3.19 TOTAL STREAM AREA(ACRES) = 9.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.34 ** CONFLUENCE DATA " STREAM RUNOFF Tc INTENSITY AREA NUM8ER (CFS) (MIN.) (I NCH/HOUR) (ACRE) . 1 4.44 7.31 4.133 1.25 2 20.34 11.71 3.191 9.25 *********************************~ARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA \1,ll.. WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ***********************************************..**.***.********..******** ~AINFALL INTENSITY AND TIME OF CONCENTRATION ~NFLUENCE FORMULA USED FOR 2 STREAMS. RATIO .. PEAK STREAM NUMBER 1 2 FLOW RATE TABLE .. RUNOFF Tc (CFS) (MIN.) 17.14 7.31 23.76 11.71 INTENSITY (INCH/HOUR) 4.133 3.191 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 23.76 Te(MIN.) = 11.71 TOTAL AREA(ACRES) = 10.50 LONGEST FLOWPATH FROM NODE 328.00 TO NODE 324.00 = 490.00 FEET. .***...******..****************.******....********************************** FLOW PROCESS FROM NODE 323.00 TO NODE 324.00 IS CODE = 11 ----------------------------------------..---------------------------------- <<<<<CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM NUMBER 1 LONGEST STREAM CONFLUENCE DATA ** RUNOFF Te INTENSITY (CFS) (MIN.) (INCH/HOUR) 23_76 11.71 3.191 FLOWPATH FROM NODE 328.00 TO NODE AREA (ACRE) 10.50 324.00 = 490.00 FEET. .** MEMORY BANK # 3 CONFLUENCE DATA .. STREAM RUNOFF Te I NTENS I TY AREA NUMBER (CFS) (MIN.) (I NCH/HOUR) (ACRE) 1 31.13 11.66 3.198 13.03 LONGEST FLOWPATH FROM NODE 325.00 TO NODE 324.00 770_00 FEET. *********************************YARNING********************.************* IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK fLOW. ************************************************************************** ** PEAK fLOW RATE TABLE ** STREAM RUNOff Te INTENSITY NUMBER (CfS) (MIN. ) (INCH/HOUR) 1 54.79 11.66 3.198 2 54.82 11.71 3.191 COMPUTED CONfLUENCE PEAK fLOW RATE(CfS) TOTAL AREA(ACRES) = ESTIMATES ARE AS FOLLOWS: 54.79 Te(MIN.) = 23.53 11.66 +---~----------_._---------------------------------------------------------+ 1 START STORM DRAIN fLOWS 1 1 1 411II--------------------------------------------------------------------------~ **************************************************************************** FLOW PROCESS fROM NODE 324.00 TO NODE 324.00 IS CODE = 7 \~o ----------------------------------------------------------------_.-.-------- ~~~~~USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOYS: eTC(MIN) = 11_66 RAIN INTENSITY(INCH/HOUR) = 3.20 TOTAL AREA(ACRES) = 11.77 TOTAL RUNOFF(CFS) = 27.40 **************************************************************************** FLOY PROCESS FROM NODE 324.00 TO NODE 323.00 IS CODE = 41 -----.---------------------------------------------------------------------- ~~~~~COMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA ~~~~~USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1273.62 OOYNSTREAM(FEET) FLOY LENGTH(FEET) = 28.38 MANNING'S N = 0.013 DEPTH OF FLOY IN 30.0 INCH PIPE IS 17.2 INCHES PIPE-FLOY VELOCITY(FEET/SEC.) = 9.41 GIVEN PIPE OIAMETER(INCH) = 30.00 NUMBER OF PIPES PIPE-FLDY(CFS) = 27.40 PIPE TRAVEL TIME(MIN.) = LONGEST FLDYPATH FROM NODE = 1273.28 I . 0.05 Tc(MIN.) = 11.71 325.00 TO NODE 323.00 = 798.38 FEET. **************************************************************************** FLOY PROCESS FROM NODE 324.00 TO NODE 332_00 IS CODE = ------------------..-------....--------------------------------------------- tttttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- e TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 11.71 RAINFALL INTENSITY(INCH/HR) = 3.19 TOTAL STREAM AREA(ACRES) = 11.77 PEAK FLOY RATE(CFS) AT CONFLUENCE = STREAM 1 ARE: 27.40 **************************************************************************** FLOW PROCESS FROM NODE 332.00 TO NODE 33Z.00 IS CODE = 7 ------------------~----------------------------------------~---------------- ~~~~~USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOYS: TC(MIN) = 11.66 RAIN INTENSITY(INCH/HOUR) = 3.20 TOTAL AREA(ACRES) = 11.77 TOTAL RUNOFF(CFS) = 27.40 **************************************************************************** FLOY PROCESS FROM NODE 323.00 TO NODE 332.00 IS CODE = 41 ---------------------------------------------------------------------------- tttttCOMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA ~~~~~USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1273.40 DOYNSTREAM(FEET) 1273.21 FLOY LENGTH(FEET) = 38.82 MANNING'S N = 0.013 DEPTH OF FLOY IN 30.0 INCH PIPE IS 24.1- INCHES PIPE-FLOY VELOCITY(FEET/SEC.) = 6.50 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES PIPE-FLOY(CFS) = 27.40 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 11.76 LONGEST FLOYPATH FROM NODE 328.00 TO NODE 332.00 = 528.82 FEET. e **************************************************************************** FLOY PROCESS FROM NODE 332.00 TO NODE 332.00 IS CODE = \~\ ------------------------------------~~-------------------------------------- .....DESIGNATE INDEPENDENT STREAM fOR CONfLUENCE tttttANO COMPUTE VARIOUS CONFLUENCED STREAM VAlUES===== ============================================================================ _OTAL NUMBER OF STREAMS = 2 ONfLUENCE VALUES USED fOR INDEPENDENT STREAM 2 ARE: TIME Of CONCENTRATION(MIN.) = 11.76 RAINfALL INTENSITY(INCH/HR) = 3.18 TOTAL STREAM AREA(ACRES) = 11.77 PEAK fLOW RATE(CfS) AT CONfLUENCE = 27.40 ** CONFLUENCE DATA ** STREAM RUNOff NUMBER (CfS) 1 27.40 2 27.40 Te (MIN.) 11. 71 11. 76 INTENSITY (INCH/HOUR) 3.191 3.183 AREA (ACRE) 11. 77 11.77 *********************************YARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCfC&WCD fORMULA Of PLATE 0-1 AS DEfAULT VALUE. THIS fORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE Of PEAK fLOW. ************************************************************************** RAINfALL INTENSITY AND TIME Of CONCENTRATION RATIO CONfLUENCE fORMULA USED fOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 fLOW RATE RUNOff (CfS) 54.69 54.74 TABLE ** Te (MIN.) 11.71 11.76 INTENSITY (I NCH/HOUR) 3.191 3.183 . COMPUTED CONfLUENCE ESTIMATES ARE AS fOLLOWS: PEAK fLOW RATE(CfS) = 54.69 Te(MIN.) = 11.71 TOTAL AREA(ACRES) = 23.54 LONGEST fLOWPATH fROM NODE 325.00 TO NODE 332.00 798.38 fEET. **************************************************************************** fLOW PROCESS fROM NODE 332.00 TO NODE 333.00 IS CODE = 41 ---~------------------------------------------------------------------------ .....COMPUTE PIPE-fLOW TRAVEL TIME THRU SUBAREA====- .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(fEET) = 1273.19 DOWNSTREAM(fEET) = FLOW LENGTH(fEET) = 51.96 MANNING'S N = 0.013 ASSUME FULL-fLOWING PIPELINE PIPE-fLOW VELOCITY(fEET/SEC.) = 11.14 GIVEN PIPE OIAMETER(INCH) = 30.00 PIPE-fLOW(CfS) = 54.69 PIPE TRAVEL TIME(MIN.) = 0.08 Te(MIN.) = LONGEST FLOWPATH fROM NODE 325.00 TO NODE 1272.56 NUMBER OF PIPES 11. 79 333.00 = 850.34 fEET. **************************************************************************** fLOW PROCESS fROM NODE 333_00 TO NODE 333.00 IS CODE = 10 ---------------------------------------------------------------------------- Ie tttttMAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 : ============================================================================ **************************************************************************** fLOW PROCESS fROM NODE 311.00 TO NODE 311.00 IS CODE = 7 \97'V ---------------------------------------------------------------------------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: .CCMIN) = 10.68 RAIN INTENSITY(INCH/HOUR) = 3.36 OTAL AREA(ACRES) = 0.00 TOTAL RUNOFF(CFS) = 6.20 **************************************************************************** FLOW PROCESS FROM NODE 311.00 TO NODE 334.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESI2E CEXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1277.97 DOWNSTREAM(FEET) 1276.30 FLOW LENGTHCFEET) = 66.03 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.7 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 8.59 GIVEN PIPE OIAMETERCINCH) = 18.00 NUMBER OF PIPES PIPE-FLOWCCFS) = 6.20 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 10.81 LONGEST FLOWPATH FROM NODE 325.00 TO NODE 334.00 = 916.37 FEET. **************************************************************************** FLOW PROCESS FROM NODE 334.00 TO NODE 334.00 IS CODE = ----------------------------------------------------------_.---------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUM8ER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.81 ..RAINFALL INTENSITY(INCH/HR) = 3.33 TOTAL STREAM AREACACRES) = 0.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.20 **************************************************************************** FLO~ PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 7 -------------------------------------------------------.-------------------- tttttUSER SPECIFIED HYDROLOGY INFORMATION AT NODE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIfIED VALUES ARE AS FOLLOWS: TCCMIN) = 10.68 RAIN INTENSITY(INCH/HOUR) = 3.36 TOTAL AREACACRES) = 0.00 TOTAL RUNOFF(CfS) = 6.20 **************************************************************************** fLOW PROCESS FROM NODE 310.00 TO NODE 334.00 IS CODE = 41 --------------------------------------------------------------------_.------ .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESI2E (EXISTING ELEMENT)====: ============================================================================ ELEVATION DATA: UPSTREAMCFEET) = 1276.71 DOWNSTREAM(FEET) = 1276.24 FLOW LENGTHCfEET) = 20.49 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.9 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 8.28 GIVEN PIPE DIAMETERCINCH) = 18.00 NUMBER OF PIPES = PIPE-fLOW(CFS) = 6.20 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 10.72 LONGEST fLOWPATH FROM NODE 328.00 TO NODE 334.00 = 549.31 FEET. . FLOW PROCESS fROM NODE 334.00 TO NODE 334.00 IS CODE = \~~ **************************************************************************** --------------------.------------------------------.--------.--------------- .....DESIGNATE INDEPENDENT STREAM fOR CONfLUENCE (((((AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . TOTAL NUMBER Of STREAMS = 2 CONfLUENCE VALUES USED fOR INDEPENDENT STREAM 2 ARE: TIME Of CONCENTRATION(MIN.) 10.72 RAINfALL INTENSITY(INCH/HR) = 3.35 TOTAL STREAM AREA(ACRES) = 0.00 PEAK FLOY RATE(CfS) AT CONfLUENCE 6.20 ** CONFLUENCE DATA ** STREAM RUNOff NUMBER (CfS) 1 6.20 2 6.20 Tc (MIN.) 10.81 10.72 INTENSITY (INCH/HOUR) 3.334 3.349 AREA (ACRE) 0.00 0.00 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCfC&YCD fORMULA OF PLATE 0-1 AS DEfAULT VALUE. THIS fORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************************w******************* RAINfALL INTENSITY AND TIME Of CONCENTRATION RATIO CONfLUENCE fORMULA USED fOR 2 STREAMS. ** PEAK fLOY RATE TABLE ** STREAM RUNOff Tc INTENSITY NUMBER (CfS) (MIN. ) (I NCH/HOUR) i 1 12.35 10.72 3.349 :. 2 12.37 10.81 3.334 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK fLOY RATE(CfS) 12.37 Tc(MIN.) = 10.81 TOTAL AREA(ACRES) = 0.00 LONGEST fLOYPATH fROM NODE 325.00 TO NODE 334.00 = 916.37 fEET. w*************************************************************************** fLOY PROCESS fROM NODE 334.00 TO NODE 333.00 IS CODE = 41 -------------..---------------.------------.--.-------------.------.-------- .....COMPUTE PIPE-fLOY TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIfIED PIPESIZE (EXISTING ELEMENT)===== ============================================================================ ELEVATION DATA: UPSTREAM(fEET) = 1276.21 DOYNSTREAM(fEET) = fLOY LENGTH(FEET) = 148.33 MANNING'S N = 0_013 DEPTH Of fLOY IN 18.0 INCH PIPE IS 12.4 INCHES PIPE-fLOY VELOCITY(fEET/SEC.) = 9.52 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER Of PIPES = PIPE-fLOY(CfS) = 12.37 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = LONGEST fLOYPATH fROM NODE 325.00 TO NODE 1273.00 11.07 333.00 = 1064.70 fEET. **************************************************************************** fLOY PROCESS FROM NODE 333_00 TO NODE 333.00 IS CODE = 11 --------------------------------------------.--------..-----.--------------- ; . ~~~~4CONFlUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY=====: ============================================================================ ** MAIN STREAM NUMBER STREAM CONfLUENCE DATA .. RUNOff Tc INTENSITY (CfS) (MIN.) (INCH/HOUR) AREA (ACRE) \'fIt 1 12.37 11.07 3.291 0.00 LONGEST FLOWPATH FROM NODE 325.00 TO NOOE 333.00 = 1064.70 FEET. .. MEMORY BANK # CONFLUENCE DATA ** TREAM RUNOFF Tc I NTENS I TV AREA NUM8ER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 54.69 11.79 3.179 23.54 LONGEST FLOWPATH FROM NOOE 325.00 TO NODE 333.00 = 850.34 FEET. *********************************~ARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS 8ASEO ON THE RCFC&WCD FDRMULA DF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK STREAM NUMBER 1 2 FLOY RATE TABLE ** RUNOFF Tc (CFS) (MIN.) 63.72 11_07 66.64 11.79 I NTENSI TV (I NCH/HOUR) 3.291 3.179 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 66.64 Tc(MIN.) = 11.79 TOTAL AREA(ACRES) = 23.54 **************************************************************************** FLOW PROCESS FROM NODE 334.00 TO NODE 335.00 IS CODE = 41 ---------------------------------~------------------------------------------ ~ttttCOMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== e<<<<<USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) -============================================~============================= ELEVATION DATA: UPSTREAM(FEET) = 1271.97 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 142.62 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.51 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 66.64 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE = 1270.24 0.21 Tc(MIN.) = 325.00 TO NODE 11.99 335.00 1207.32 FEET. **************************************************************************** FLOW PROCESS FROM NODE 335.00 TO NODE 336.00 IS CODE = 41 -.---------------------..----------------.-..-----------------.------------- ~~~~~COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: <<<<<USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1269.70 OOWNSTREAM(FEET) 1232.00 FLOW LENGTH(FEET) = 128.80 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 10.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 38.26 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 66.64 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN_) = 12,05 LONGEST FLOWPATH FROM NODE 325.00 TO NODE 336.00 1336.12 FEET. 4111J=;:~=~;=;;:~;=;:::::;;===================================================== TOTAL AREA(ACRES) = 23.54 TC(MIN.) = 12.05 PEAK FLOW RATE(CFSJ 66.64 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- \~t ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 ReLease Date: 01/01/2000 License to 1264 AnaLysis prepared by: RBF & Associates 14725 ALton Parkway Irvine, CA 92618 ------~._----------_.~~-------------------~----------------.---------------- TIME/DATE OF STUDY: 09:06 05/30/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** . NODES 323 324 . 100-YEAR . . . . ************************************************************************** **************************************************************************** ....SUMP TYPE 8ASIN INPUT INFORMATION===: ----~---_..._------_.__._-------------------------~-------~-----_._-------~- . Curb Inlet Capacities are approximated based on the Bureau of PubLic Roads nomograph plots for fLowby basins and sump basins. BASIN INFLOY(CFS) = BASIN OPENING(FEET) DEPTH OF YATER(FEET) = 27.40 0.83 0.83 ....CALCULATED ESTIMATED SUMP BASIN YIOTH(FEET) = 11. 74 ============================================================================ . ~ **************************************************************************** . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE eC) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License 10 1264 AnaLysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ~~---------~---------------------------------------------------------------~ TIME/DATE OF STUDY: 08:18 05/30/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NODES 310 AND 311 . 100-YEAR . . . . ************************************************************************** **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION==== -~-------------------------------------------------------------------------- . CONSTANT STREET GRADE(FEET/FEET) = 0.016000 CONSTANT STREET FLOW(CFS) = 49.53 AVERAGE STREET FLOW FRICTION FACTORCMANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTHCFEET) = 20.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) = 18.00 INTERIOR STREET CROSSFALLCDECIMAL) = 0.020000 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTHCFEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIPCFEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ***STREET FLOWING FULL*** ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: -------.-------------------------------------------.------------------------ NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW OEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITYCFEET/SEC.) = 4.83 PRODUCT OF DEPTH&VELOCITY = 2.73 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .1 \~~ **************************************************************************** . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 -------~--------------------------------~----------------------------------- TIME/DATE OF STUDY: 08:19'05/30/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** . NODES 310 311 * 100-YEAR . . . . ************************************************************************** **************************************************************************** ....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) = 24.77 GUTTER FLOWDEPTH(FEET) = 0_57 BASIN LOCAL DEPRESSION(FEET) FLOWBY BASIN WIDTH(FEET) = 0.33 7.00 ....CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 44.6 ....CALCULATEO ESTIMATED INTERCEPTION(CFS) = 6.2 ============================================================================ . ~ . . . o T1 LINE 300 T2 MAIN LINE STORM DRAIN 300 SERIES SUMP INLETS TO OUTLET 100 Year Discharge T3 5/03/01 FPG FILE: A.wSP Q FILE = QA.wSP SO 1000.001232.00 1 .013 1235.00 R 1128.801269.70 1 .013 R 1132.24127024 1 .013 19. 1 R 1274.861271.97 1 .013 JX 1282.041272.06 3 2 .013 12.0 1272.86 45. R 1296.791272.23' 3 .013 48. R 1334.001272.69 3 .013 JX 1340.761272.77 3 4 .013 27.3 1273.21 45. R 1357.411272.97 3 .013 44. R 1369.141273.12 3 SH 3 CD 1 4 3.0 CD 24 1.5 CD 3 4 3.0 CD 4 4 2.5 \<bOy . . DATE: 5/30/2001 TIME: 10:19 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 CD 2 4 CD 3 4 CD 4 4 3.00 1.50 3.00 2.50 \0...0 . LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P PAGE 2 WATER SURFACE PROFILE LISTING LINE 300 MAIN LINE STORM DRAIN 300 SERIES SUMP INLETS TO OUTLET 100 Year Discharge 5/03/01 FPG FILE: A.wSP Q FILE = QA.WSP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR ****;r******************************************"****************"'********************".*************'********************..*******"",. 1112.90 1265.05 1.328 1266.374 66.7 22.08 7.569 1273.943 0.00 2.611 3.00 0.00 0.00 0 0.00 2.71 0.29270 .057307 0.16 0.872 0.00 1115.61 1265.84 1.377 1267.217 66.7 21.05 6.883 1274.100 0.00 2.611 3.00 0.00 0.00 0 0.00 2.37 0.29270 .050390 0.12 0.872 0.00 1117.98 1266.53 1.429 1267.962 66.7 20.07 6.256 1274.218 0.00 2.611 3.00 0.00 0.00 0 0.00 2.07 0.29270 .044340 0.09 0.872 0.00 1120.05 1267.14 1.483 1268.623 66.7 19.14 5.688 1274.311 0.00 2.611 3.00 0.00 0.00 0 0.00 1.82 0.29270 .039042 0.07 0.872 0.00 1121.87 1267.67 1.540 1269.211 66.7 18.25 5.171 1274.382 0.00 2.611 3.00 0.00 0.00 0 0.00 1.59 0.29270 .034400 0.05 0.872 0.00 . 1123.46 1268.14 1.599 1269.736 66.7 17.40 4.700 1274.436 0.00 2.611 3.00 0.00 0.00 0 0.00 1.39 0.29270 .030337 0.04 0.872 0.00 1124.85 1268.54 1.662 1270.205 66.7 16.59 4.273 1274.478 0.00 2.611 3.00 0.00 0.00 0 0.00 1.21 0.29270 .026785 0.03 0.872 0.00 1126.06 1268.90 1.728 1270.626 66.7 15.82 3.885 1274.511 0.00 2.611 3.00 0.00 0.00 0 0.00 1.05 0.29270 .023675 0.02 0.872 0.00 1127.11 1269.21 1.798 1271.004 66.7 15.08 3.531 1274.535 0.00 2.611 3.00 0.00 0.00 0 0.00 0.91 0.29270 .020955 0.02 0.872 0.00 1128.02 1269.47 1.872 1271.344 66.7 14.38 3.210 1274.554 0.00 2.611 3.00 0.00 0.00 0 0.00 0.78 0.29270 .018576 0.01 0.872 0.00 1128.80 1269.70 1.950 1271.650 66.7 13.71 2.919 1274.569 0.00 2.611 3.00 0.00 0.00 0 0.00 0.47 0.15698 .017112 0.01 1.026 0.00 . \0.,.\ . F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - LINE 300 HEADING LINE NO 2 IS- MAIN LINE STORM DRAIN 300 SERIES SUMP INLETS TO OUTLET 100 Year Discharge HEADING LINE NO 3 IS- 5/03/01 FPG FILE: A.wSP Q FILE = QAWSP . . \ ~'I/ . . :. F0515P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET . UIS DATA STATION INVERT SECT 1000.001232.00 1 ELEMENT NO 2 IS A REACH UIS DATA STATION INVERT SECT 1128.801269.70 1 0.013 ELEMENT NO 3 IS A REACH UIS DATA STATION INVERT SECT 1132.241270.24 1 0.013 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT 1274.861271.97 1 0.013 W S ELEV 1235.00 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 19.00 1 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 5 IS A JUNCTION . UIS DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3INVERT-4 PHI 3 PHI4 1282.041272.06 3 2 0 0.013 12.0 0.0 1272.86 0.00 45.00 0.00 ELEMENT NO 6 IS A REACH UIS DATA STATION INVERT SECT 1296.791272.23 3 0.013 ELEMENT NO 7 IS A REACH UIS DATA STATION INVERT SECT 1334.001272.69 3 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 48.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 8 IS A JUNCTION UIS DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3INVERT -4 PHI3 PHI4 1340.761272.77 3 4 0 0.013 27.3 0.0 1273.21 0.00 45.00 0.00 ELEMENT NO 91S A REACH . UIS DATA STATION INVERT SECT 1357.411272.97 3 0.013 ELEMENT NO 10 IS A REACH . * UIS DATA STATION INVERT SECT 1369.141273.12 3 0.014 N RADIUS ANGLE ANG PT MAN H 0.00 44.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 11 IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SECT W S ELEV 1369.141273.12 3 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING .. WARNING NO.2.. - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC \~'? . LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P PAGE WATER SURFACE PROFILE LISTING LINE 300 MAIN LINE STORM DRAIN 300 SERIES SUMP INLETS TO OUTLET 100 Year Discharge 5/03/01 FPG FILE: A.wSP Q FILE = QA.WSP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR ************..****.."",..*********************************.+************....********.****************************..**********************. 1000.00 1232.00 0.909 1232.909 66.7 36.91 21.157 1254.066 0.00 2.611 3.00 0.00 0.00 0 0.00 27.62 0.29270 .238907 6.60 0.872 0.00 1027.62 1240.08 0.933 1241.016 66.7 35.55 19.629 1260.645 0.00 2.611 3.00 0.00 0.00 0 0.00 21.83 0.29270 .212477 4.64 0.872 0.00 1049.45 1246.48 0.966 1247.442 66.7 33.91 17.855 1265.297 0.00 2.611 3.00 0.00 0.00 0 0.00 14.91 0.29270 .186118 2.78 0.872 0.00 1064.36 1250.84 1.000 1251.838 66.7 32.33 16.232 1268.070 0.00 2.611 3.00 0.00 0.00 o 0.00 11.11 0.29270 .163033 1.81 0.872 0.00 1075.47 1254.09 1.035 1255.124 66.7 30.82 14.752 1269.876 0.00 2.611 3.00 0.00 0.00 0 0.00 8.70 0.29270 .142861 1.24 0.872 0.00 . 1084.17 1256.64 1.072 1257.709 66.7 29.38 13.406 1271.115 0.00 2.611 3.00 0.00 0.00 0 0.00 7.05 0.29270 .125230 0.88 0.872 0.00 1091.22 1258.70 1.110 1259.811 66.7 28.03 12.196 1272.007 0.00 2.611 3.00 0.00 0.00 0 0.00 5.84 0.29270 .109808 0.64 0.872 0.00 1097.06 1260.41 1.150 1261.561 66.7 26.71 11.080 1272.641 0.00 2.611 3.00 0.00 0.00 0 0.00 4.92 0.29270 .096343 0.47 0.872 0.00 1101.98 1261.85 1.192 1263.042 66.7 25.48 10.079 1273.121 0.00 2.611 3.00 0.00 0.00 0 0.00 4.20 0.29270 .084553 0.36 0.872 0.00 1106.18 1263.08 1.235 1264.313 66.7 24.29 9.161 1273.474 0.00 2.611 3.00 0.00 0.00 0 0.00 3.60 0.29270 .074241 0.27 0.872 0.00 1109.78 1264.13 1.281 1265.413 66.7 23.16 8.329 1273.742 0.00 2.611 3.00 0.00 0.00 0 0.00 3.12 0.29270 .065222 0.20 0.872 0.00 . \~I\ . LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING PAGE 3 LINE 300 MAIN LINE STORM DRAIN 300 SERIES SUMP INLETS TO OUTLET 100 Year Discharge 5/03/01 FPG FILE: A.wSP Q FILE = QA.WSP STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV UELEM SO Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO ....************"'.************************.**********************....*********...*.*************.*************.*.....*******..*********. SF AVE HF NORM DEPTH DIA ID NO. PIER ZR HEAD GRD.EL. ELEV DEPTH 1129.27 1269.77 1.978.1271.752 66.7 13.49 2.824 1274.576 0.00 2.611 3.00 0.00 0.00 0 0.00 1.21 0.15698 .015838 0.02 1.026 0.00 1130.48 1269.96 2.064 1272.028 66.7 12.86 2.567 1274.595 0.00 2.611 3.00 0.00 0.00 0 0.00 0.99 0.15698 .014117 0.01 1.026 0.00 1131.47 1270.12 2.157 1272.276 66.7 12.26 2.334 1274.610 0.00 2.611 3.00 0.00 0.00 0 0.00 0.77 0.15698 .012626 0.01 1.026 0.00 1132.24 1270.24 2.258 1272.498 66.7 11.69 2.122 1274.620 0.00 2.611 3.00 0.00 0.00 0 0.00 101.34 0.01213 .011437 1.16 2.240 0.00 1233.58 1271.47 2.347 1273.816 66.7 11.24 1.961 1275.777 0.00 2.611 3.00 0.00 0.00 0 0.00 33.16 0.01213 .010432 0.35 2.240 0.00 . 1266.74 1271.87 2.469 1274.340 66.7 10.71 1.783 1276.123 0.00 2.611 3.00 0.00 0.00 0 0.00 8.12 0.01213 .009521 0.08 2.240 0.00 1274.86 1271.97 2.611 1274.581 66.7 10.21 1.620 1276.201 0.00 2.611 3.00 0.00 0.00 0 0.00 JUNCT STR 0.01253 .007921 0.06 0.00 1282.04 1272.06 3.493 1275.553 54.7 7.74 0.930 1276.483 0.00 2.401 3.00 0.00 0.00 0 0.00 14.75 0.01153 .006726 0.10 1.963 0.00 1296.79 1272.23 3.558 1275.788 54.7 7.74 0.930 1276.718 0.00 2.401 3.00 0.00 0.00 0 0.00 37.21 0.01236 .006726 0.25 1.915 0.00 1334.00 1272.69 3.348 1276.038 54.7 7.74 0.930 1276.968 0.00 2.401 3.00 0.00 0.00 0 0.00 JUNCT STR 0.01183 .004207 0.03 0.00 1340.76 1272.77 4.218 1276.988 27.4 3.88 0.233 1277.221 0.00 1.692 3.00 0.00 0.00 0 0.00 16.65 0.01201 .001688 0.03 1.271 0.00 . / \~~ . . . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING PAGE 4 LINE 300 MAIN LINE STORM DRAIN 300 SERIES SUMP INLETS TO OUTLET 100 Year Discharge 5/03/01 FPG FILE: A.wSP Q FILE = QA.WSP STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV UELEM SO Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO HEAD GRD.EL. ELEV DEPTH DIA ID NO. ZR PIER SF AVE HF NORM DEPTH *******.***.**.*****.******"....**..............**.****..****............***...***....***..*****.**.,,***..**.....*******.....*........******.. 3.00 0.00 0.00 0 0.00 11.73 0.01279 1357.41 1272.97 4.079 1277.049 27.4 3.88 0.233 1277.282 0.00 1.692 .001957 0.02 1.302 0.00 1369.14 1273.12 3.952 1277.072 27.4 3.88 0.233 1277.305 0.00 1.692 3.00 0.00 0.00 0 0.00 f'AA.\:. U,S, /.VG.~ (..;:. 1177,0 7l.'-4- IZ (fft,) :: 17..' 7. '1-' \~ . . . o T1 LINE 300 T2 Storm Drain Lateral A4 100 Year Discharge T3 5/03/01 FPG FILE: A4.wSP Q FILE = QA4.wSP SO 100.001273.21 1 .013 1276.99 R 138.821273.40 1 .013 SH 1 CD14 2.5 \0.1. . . . o T1 LINE 300 T2 Storm Drain Lateral LINE A2 100 Year Discharge T3 5/03/01 FPG FILE: AZ.wSP Q FILE = QA2.wSP SO 100.001273.00 1 .013 1275.55 R 103.341273.07 1 .013 R 121.591273.46 1 .013 46. R 208.201275.35 1 .013 7. R 248.331276.21 1 .013 JX 253.151276.30 1 1 .013 6.2 1276.30 45. R 273.631276.50 1 .013 R 291.301276.68 1 .013 45. R 319.471276.97 1 .013 SH 1 CD 1 4 1.5 \,\'tJ . . . F0515P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- LINE 300 HEADING LINE NO 2 IS- Storm Drain Lateral LINE A2 100 Year Discharge HEADING LINE NO 3 IS - 5/03/01 FPG FILE: A2.wSP Q FILE = QA2.wSP PAGE NO 3 \<\0.. . . . F0515P WATER SURFACE PROFILE - ELEMENT CARD LISTING PAGE NO 2 ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 100.00 1273.00 1 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT 103.341273.07 1 0.013 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT 121.591273.46 1 0.013 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT 208.20 1275.35 1 0.013 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT 248.331276.21 1 0.013 W S ELEV 1275.55 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 46.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 7.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3INVERT-4 PHI3 PHI4 253.151276.30 1 1 0 0.013 6.2 0.0 1276.30 0.00 45.00 0.00 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT 273.63 1276.50 1 0.013 ELEMENT NO 8 IS A REACH U1S DATA STATION INVERT SECT 291.301276.68 1 0.013 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT 319.471276.97 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 45.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 10 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 319.471276.97 1 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING .. WARNING NO.2" _ WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W,S.ELEV = INV + DC 1JP . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING LINE 300 Storm Drain Lateral LINE A2 100 Year Discharge 5/03/01 FPG FILE: A2.wSP Q FILE = QA2.wSP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA 10 NO. PIER L1ELEM SO SF AVE HF NORM DEPTH ZR ******............"...."******..............",,........**..........****...*.....******..******........*******..**....**"..*********.****...................**.*..***".*.*.. 100.00 1273.00 2.550 1275.550 12.4 7.02 0.765 1276.315 0.00 1.330 1.50 0.00 0.00 0 0.00 3.34 0.02096 .013935 0.05 1.030 0.00 103.34 1273.07 2.527 1275.597 12.4 7.02 0.765 1276.362 0.00 1.330 1.50 0.00 0.00 0 0.00 18.25 0.02137 .013935 0.25 1.020 0.00 121.59 1273.46 2.500 1275.960 12.4 7.02 0.765 1276.725 0.00 1.330 1.50 0.00 0.00 0 0.00 86.61 0.02182 .013935 1.21 1,010 0.00 208.20 1275.35 1.860 1277.210 12.4 7.02 0.765 1277.975 0.00 1.330 1.50 0.00 0.00 0 0.00 40,13 0.02143 .013935 0.56 1.020 0.00 248.33 1276.21 1 ,559 1277. 769 12.4 7.02 0.765 1278.534 0.00 1.330 1.50 0.00 0.00 0 0.00 JUNCT STR 0.01867 .008710 0.04 0.00 . 253.15 1276.30 2.387 1278.687 6.2 3.51 0.191 1278.878 0.00 0.962 1.50 0.00 0.00 0 0.00 20.48 0.00977 .003484 0.07 0.831 0.00 273.63 1276.50 2.259 1278.759 6.2 3.51 0.191 1278.950 0.00 0.962 1,50 0.00 0.00 0 0.00 17.67 0.01019 .003484 0.06 0.820 0.00 291.30 1276.68 2.167 1278.847 6.2 3.51 0.191 1279.038 0.00 0.962 1.50 0.00 0.00 0 0.00 28.17 0.01030 .003484 0.10 0.820 0.00 319.47 1276.97 1.976 1278.946 6.2 3.51 0.191 1279.137 0.00 0.962 1.50 0.00 0.00 0 0.00 fIIA.x U~, w~.l.L :: IZ'1S.q'f(,I-4-I<~4+) =1'J..11. 'L I . 1.P\ . . . o T1 LINE 300 T2 Storm Drain Lateral A3 100 Year Discharges T3 5/03/01 FPG FILE: A3.WSP Q FILE = QA3.wSP SO 100.001276.24 1 .013 1278.69 R 120.491276.71 1 .013 SH 1 CD 1 4 1.5 l,i" . . . F0515P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - LINE 300 HEADING LINE NO 2 IS- Storm Drain Lateral A3 100 Year Discharges HEADING LINE NO 3 IS - 5/03/01 FPG FILE: A3.wSP Q FILE = QA3.WSP PAGE NO 3 1)b'b . . . F0515P WATER SURFACE PROFILE - ELEMENT CARD LISTING PAGE NO 2 ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 100.001276.24 1 ELEMENT NO 2 IS A REACH UIS DATA STATION INVERT SECT 120.491276.71 1 0.013 W S ELEV 1278.69 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 120.491276.71 1 0,00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING .. WARNING NO.2" - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC 1JJ~ . . . LICENSEE: R.B.F. & ASSOC, - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING LINE 300 Storm Drain Lateral A3 100 Year Discharges 5/03/01 FPG FILE: A3.wSP Q FILE = QA3.wSP PAGE 1 HGTI BASEl ZL NO HEAD GRD.EL. ELEV DEPTH VEL VEL ENERGY SUPER CRITICAL DIA 10 NO. PIER STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV Q L1ELEM SO SF AVE HF NORM DEPTH **.*****.................**.******************..************........'*****,,*,,*********,,****...*************************..***,."*******.*...,,,,***** 1.50 0.00 0.00 0 0.00 100.00 1276.24 2.450 1278,690 6.2 3.51 0.191 1278.881 0.00 0.962 20.49 0.02294 .003484 0.07 0.650 120.49 1276,71 2.051 1278.761 6.2 3.51 0.191 1278,952 0.00 0.962 Mr+X tu~";:L US '" rn 0 7 '-I ' + I :Z ( h + ) I 17.7&99 ~ ZR 0.00 1.50 0.00 0.00 0 0.00 / 1.l::> . . . F0515P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- LI NE 300 HEADING LINE NO 2 IS- Storm Drain Lateral A4 100 Year Discharge HEADING LINE NO 31S- 5/03/01 FPG FILE: A4.wSP Q FILE = QA4.wSP PAGE NO 3 1/0(P .. . . F0515P WATER SURFACE PROFILE - ELEMENT CARD LISTING PAGE NO 2 ELEMENT NO 1 IS A SYSTEM OUTLET . UIS DATA STATION INVERT SECT 100.001273.21 1 W S ELEV~ 1276.99 ELEMENT NO 2 IS A REACH UIS DATA STATION INVERT SECT 138.821273.40 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SECT W S ELEV 138.821273.40 1 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING .. WARNING NO.2" _ WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC 1J> A" . . . LICENSEE: R,B.F, & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING LINE 300 Storm Drain Lateral A4 100 Year Discharge 5/03/01 FPG FILE: A4.wSP Q FILE = QA4.wSP PAGE 1 HGTI BASEl ZL NO STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH VEL VEL ENERGY SUPER CRITICAL DIA 10 NO. PIER Q L1ELEM SO SF AVE HF NORM DEPTH **'*"*********************..****'*****...*************,,**,,..**********...***,.***********.."***********.,,......*****************"".,,*********"* 2.50 0.00 0.00 0 0.00 100.00 1273.21 3.780 1276,990 27.4 5.58 0.484 1277.474 0.00 1.785 38.82 0.00489 .004462 0.17 1.952 138.82 1273.40 3.763 1277.163 27.4 5.58 0.484 1277.647 0.00 1.785 Mt,~ ('()~L v.5..: 1l?7.1L?..i-t,'l..(hl-') ::. /'L77. 8 I ZR 0.00 2.50 0.00 0.00 0 0.00 1?'tJ . DRAINAGE BASIN 400 . . 1)>0.. **************************************************************************** . RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLODD CONTRDL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2000 license ID 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** * basin 400 * 10-year " " " " ************************************************************************** FILE NAME: 10L4DO_DAT TIME/DATE OF STUDY: 11:55 05/30/2001 _____________________________________________________w______w______________w USER SPECIFIEO HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------------------------------------------------------------.- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18_00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTIDN SLOPE = 0_95 . 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HDUR) = 2.360 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1_300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0_5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = 0_889 SLOPE OF INTENSITY DURATION CURVE = 0_5506 RCFC&WCD HYOROLOGY MANUAL "CO-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COM8INATIONS FOR DOWNSTREAM ANALYSES "USER-DEFINED STREET-SECTIONS FOR COUPLED PIPE FLOW AND STREET FLOW MODEL" HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSS FALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO, (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) --------- --------- ----------------- ----------------- 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 = 0.0 (FT*FT/S) *SIZE PIPE WITH A FlOY CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE_" 4111r*************************************************************************** FLOW PROCESS FROM NODE 401_00 TO NODE 402.00 IS CODE = 21 --------------------~-------------------------------------------------.----- eetttRATIONAl METHOD INITIAL SUBAREA ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM ~ DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 325.00 .PSTREAM ELEVATION = 1319.38 DOWNSTREAM ELEVATION = 1307.44 ELEVATION DIFFERENCE = 11.94 TC = 0.303*[( 325.00**3)/( 11.94)]**.2 = 5.934 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.177 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8777 SOIL CLASSIFICATION IS "B" SU8AREA RUNOFF(CFS) = 0.89 TOTAL AREA(ACRES) = 0.32 TOTAL RUNOFF(CFS) = 0.89 **************************************************************************** FLOW PROCESS FROM NOOE 402.00 TO NODE 402.00 IS CODE = ---------..-------..-..--------------------------.-----_.------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 5,93 RAINFALL INTENSITY(INCH/HR) = 3.18 TOTAL STREAM AREA(ACRES) = 0.32 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.89 **************************************************************************** FLOW PROCESS FROM NODE 403. DO TO NODE 404.00 IS COOE = 21 --------------------------.-.---------------------------------------.------- ~::::::::;::::~:;:;;;:~:;~:::::~~:;;~:::::::::============================= DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 128.00 UPSTREAM ELEVATION = 1315.60 DOWNSTREAM ELEVATION = 1313.53 ELEVATION DIFFERENCE = 2_07 TC = 0.393*[( 128.DD**3)/( 2.07)]**.2 6.239 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.091 SINGLE'FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7861 SOIL CLASSIFICATION IS "BU SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 0.68 0.28 TOTAL RUNOFF(CFS)= 0.68 **************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 402.00 IS CODE = 61 -------------------------------------------------------------~~------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SU8AREA====: .....(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1313.03 DOWNSTREAM ELEVATION(FEET) = 1307.44 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 . DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0,020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 '1,-\\ Manning's FRICTION FACTOR for StreetfLow SectionCcurb-to-curb} = 0.0150. Manning's FRICTION FACTOR for Back-of-Walk FLow Section = 0.0200 . **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 3.40 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.59 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.11 STREET FLOW TRAVEL TIME(MIN.) = 1.39 Tc(MIN.) = 7,63 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.766 SINGLE'FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8377 SOIL CLASSIFICATION IS "0" SU8AREA AREA(ACRES) = 1.00 TOTAL AREA(ACRES) = 1.28 1.84 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 2.32 3,00 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 4.16 FLOW VELOCITY(FEET/SEC.) = 4,04 DEPTH*VELOCITY(FT*FT/SEC.) = 1.49 LONGEST FLOWPATH FROM NODE 403.00 TO NODE 402.00 = 428.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 402,00 TO NODE 402.00 IS CODE = ---------------------------------------------------------------------------- 44tttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUM8ER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: . TIME OF CDNCENTRATION(MIN.) = 7.63 RAINFALL INTENSITY(INCH/HR) = 2.77 TOTAL STREAM AREA(ACRES) = 1.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.00 **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NOOE 406.00 IS CODE = 21 --------------------------------------------------------------------_.------ .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SU8AREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW, LENGTH = 120.00 UPSTREAM ELEVATION = 1315.60 DOWNSTREAM ELEVATION = 1313.65 ELEVATION OIFFERENCE = 1.95 TC = 0.393*[( 120.00**3)/( 1.95)]**.2 = 6.074 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.137 SINGLE'FAMILY(I/4 ACRE LOT) RUNOFF COEFFICIENT = .8442 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) = 0,53 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.53 **************************************************************************** FLOW PROCESS FROM NODE 406,00 TO NODE 402.00 IS CODE = 61 ...........--........-----...........--.............-.--.......--........--- 44444COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1313,15 DOWNSTREAM ELEVATION(FEET) = 1307,44 STREET LENGTH(FEET) = 230,00 CURB HEIGHT(INCHES) = 6.0 1,;" 'V STREET HALFYIDTH(FEET) = 30.00 DISTANCE FROM CROYN TO CROSS FALL GRADEBREAK(FEET) .SIDE STREET CROSSFALLCDECIMAL) = 0.020 TSIDE STREET CROSSFALL(DECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKYAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for StreetfLow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-af-WaLk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOY(CFS) = STREETFLOY MOOEL RESULTS USING ESTIMATED FLOW: STREET FLOY OEPTH(FEET) = 0.28 HALFSTREET FLOOD YIDTHCFEET) = 3.03 AVERAGE FLOY VELOCITYCFEET/SEC.) = 3,89 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) 1.08 STREET FLOY TRAVEL TIME(MIN.) = 0_99 Tc(MIN.) = 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.887 SINGLE'FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = ,8400 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) = 0.90 TOTAL AREA(ACRES) = 1.10 1.62 7.06 SU8AREA RUNOFF(CFS) = PEAK FLOY RATE(CFS) 2.18 2.71 END OF SUBAREA STREET FLOY HYDRAULICS: DEPTHCFEET) = 0.34 HALFSTREET FLOOD YIDTH(FEET) = 3.77 FLOY VELOCITY(FEET/SEC.) = 4.39 DEPTH*VELOCITY(FT*FT/SEC.) = 1.48 LONGEST FLOYPATH FROM NODE 405.00 TO NODE 402.00 = 350.00 FEET. .************************************************************************** FLOY PROCESS FROM NODE 402.00 TO NODE 402.00 IS CODE = 1 ---------------------------------------------------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE .....AND COMPUTE VARIOUS CONFLUENCEO STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUM8ER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) 7.06 RAINFALL INTENSITY(INCH/HR) = 2.89 TOTAL STREAM AREA(ACRES) = 1.10 PEAK FLOY RATE(CFS) AT CONFLUENCE = 2.71 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 0.89 2 3.00 3 2.71 Te (MIN,) 5.93 7.63 7.06 INTENSITY (I NCH/HOUR) 3.177 2.766 2.887 AREA (ACRE) 0.32 1.28 1.10 *********************************WARNI NG********************************** tN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&YCD FORMULA OF PLATE 0.1 AS DEFAULT VALUE. THIS FORMULA YILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOY. ************************************************************************** . RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Te INTENSITY 1-\'b NUM8ER (CFS) (MIN. ) (I NCH/HOUR) 1 5.50 5.93 3.177 2 6.30 7.06 2.887 . 3 6.37 7.63 2.766 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6,37 Tc(MIN.) = 7.63 TOTAL AREA(ACRES) = 2.70 LONGEST FLOWPATH FROM NODE 403.00 TO NODE 402.00 428.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 407,00 IS COOE = 61 ---------------------------------------------------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA .....(STANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1307.14 DOWNSTREAM ELEVATION(FEET) = 1296.14 STREET LENGTH(FEET) = 280,00 CURB HEIGHT(INCHES) = 6.0 STREET HAlFWIDTH(FEETJ = 33.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEETl = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0,080 SPECIFIED NUMBER OF HAlFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMALJ = 0.020 Manning's FRICTION FACTOR for Streetflow Sectlon(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Yalk Flow Section = 0.0200 . **TRAVEl TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 4.93 AVERAGE FLOW VELOCITY(FEET/SEC.J 6.47 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 2.78 STREET FLOW TRAVEL TIME(MIN.) = 0.72 Tc(MIN.J 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.632 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8870 SOIL CLASSIFICATION IS "D" SU8AREA AREA(ACRES) 0.20 TOTAL AREA(ACRES) = 2.90 6.61 8.35 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFSJ = 0.47 6.84 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEETJ 4.99 FLOW VElOCITY(FEET/SEC.) = 6,53 DEPTH*VELOCITY(FT*FT/SEC.J = 2.84 LONGEST FLOWPATH FROM NODE 403.00 TO NODE 407.00 = 708.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 407.00 TO NODE 407.00 IS CODE = ~------------~-------------------------------------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUM8ER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: . TIME OF CONCENTRATION(MIN.) = 8,35 RAINFALL INTENSITY(INCH/HRJ = 2,63 TOTAL STREAM AREA(ACRES) = 2.90 PEAK FLOW RATE(CFSl AT CONFLUENCE = 6.84 **************************************************************************** 1,;\~ FLOW PROCESS FROM NODE 408.00 TO NODE 409.00 IS CODE = 21 -------~-------------------------------------------------------------------- ~::::::::;:::~:::~;::::;~:::::~:::;~:::::::::============================= DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1302,00 OOWNSTREAM ELEVATION = 1299,95 ELEVATION OIFFERENCE = 2.05 TC = 0,393*I( 12D.00**3)/( 2.05)]**.2 = 6.013 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.154 SINGLE'FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = ,8444 SOil CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 0.67 0.25 TOTAL RUNOFF(CFS) = 0.67 **************************************************************************** FLOW PROCESS FROM NODE 409.00 TO NODE 407,00 IS CODE = 61 ---------------------------------------------------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1299.45 DOWNSTREAM ELEVATION(FEET) = 1296_14 STREET LENGTH(FEET) = 280.00 CUR8 HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 . DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.080 = 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 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-Yalk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALF STREET FLOOD WIDTH(FEET) = 3.73 AVERAGE FLOW VELOCITYCFEET/SEC.) 3.03 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.01 STREET FLOW TRAVEL TIME(MIN.) = '.54 Tc(MIN.) = 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.782 SINGLE'FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8380 SOIL CLASSIFICATION IS HOH SUBAREA AREA(ACRES) = 1.00 TOTAL AREA(ACRES) = 1.25 1.83 7.55 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 2,33 3.00 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) 4.57 FLOW VELOCITY(FEET/SEC.) = 3.39 DEPTH*VELOCITY(FT*FT/SEC.) = 1.36 LONGEST FLOWPATH FROM NOOE 408.00 TO NODE 407,00 = 400.00 FEET, .**************************************************************************** FLOW PROCESS FROM NODE 407.00 TO NODE 407.00 IS CODE = ---------------------------------------------------------------------------~ .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ~ ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN,) 7.55 .RAINFALL INTENSITY(INCH/HR) = 2.78 TOTAL STREAM AREA(ACRES) = 1.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.00 **************************************************************************** FLOW PROCESS FROM NOOE 410.00 TO NODE 411.00 IS CODE = 21 ________________________4_____________________________---------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW, LENGTH = 120.00 UPSTREAM ELEVATION = 1302.00 DOWNSTREAM ELEVATION = 1299.74 ELEVATION OIFFERENCE = 2.26 TC = 0.393*[( 120.00**3)/( 2.26)]**.2 5.897 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.188 SINGLE'FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8449 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) = 0.81 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) =, 0.81 **************************************************************************** FLOW PROCESS FROM NODE 411.00 TO NODE 407.00 IS CODE = 61 ~.~~~~~~~;~~~.~~~~~~-;~~~.~~~~~~.~;~~-~~~~.~~~~~~~.......................-. ~tt(t(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1299.24 DOWNSTREAM ELEVATION(FEET) = 1296.14 STREET LENGTH(FEET) = 180.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADE8REAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIEO NUM8ER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning/s FRICTION FACTOR for Streetflow Section(curb-to-curb); 0.0150 Manning/s FRICTION FACTOR for Back-af-Walk Flow Section; 0.0200 . **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 3,42 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.48 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.08 STREET FLOW TRAVEL TIME(MIN.) = 0.86 Tc(MIN.) = 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2,957 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8412 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) 0.80 TOTAL AREA(ACRES) = 1.10 1.80 6,76 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 1.99 2.80 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 4.11 '],.\c, FLOW VELOCITY(FEET/SEC.) = 3.84 DEPTH*VELOCITY(FT*FT/SEC.) = 1.40 LONGEST FLOWPATH FROM NODE 410.00 TO NODE 407.00 = 300.00 FEET. .*************************************************************************** FLOW PROCESS FROM NODE 407.00 TO NODE 407.00 IS CODE = 1 ~-------------------~------------------------------------------------------- <<<<<OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== <<<<<ANO COMPUTE VARIOUS CONFLUENCEO STREAM VALUES ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 6,76 RAINFALL INTENSITY(INCH/HR) = 2.96 TOTAL STREAM AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2,80 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 6.84 2 3.00 3 2.80 Tc (MIN.) 8,35 755 6.76 INTENSITY (INCH/HOUR) 2.632 2.782 2.957 AREA (ACRE) 2.90 1.25 1.10 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS OEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW, ************************************************************************** . RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN. ) (I NCH/HOUR) 1 11.01 6.76 2.957 2 11.82 7_55 2.782 3 12.17 8,35 2,632 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.17 Tc(MIN.) = 8.35 TOTAL AREA(ACRES) = 5.25 LONGEST FLOWPATH FROM NODE 403.00 TO NODE 407.00 = 708.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 407.00 TO NODE 412.00 IS COOE = 61 ----------_.-----------~--------------------_._---_..----------------------- <<<<<COMPUTE STREET FLOW. TRAVEL TIME THRU SUBAREA===== <<<<<(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1296.14 DOWNSTREAM ELEVATION(FEET) = 1286.45 STREET LENGTH(FEET) = 530.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTH(FEET) = 33.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DECIMAL) OUTSIDE STREET CROSSFALL(DECIMAL) GRADEBREAK(FEETl 0.020 = 0.080 20.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 '7;" "Iv Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150. Manning's FRICTION FACTOR for Back-of-~alk Flow Section 0.0200 . "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) STREET FLOW TRAVEL TIME(MIN,) = 1.73 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = D.45 TOTAL AREA(ACRES) = 5.70 12.64 13.01 5.10 3.14 Tc(MIN,) 2.373 = .8819 1D.08 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) D.94 13.11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = D.62 HALFSTREET FLOOD WIDTH(FEET) = 13.46 FLOW VELOCITY(FEET/SEC.) = 5.09 DEPTH'VELOCITY(FT'FT/SEC.) 3.17 LONGEST FLOWPATH FROM NODE 4D3,00 TO NODE 412.00 = 1238.DD FEET. **************************************************************************** FLOW PROCESS FROM NODE 412.0D TO NODE 412.00 IS CODE = ----------------.----------------.------------------------------------------ tttttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = lD.08 RAINFALL INTENSITY(INCH/HR) = 2.37 TOTAL STREAM AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.11 **************************************************************************** FLOW PROCESS FROM NODE 413,00 TO NODE 414.DD IS CODE = 21 ---------------------------------------------------------------------------- .....RATIONAL METHOD INITIAL SU8AREA ANALYSIS====: ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K'[(LENGTH"3)/(ELEVATION CHANGE)]".2 INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 1295.0D DOWNSTREAM ELEVATION = 1292.40 ELEVATION DIFFERENCE = 2.60 TC = D,393'[( 140.0D"3)/( 2.60)]".2 = 6.290 , 1D YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.077 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8267 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 0.64 TOTAL AREA(ACRES) = D.25 TOTAL RUNOFF(CFS) = 0.64 **************************************************************************** FLOW PROCESS FROM NODE 414.0D TO NOOE 412.00 IS CODE = 61 ---------------------------------------------------------------------------- tttttCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USED) ============================================================================ UPSTREAM ELEVATION(FEET) = 1291.90 DOWNSTREAM ELEVATION(FEET) = 1286.44 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 6.0 1/\'b STREET HALFWIDTH(FEET) = 30.0D DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAK(FEET) = 18.00 .INSIOE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCOECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCOEClMAL) = 0,020 Manning's FRICTION FACTOR for Streetflow SectionCcurb-to-curb) 0.0150 Manning's FRICTION FACTOR tor Back-ot-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.33 HALFSTREET FLOOD WIOTH(FEET) = 3.62 AVERAGE FLOW VElOCITYCFEET/SEC.) 3.16 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = I.D3 STREET FLOW TRAVEL TIMECMIN.) = 2.11 TcCMIN.) 1D YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.624 SINGlE'FAMILYCl/4 ACRE LOT) RUNOFF COEFFICIENT = .8164 SOIL CLASSIFICATION IS "e" SUBAREA AREACACRES) = 1.10 TOTAL AREA(ACRES) = 1.35 1.82 8.40 SUBAREA RUNOFF(CFS) PEAK FLOW RATECCFS) = 2,36 2.99 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.39 HALFSTREET FLOOD WIDTHCFEET) = 4.44 FLOW VElOCITYCFEET/SEC.) = 3.56 DEPTH*VELOCITY(FT*FT/SEC.) 1.39 LONGEST FLOWPATH FROM NODE 413.00 TO NODE 412.00 = 540.00 FEET. .*************************************************************************** FLOW PROCESS FROM NODE 412.00 TO NODE 412.00 IS CODE = 1 ---------------------------------------------------------------------------- ttt((OESIGNATE INDEPENDENT STREAM FOR CONFlUENCE~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 8.40 RAINFALL INTENSITYCINCH/HR) = 2,62 TOTAL STREAM AREACACRES) = 1.35 PEAK FLOW RATECCFS) AT CONFLUENCE = 2.99 **************************************************************************** FLOW PROCESS FROM NODE 415,00 TO NODE 416.00 IS CODE = 21 -------------~------------_._._----------_.._-----_.--.--------------....--- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[ClENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FlOW'lENGTH = 140.00 UPSTREAM ELEVATION = 1295.00 DOWNSTREAM ELEVATION = 1293.33 ELEVATION DIFFERENCE = 1.67 TC = 0.393*[C 140.00**3)/C '.67)]**,2 6,872 10 YEAR RAINFAll INTENSITY(INCH/HOURl = 2.930 SINGLE'FAMILY(1/4 ACRE lOT) RUNOFF COEFFICIENT = .8236 SOIL CLASSIFICATION "IS "e" SUBAREA RUNOFFCCFS) 0.60 TOTAL AREACACRES) = 0.25 TOTAL RUNOFFCCFS) = 0.60 ~ **************************************************************************** FLOW PROCESS FROM NODE 416.00 TO NODE 412.00 IS CODE: 61 -----.---------------------------------------------------------------------- ~ .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ~ ttttt(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1292.83 DOWNSTREAM ELEVATION(FEET) = 1286.45 STREET LENGTH(FEET): 400.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) : 33.00 DISTANCE FROM CROWN TO CROSSFALL GRADE8REAK(FEET)': 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow SectionCcurb-ta-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 . **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET fLOW DEPTHCfEET) = 0.30 HALFSTREET FLOOD WIDTHCFEET): 3.26 AVERAGE FLOW VELOCITY(fEET/SEC.) = 3.27 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) 0.97 STREET FLOW TRAVEL TIME(MIN.) = 2.04 Tc(MIN.) 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.539 SINGLE'FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT: .8330 SOIL CLASSIFICATION IS dOH SUBAREA AREA(ACRES) = 0.90 TOTAL AREA(ACRES) = 1.15 1.56 8.91 SUBAREA RUNOff(CfS) = PEAK FLOW RATE(CFS) 1.90 2.51 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 4.00 fLOW VELOCITYCFEET/SEC.) =. 3.62 DEPTH*VELOCITYCFT*FT/SEC.) LONGEST FLOWPATH FROM NODE 415.00 TO NODE 412.00 = 540.00 1.29. FEET. **************************************************************************** FLOW PROCESS FROM NODE 412.00 TO NODE 412.00 IS CODE: --------------------------------------------------------------.-----.------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ~~~t~ANO COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.91 RAINFALL INTENSITY(INCH/HR) = 2.54 TOTAL STREAM AREACACRES) = '.15 PEAK FLOW RATE(CFS) AT CONFLUENCE 2.51 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 13.11 2 2.99 3 2.51 Tc CMIN. ) 10.08 8,40 8.91 I NTENSI TY (I NCH/HOUR) 2,373 2.624 2.539 AREA (ACRE) 5.70 1.35 1.15 *********************************WARNING**********************************. IN THlS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0.1 AS DEFAULT VALUE. THIS FORMULA 1/'IfJ YILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOY. ************************************************************************** .RAINFALl INTENSITY AND TIME OF CONCENTRATION CONFLUENCE FORMULA USED FOR 3 STREAMS. RATIO ** PEAK STREAM NUMBER 1 2 3 FLOY RATE RUNOFF (CFSl 16.27 16.99 18.16 TABLE ** Tc (MIN.) 8.40 8.91 10.08 INTENSITY (INCH/HOURl 2.624 2.539 2.373 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLlOYS: PEAK FLOY RATE(CFSl = 18.16 Tc(MIN.) = 10.08 TOTAL AREA(ACRES) = 8.20 LONGEST FlOYPATH FROM NODE 403.00 TO NODE 412.00 = 1238.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 412,00 TO NODE 417.00 IS CODE = 61 ---------------------------------------------------------------------------- .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA====o .....(STANOARD CURB SECTION USEOl====o ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1286.45 DOYNSTREAM ELEVATION(FEETl = 1285,39 STREET LENGTH(FEET) = 115.00 CURB HEIGHT(INCHES) = 6,0 STREET HALFYIOTH(FEET) = 33,00 . DISTANCE FROM CROYN TO CROSS FALL GRADEBREAK(FEETl INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFAlL(DECIMAL) = 0.080 = 20.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKYAY 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) = STREETFLOY MODEL RESULTS USING ESTIMATED FLOY: STREET FLOW DEPTH(FEET) = 0.76 HALFSTREET FLOOO YIDTH(FEET) = 21.99 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.72 PRODUCT OF OEPTH&VElOCITY(FT*FT/SEC.) = 2.82 STREET FLOY TRAVEL TIME(MIN.) = 0.52 Tc(MIN.l = 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.308 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8855 SOIL CLASSIFICATION IS HO" SUBAREA AREA(ACRESl = 0,40 TOTAL AREA(ACRESl = 8.60 18.56 10.60 SUBAREA RUNOFF(CFS) PEAK FlOY RATE(CFS) = 0.82 18.97 END OF SUBAREA STREET FLOY HYDRAULICS: DEPTH(FEETl = 0,76 HALF STREET FLOOD YIDTH(FEET) = 22.22 FlOY VELOCITY(FEET/SEC.l = 3.74 DEPTH*VELOCITY(FT*FT/SEC.l 2.85 LONGEST FLOYPATH FROM NODE 403.00 TO NODE 417.00 = 1353.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 418,00 TO NODE 419.00 IS CODE = 21 ---~~~-------~-----------~~-~-~~--------------~~----------------~~~--------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)f(ELEVATION CHANGE)]**.2 . INITIAL SUBAREA FLOW' LENGTH = 725.00 UPSTREAM ELEVATION = 1319.37 DOWNSTREAM ELEVATION = 1296.14 ELEVATION DIFFERENCE = 23.23 TC = 0.303"[( 725.00""3)/( 23.23)J"".2 8.406 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.623 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8870 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) 2.09 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 2.09 **************************************************************************** FLOW PROCESS FROM NODE 419.00 TO NODE 420.00 IS CODE = 61 ------------~------------------------------------~--------------~-----_.---- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== ~~~~~(STANOARO CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1296.14 OOWNSTREAM ELEVATIONCFEET) = 1286.45 STREET LENGTH(FEET) = 550.00 CUR8 HEIGHTCINCHES) = 6.0 STREET HALFWIOTHCFEET) = 33.00 DISTANCE FROM CROWN TO CROSSFALL GRADE8REAK(FEET) INSIDE STREET CROSSFALL(OECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 20.00 . 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 FLOWCCFS) = STREETFLOW MODEL RESULTS USING ESTIMATEO FLOW: STREET FLOW DEPTH(FEET) = 0,37 HALFSTREET FLOOD WIDTHCFEET) = 4.21 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.96 PRODUCT OF DEPTH&VELOCITYCFT"FT/SEC.) 1.48 STREET FLOW TRAVEL TIMECMIN.) = 2.31 TeCM!N.) = 10.72 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2,294 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8814 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) 0.90 TOTAL AREACACRES) = 1.80 3.00 SUBAREA RUNOFF(CFS) = PEAK FLOW RATECCFS) = 1.82 3.91 END OF SU8AREA STREET FLOW HYORAULICS: DEPTH(FEET) = 0.41 HALF STREET FLOOD WIDTH(FEET) = 4.70 FLOW VELOCITYCFEET/SEC.) = 4.19 DEPTH"VELOCITYCFT"FT/SEC.) 1.73 LONGEST FLOWPATH FROM NODE 418.00 TO NODE 420.00 = 1275.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 420.00 TO NODE 421,00 IS CODE = 61 ----------~--------------------------~---------~---------------------------- fffffCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===:; fffff(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1286.45 DOWNSTREAM ELEVATION(FEET) = 1285,39 STREET LENGTHeFEET) = 115.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 33.00 ~ ~ DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20,00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 . OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow SectionCcurb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk FLow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIOTH(FEET) = 5.53 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.38 PROOUCT OF OEPTH&VELOCITY(FT'FT/SEC.) = 1.62 STREET FLOW TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 10 YEAR'RAINFALL INTENSITY(INCH/HOUR) 2.230 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8850 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 0.40 TOTAL AREA(ACRES) = 2.20 4.31 11.29 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 0.79 4.70 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) 5.73 FLOW VELOCITY(FEET/SEC.) = 3.44 DEPTH'VELOCITY(FT'FT/SEC.) = 1.70 LONGEST FLOWPATH FROM NODE 418.00 TO NODE 421.00 = 1390.00 FEET. ============================================================================ ENO OF STUDY SUMMARY: ~ TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) 2.20 TC(MIN,) = 4JD 11.29 ============================================================================ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS f,~ 'V **************************************************************************** . HYDRAULIC ELEMENTS . I PROGRAM PACKAGE (C) Copyright 1982.2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License IO 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 -.---.------------..---..-------.----------.------------.-----------.--.---- TIME/DATE OF STUDY: 13:07 05/30/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NODE 417 * 10-YEAR * * * * ************************************************************************** **************************************************************************** ....FLOW8Y CATCH 8ASIN 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) = 17.34 GUTTER FLOWDEPTH(FEET) = 0.56 BASIN LOCAL OEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 28.00 ....CALCULATED 8ASIN WIDTH FOR TOTAL INTERCEPTION = 31.8 ....CALCULATED ESTIMATED INTERCEPTION(CFS) = 16.4 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- y---=- ;B. 1,c-ts -I.(.,/('t:;,:: /7, 3'i-C/j 1JA **************************************************************************** . HYDRAULIC ELEMENTS' I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License 10 1264 AnaLysis prepared by: RBF & Associates 14725 Alton Parkway Irvine. CA 92618 ----------------------------------------------------------------.----------- TIME/DATE Of STUDY: 13:04 05/30/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- *************~************ DESCRIPTION OF STUDY ************************** * NODE 417 " " " " " ************************************************************************** **************************************************************************** ....STREETfLOW MOOEL INPUT INfORMATION==== ------------------.--------------------------------------------------------- . CONSTANT STREET GRAOECfEET/fEET) = 0.009200 CONSTANT STREET fLOWCCfS) = 18,97 AVERAGE STREET fLOW fRICTION fACTORCMANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 22.00 OISTANCE fROM CROWN TO CROSS fALL GRAOE8REAKCfEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAl) = 0.020000 OUTSIOE STREET CROSSfALLCOECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHTCfEET) = 0,50 CONSTANT SYMMETRICAL GUTTER'WIOTH(fEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(fEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER'HIKECfEET) = 0.12500 fLOW ASSUMEO TO fILL STREET ON ONE SIDE, AND THEN SPLITS """STREET fLOW SPLITS OVER STREET-CROWN""" fULL OEPTH(fEET) = 0.56 fLOOD WIDTHCfEET) 22.00 fULL HALf.STREET fLOWCCfS) 17.34 fULL HALf.STREET VELOCITY(fEET/SEC.) 3.48 SPLIT DEPTHCfEET) = 0.28 SPLIT fLOOD WIDTH(fEET) = 7.94 SPLIT fLOWCCfS) = 1.63 SPLIT VELOCITYCfEET/SEC.) = 2.10 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET fLOW MODEL RESULTS: -----------------------------------------------------------------.---------- NOTE: STREET fLOW EXCEEDS TOP Of CURB. THE FOllOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE fLOW OCCURS OUTSIDE Of THE STREET CHANNEL. THAT IS, ALL fLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = 0.56 HALf STREET fLOOD WIOTHCfEET) = 22.00 AVERAGE fLOW VELOCITYCfEET/SEC.) = 3.48 PROOUCT Of DEPTH&VELOCITY = 1.93 v~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- "lIII!I" '" w '" '" - ; '" '" ., .U1 m ~ o:l r.o..... '" _ 0 C5 G , . f~ ? Z" "C d g ~. Tn [{\ m if\ '^ .j: ~ 0. - .(""" -I O-!-\l.. I, II Ii C> 0 0 _ -Z1L.. ~ icL ,.-l",-ir-- _,D~DB 'J cl tl II c ;;; "'3 l) . .::r. p VJ C- +-+ ('> (j\ rr:'l to.) .J- --l- J <.i' , ;;;;, ~ .'" '" ~ "'"-" " nIP I' ..Q.-~-B- ""'" "C'\ " Q.. (;" , -r,* ..L ~" . ~. ~i ----- '" ~ ~. '" ~. DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLO~'LENGTH = 325.00 , UPSTREAM ELEVATION = 1319.38 , . DO~NSTREAM ELEVATION = 1307.44 ; ELEVATION DIFFERENCE = 11.94 , TC = 0.303*[( 325,00**3)/( 11.94)]**.2 = 5.934 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.636 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = ,8834 SOIL CLASSIFICATION IS Hen SUBAREA RUNOFF(CFS) = 1.31 TOTAL AREA(ACRES) = 0.32 TOTAL RUNOFF(CFS) = 1,31 **************************************************************************** FLO~ PROCESS FROM NODE 402.00 TO NODE 402.00 IS CDOE = <<<<<DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUM8ER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) 5.93 RAINFALL INTENSITY(INCH/HR) = 4.64 TOTAL STREAM AREA(ACRES) = 0.32 PEAK FLO~ RATE(CFS) AT CONFLUENCE = 1.31 **************************************************************************** FLO~ PROCESS FROM NODE 403.00 TO NODE 404.00 IS CODE = 21 tttttRATIONAl METHOD INITIAL SUBAREA ANALYSIS===== .=========:;;:::~=:::;:::=;::::::=:::;~::==================================== DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLO~-LENGTH = 128.00 UPSTREAM ELEVATION = 1315.60 OO~NSTREAM ELEVATION = 1313.53 ELEVATION OIFFERENCE = 2.07 TC = 0,393*[( 128.00**3)/( 2.07)]**.2 6.239 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.510 SINGLE'FAMILYC1/4 ACRE LOT) RUNOFF COEFFICtENT = .8152 SOIL CLASSIFICATION IS HBR SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 1.03 0.28 TOTAL RUNOFF(CFS) = 1.03 **************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 402.00 IS CODE = 61 <<<<<COMPUTE STREET FLO~ TRAVEL TIME THRU SUBAREA===== <<<<<CSTANDARO CURB SECTION USEO)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1313.03 OO~NSTREAM ELEVATIONCFEET) = 1307.44 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALF~IDTH(FEET) = 30.00 . DISTANCE FROM CRO~N TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(OECIMAL) = 0_020 OUTSIDE STREET CROSSFALLCOECIMAL) = 0.080 18.00 SPECIFIED NUM8ER OF HALFSTREETS CARRYING RUNOFF = STREET PARK~AY CROSSFALL(OECIMAL) = 0.020 -z,-z.1 **************************************************************************** . RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM 8ASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2000 License ID 1264 AnaLysis prepared by: ReF & Associates 14725 ALton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** * Basin 400 * 100~year , , , , ************************************************************************** FILE NAME: 1DOl400.DAT TIME/DATE OF STUDY: 11:4405/30/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: . USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAl) TO USE FOR FRICTION SLOPE 0.95 10'YEAR STORM 10-MINUTE INTENSITY(INCH/HDUR) = 2.360 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 1DO'YEAR STORM 10'MINUTE INTENSITY(INCH/HOUR) = 3.480 100'YEAR STORM 6D-MINUTE INTENSITY(INCH/HOURl = 1.300 SLOPE OF 10'YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF 100'YEAR INTENSITY.DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 "HOUR INTENSITY(INCH/HOUR) = 1.300 SLOPE OF INTENSITY DURATION CURVE = 0.5496 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES 'USER.DEFINED STREET.SECTIONS FOR COUPLED PIPEFLOW AND STREET FLOW MODEL' HALF. CROWN TO STREET-CRDSSFALL: CUR8 GUTTER'GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR (FT) (FT) SlOE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) NO. --------- ----------------- --------- ----------------- ------ GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. ReLative FLow-Depth = 0.00 FEET as (Maximum Allowable Street FLow Depth) - (Top-af-Curb) 2. (Depth)*(VeLocity) Constraint = 0.0 (FT*FT/S) 'SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* .**************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS ASSUMED tNITIAL SUBAREA UNIFORM ~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ManningIs FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 ManningIs FRICTION FACTOR for Back-of-YaLk Flow Section = 0.0200 . **TRAVEL TIME COMPUTED USING ESTIMATED FLOY(CFS) STREET FLOW MOOEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOO WIDTH(FEET) = 4.03 AVERAGE FLOW VELOCITY(FEET/SEC,) = 3.96 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC,) 1.42 STREET FLOW TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 7.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4,075 SINGLE'FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8558 SOIL CLASSIFICATION IS Ho" SUBAREA AREA(ACRES) 1.00 TOTAL AREA(ACRES) = 1.28 2,77 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 3.49 4.52 END OF SU8AREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) 4.91 FLOW VELOCITY(FEET/SEC.) = 4.44 DEPTH*VELOCITY(FT*FT/SEC.) 1,91 LONGEST FLOWPATH FROM NODE 403.00 TO NODE 402.00 = 428.00 FEET, **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 402,00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 7.50 RAINFALL INTENSITY(INCH/HR) = 4.08 TOTAL STREAM AREA(ACRES) = 1.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.52 **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 406.00 IS CODE = 21 ~~~~(RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW, LENGTH = 120.00 UPSTREAM ELEVATION = 1315.60 DOWNSTREAM ELEVATION = 1313.65 ELEVATION DIFFERENCE = 1.95 TC = 0.393*[( 120.00**3)/( 1.95)]**.2 = 6.074 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.577 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8602 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) = 0.79 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) 0.79 **************************************************************************** FLOW PROCESS FROM NODE 406.00 TO NODE 402,00 IS CODE = 61 .....--................-.---------..-..............----.-.......----.-....... ;~t~~COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== ~~~~~(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1313.15 DOWNSTREAM ELEVATION(FEET) = 1307.44 STREET LENGTH(FEET) = 230.00 CUR8 HEIGHT(INCHES) = 6.0 ~ STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 . OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb.to.curb) ~ 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section; 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 3.60 AVERAGE FLOW VELOCITY(FEET/SEC.) 4.26 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) 1.38 STREET FLOW TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4,242 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8573 SOIL CLASSIFICATION IS "0" SU8AREA AREA(ACRES) = 0.90 TOTAL AREA(ACRES) = 1.10 2.43 6.97 SU8AREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 3.27 4.06 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 4.44 FLOW VELOCITY(FEET/SEC.) = 4.83 DEPTH'VELOCITY(FT'FT/SEC.) = 1.89 LONGEST FLOWPATH FROM NODE 405.00 TO NODE 402.00 = 350_00 FEET. .*************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 402.00 IS CODE = 1 ;ee;eDES!GNATE INDEPENDENT STREAM fOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) 6.97 RAINFALL INTENSITY(INCH/HR) = 4.24 TOTAL STREAM AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.06 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.31 5.93 4.636 0.32 2 4.52 7.50 4.075 1.28 3 4.06 6.97 4.242 1,10 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0.1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** . RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USEO FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY ~ NUMBER (CFS) (MIN.) (INCH/HOUR) 1 8.34 5.93 4.636 2 9.46 6.97 4.242 3 9.57 7.50 4.075 . COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLO~S: PEAK FLO~ RATE(CFS) = 9.57 Tc(MIN.) = TOTAL AREACACRES) = 2.70 LONGEST FLO~PATH FROM NODE 403.00 TO NOOE 7.50 402.00 = 428,00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 407.00 IS CODE = 61 .....COMPUTE STREET FLO~ TRAVEL TIME THRU SUBAREA===== .....(STANOARO CUR8 SECTION USEO)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1307.14 OO~NSTREAM ELEVATION(FEET) = 1296.14 STREET LENGTH(FEET) = 280.00 CURB HEIGHT(INCHES) = 6.0 STREET HALF~IDTHCFEET) = 33.00 OISTANCE FROM CRO~N TO CROSSFALL GRAOE8REAKCFEET) = 20.00 INSIDE STREET CROSSFALLCOECIMAL) = 0.020 OUTSIOE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARK~AY CROSSFALLCOECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow SectionCcurb-to-curb) = Manning's FRICTION fACTOR for Back-af-WaLk Flow Section = 0.0200 0,0150 . **TRAVEL TIME COM PUT EO USING ESTIMATEO FLO~CCFS) = 9.92 STREETFLO~ MOOEL RESULTS USING ESTIMATEO FLO~: STREET FLO~ OEPTH(FEET) = 0,50 HALFSTREET FLOOO ~IDTHCFEET) = 5.78 AVERAGE FLO~ VELOCITYCFEET/SEC.) = 7.15 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.~ STREET FLO~ TRAVEL TIMECMIN.) = 0.65 Tc(MIN,) = 8,15 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.893 COMMERCIAL OEVELDPMENT RUNDFF COEFFICIENT = .8908 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) 0.69 TOTAL AREA(ACRES) = 2,90 PEAK FLO~ RATECCFS) = 10,26 ENO OF SUBAREA STREET FLO~ HYDRAULICS: OEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 6.16 FLO~ VELOCITY(FEET/SEC.) = 7.18 DEPTH*VELOCITY(FT*FT/SEC,) LONGEST FLD~PATH FROM NOOE 403.00 TO NODE 407.00 = 708.00 3.63 FEET. **************************************************************************** FLO~ PROCESS FROM NDOE 407.00 TO NOOE 407.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 8_15 RAINFALL INTENSITYCINCH/HR) = 3.89 TOTAL STREAM AREA(ACRES) = 2.90 PEAK FLO~ RATE(CFS) AT CONFLUENCE = 10.26 **************************************************************************** # FLOY PROCESS FROM NODE 408.00 TO NODE 409.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SU8AREA ANALYSIS===== ~========:;;~::~=;:;;;:~=;~:::::=~:;;~::==================================== DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K'[(LENGTH"3)/(ELEVATION CHANGEl]".2 INITIAL SUBAREA FLOW, LENGTH = 120.00 UPSTREAM ELEVATION = 1302,00 DOWNSTREAM ELEVATION = 1299.95 ELEVATtON DIFFERENCE = 2.05 TC = 0.393'[( 120.00"3)/( 2.05)J".2 = 6.013 100 YEAR RAINFALL INTENSITY(INCH/HOURl = 4.602 SINGLE'FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8604 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRESl = 0.99 0.25 TOTAL RUNOFF(CFS) 0.99 **************************************************************************** FLOW PROCESS FROM NODE 409.00 TO NODE 407.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARO CURB SECTION USEDl===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1299.45 DOWNSTREAM ELEVATION(FEET) = 1296.14 STREET LENGTH(FEETl = 280.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEETl = 30.00 . DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMALl = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 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-Yalk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0:39 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.75 4.40 3.33 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.29 STREET FLOW TRAVEL TIME(MIN.) = 1.40 Tc(MIN.) = 7.42 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.102 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = _8560 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) 1.00 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 1.25 PEAK FLOW RATE(CFS) 3.51 4.50 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEETl = 0.47 HALFSTREET FLOOD WIDTH(FEETl = 5.37 FLOW VELOCITY(FEET/SEC.l = 3.74 DEPTH'VELOCITY(FT'FT/SEC.) 1.74 LONGEST FLOWPATH FROM HODE 408.00 TO NODE 407.00 = 400.00 FEET. ~**************************************************************************** FLOW PROCESS FROM NODE 407.00 TO NODE 407.00 IS CODE = 1 --~~----------~-----------------------~~~----------~---------~~-------~~~--- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== 1, ~1r" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.42 RAINFALL INTENSITY(INCH/HR) = 4_10 TOTAL STREAM AREA(ACRES) = '.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.50 **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 411.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SU8AREA FLOW, LENGTH = 120.00 UPSTREAM ELEVATION = 1302.00 DOWNSTREAM ELEVATION = 1299.74 ELEVATION OIFFERENCE = 2.26 TC = 0.393*[( 120.00'*3)/( 2.26)]**.2 5.897 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.652 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT .8608 SOIL CLASSIFICATION IS "D" SU8AREA RUNOFF(CFS) 1.20 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 1.20 **************************************************************************** FLOW PROCESS FROM NODE 411.00 TO NODE 407.00 IS CODE = 61 . ~ttttCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== ttttt(STANDARD CURB SECTION USED) ============================================================================ UPSTREAM ELEVATION(FEET) = 1299.24 DOWNSTREAM ELEVATION(FEET) = 1296.14 STREET LENGTH(FEET) = 180.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30,00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) tNSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIOE STREET CROSSFALL(DECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(OECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb~to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Yalk Flow Section 0.0200 . **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 4.05 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.80 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.37 STREET FLOW TRAVEL TIME(MIN.) = 0.79 Tc(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.342 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8582 SOil CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 0.80 TOTAL AREA(ACRES) = 1.10 2.69 6.69 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 2.98 4.18 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WtDTH(FEET) 4.83 ~~ FLOW VELOCITY(FEET/SEC.) = 4.25 DEPTH'VELOCITY(FT'FT/SEC.) = 1.80 LONGEST FlOWPATH FROM NODE 410.00 TO NODE 407.00 = 300.00 FEET. I , I ~*************************************************************************** i ~.~:~~.~~~=~~~.~~~~.~~~~....~~~:~~_~~_~~~~__._~~~:~~.~~.=~~~.~_..~...._..... .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 6,69 RAINFALL INTENSITY(INCH/HR) = 4.34 TOTAL STREAM AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) AT CONFLUENCE 4.18 ** CONFLUENCE DATA " STREAM RUNOFF Te INTENSITY AREA NUM8ER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 10.26 8.15 3.893 2,90 2 4.50 7.42 4.102 1.25 3 4.18 6.69 4.342 1.10 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCO FORMULA OF PLATE D.l AS DEFAULT VALUE. THIS fORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** . RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE " STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN.) (I NCH/HOUR) 1 16,65 6.69 4.342 2 17.78 7.42 4.102 3 18,28 8.15 3.893 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 18.28 Te(MIN.) = 8.15 TOTAL AREA(ACRES) = 5.25 LONGEST FLOWPATH FROM NODE 403.00 TO NODE 407.00 = 708.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 407,00 TO NOOE 412.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== ((44((STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1296.14 OOWNSTREAM ELEVATION(FEET) = 1286.45 STREET LENGTH(FEET) = 530.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 33.00 . DISTANCE FROM CROUN TO CROSSFALl INSIDE STREET CROSSFALL(DECIMAL) OUTSIDE STREET CROSSFALL(DECIMAL) GRADEBREAK( FEET) 0.020 = 0.080 20.00 SPECIFIED NUM8ER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(OECIMAL) = 0.020 -z.,r>Jt.. Manning's FRICTION FACTOR for Streetflow Sectlon(curb-to-curb} = 0.0150 Manning's FRICTION FACTOR for Back-of-Yalk Flow Section = 0.0200 . **TRAVEL TIME COMPUTED USING ESTIMATED FLOY(CFS} STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.69 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) STREET FLOW TRAVEL TIME(MIN.) = 1.71 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS HCH SUBAREA AREA(ACRES) = 0.45 TOTAL AREA(ACRES) = 5.70 18.98 17.84 5.17 3.58 Tc(MIN.) = 3.5D7 = .8869 9.86 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 1.40 19.68 END OF SU8AREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.7D HALFSTREET FLOOD WIDTH(FEET) = 18.40 FLOW VELOCITY(FEET/SEC.) = 5.13 DEPTH*VELOCITY(FT*FT/SEC.) = 3.60 LONGEST FLOWPATH FROM NODE 403.00 TO NODE 412.00 = 1238.00 FEET, **************************************************************************** FLOW PROCESS FROM NODE 412.00 TO NODE 412.00 IS CODE = .....DESIGNATE INOEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 9.86 RAINFALL INTENSITY(INCH/HR) = 3.51 TOTAL STREAM AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.68 1 ARE: **************************************************************************** FLOW PROCESS FROM NODE 413.00 TO NODE 414.00 IS CDDE = 21 tttttRATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SU8AREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)l**,2 , INITIAL SUBAREA FLOW, LENGTH = 140.00 UPSTREAM ELEVATION = 1295,00 DOWNSTREAM ELEVATION = 1292,40 ELEVATION DIFFERENCE = 2.60 TC = 0.393*[( 140.00**3)/( 2,60)1**.2 6.290 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4,490 SINGLE'FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8470 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) 0.95 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.95 **************************************************************************** FLOW PROCESS FROM NODE 414.00 TO NODE 412.00 IS CODE = 61 .............---------........-......-.............----............--........ .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURBSECTIDN USED)===== UPSTREAM ELEVATION(FEET) = 1291.90 DOWNSTREAM ELEVATIDN(FEET) = 1286.44 STREET LENGTH(FEET) = 400.00 CUR8 HEIGHT(INCHES) = 6.0 ~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- SIREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFAll GRADEBREAK(FEET) : .INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0,080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 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) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOO WIDTH(FEET) = 4,28 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.51 PROOUCT OF OEPTH&VELOCITY(FT*FT/SEC.) 1.33 STREET FLOW TRAVEL TIME(MIN.) = 1.90 Tc(MIN.) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.884 SINGLE'FAMILY(1/4 ACRE lOT) RUNOFF COEFFICIENT = .8399 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = '.10 TOTAL AREA(ACRES) = 1.35 2.75 8.19 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 3.59 4.54 END OF SUBAREA STREET FLOW HYORAULICS: DEPTH(FEET) = 0.46 HAlFSTREET FLOOD WIDTH(FEET) = 5_24 FLOW VELOCITY(FEET/SEC.) = 3.95 DEPTH*VELOCITY(FT*FT/SEC.) 1.80 LONGEST FLOWPATH FROM NOOE 413.00 TO NODE 412.00 = 540.00 FEET. .*************************************************************************** FLOW PROCESS FROM NODE 412.00 TO NODE 412.00 IS CODE = 1 .....OESIGNATE INOEPENOENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 8.19 RAINFALL INTENSITY(INCH/HR) = 3.88 TOTAL STREAM AREA(ACRES) = 1.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4,54 **************************************************************************** FLOW PROCESS FROM NODE 415.00 TO NODE 416.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SU8AREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**,2 INITIAL SUBAREA FLOW, LENGTH = 140.00 UPSTREAM ELEVATION = 1295,00 DOWNSTREAM ELEVATION = 1293.33 ELEVATION OIFFERENCE = 1.67 TC = 0.393*[( 140.00**3)/( 1.67)J**.2 6.872 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.277 SINGlE'FAMILYC1/4 ACRE lOT) RUNOFF COEFFICIENT = .8447 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFFCCFS) = TOTAL AREACACRES) = 0.90 0.25 TOTAL RUNOFF(CFS) = 0.90 ~ **************************************************************************** FLOW PROCESS FROM NODE 416.00 TO NODE 412,00 IS CODE = 61 . tttttCOMPUTE STREET FLO~ TRAVEL TIME THRU SUBAREA===== .....ISTANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1292.83 DOWNSTREAM ELEVATIONlFEET) = 1286.45 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADE8REAKlFEET) INSIDE STREET CROSSFALLlDECIMAL) = 0,020 OUTSIDE STREET CROSSFALLlDECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow SectionCcurb-to-curb); 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHlFEET) = 0.35 HALFSTREET FLOOD WIDTHlFEET) = 3.89 AVERAGE FLOW VELOCITYlFEET/SEC.) = 3.57 PRODUCT OF DEPTH&VELOCITYlFT"FT/SEC.) = 1,24 STREET FLOW TRAVEL TIMElMIN.) = 1,86 TClMIN.) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.748 SINGLE'FAMILYI1/4 ACRE LOT) RUNOFF COEFFICIENT = .8523 SOIL CLASSIFICATION IS "0" SUBAREA AREAlACRES) = 0.90 TOTAL AREA(ACRES); 1.15 2.34 8.74 . SUBAREA RUNOFF(CFS) = PEAK FLOY RATE(CFS) 2,88 3.78 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HAlFSTREET FLOOD WIDTHlFEET) = 4.71 FLOW VElOCITY(FEET/SEC.) = 4.03 DEPTH"VElOCITY(FT"FT/SEC.) = 1.66 LONGEST FlOWPATH FROM NODE 415.00 TO NODE 412.00 = 540.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 412.00 TO NODE 412.00 IS CODE = (ttt(OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCEO STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATIONlMIN.) = 8.74 RAINFALL INTENSITYlINCH/HR) = 3.75 TOTAL STREAM AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) AT CONFLUENCE 3.78 "" CONFLUENCE DATA "" STREAM RUNOFF Te INTENSITY AREA NUM8ER lCFS) lMIN.) lINCH/HOUR) (ACRE) 1 19.68 9.86 3.507 5.70 . 2 4.54 8.19 3.884 1.35 3 3.78 8.74 3_748 1.15 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0.1 AS DEFAULT VALUE. THIS FORMULA ~ WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** .- RAINFALL INTENSITY AND TIME OF CONCENTRATION CONFLUENCE FORMULA USED FOR 3 STREAMS. RATIO ** PEAK STREAM NUMBER 1 2 3 FLOW RATE RUNOFF CCFS) 24.42 25.60 27.32 TABLE ** Tc CMIN.) 8.19 8.74 9.86 INTENSITY CINCH/HOUR) 3.884 3.748 3.507 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 27.32 TcCMIN.) = 9,86 TOTAL AREACACRES) = 8,20 LONGEST FLOWPATH FROM NODE 403,00 TO NODE 412,00 = 1238.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 412.00 TO NODE 417.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SU8AREA===== .....CSTANDARD CUR8 SECTION USEO)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1286.45 DOWNSTREAM ELEVATIONCFEET) = 1285_39 STREET LENGTHCFEET) = 115,00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 33.00 . DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAKCFEET) INSIDE STREET CROSSFALLCDECIMAL) = 0,020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 20.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow SectionCcurb-to-curb) = 0.0150 Manning'S FRICTION FACTOR for Back~of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.85 HALFSTREET FLOOD WIDTH(FEET) = 27.61 AVERAGE FLOU VELOCITYCFEET/SEC.) = 3.87 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 3.28 STREET FLOU TRAVEL TIMECMIN.) = 0.50 TcCMIN.) = 100 YEAR RAINFALL INTENSITYCINCH/HOUR) 3.413 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8896 SOIL CLASSIFICATION IS "0" SU8AREA AREACACRES) 0.40 TOTAL AREACACRES) = 8.60 27.92 10.36 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) 1.21 28.53 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.85 HALFSTREET FLOOD WIDTHCFEET) = 27.94 FLOW VELOCITYCFEET/SEC.) = 3.87 DEPTH*VELOCITYCFT*FT/SEC.) = 3.31 LONGEST FLOWPATH FROM NODE 403.00 TO NODE 417,00 = 1353.00 FEET. ~*************************************************************************** FLOU PROCESS FROM NODE 418.00 TO NODE 419.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ~ ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(lENGTH**3)/(ElEVATION CHANGE)]**.2 eINITIAL SUBAREA FLOW' lENGTH = 725.00 UPSTREAM ELEVATION = 1319.37 DOWNSTREAM ELEVATION = 1296.14 ELEVATION DIFFERENCE = 23.23 TC = 0.303*[( 725.00**3)/( 23.23)]**.2 = 8.406 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.828 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8906 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) 3,07 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) 3.07 **************************************************************************** FLOW PROCESS FROM NOOE 419.00 TO NODE 420,00 IS CODE = 61 (~tttCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANOARO CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(fEET) = 1296.14 DOWNSTREAM ELEVATION(FEET) = 1286.45 STREET lENGTH(fEET) = 550.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(fEET) = 33.00 .OISTANCE fROM CROWN TO CROSSfALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSfALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSfALL(DECIMAL) = 0,080 .. SPECIfIED NUMBER Of HALf STREETS CARRYING RUNOff = 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 ESTIMATEO fLOW(CfS) = 4.42 STREET FLOW MODEL RESULTS USING ESTIMATEO fLOW: STREET flOW DEPTH(FEET) = 0.43 HALf STREET fLOOD WIDTH(fEET) = 4.93 AVERAGE FLOW VELOCITY(FEET/SEC.) 4_33 PRODUCT Of DEPTH&VElOCITY(fT*fT/SEC.) = 1.86 STREET fLOW TRAVEL TIME(MIN.) = 2.12 Tc(MIN.) 10.52 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.384 COMMERCIAL DEVELOPMENT RUNOfF COEFfICIENT = .8865 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = TOTAL AREA(ACRES) = 0,90 1.80 SUBAREA RUNOff(CfS) = PEAK flOW RATE(CFSl = 2,70 5.77 END Of SUBAREA STREET fLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALf STREET FLOOD WIDTH(FEET) 5.46 fLOW VELOCITY(fEET/SEC.) = 4.63 DEPTH*VElOCITY(fT*fT/SEC.) = 2.19 LONGEST fLOWPATH fROM NODE 418.00 TO NODE 420,00 = 1275.00 fEET, **************************************************************************** fLOW PROCESS fROM NODE 420_00 TO NODE 421.00 IS CODE = 61 . ttt44COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA===== ttttt(STANDARD CUR~ SECTION USED)===== ============================================================================ UPSTREAM ELEVATION(fEET) = 1286.45 DOWNSTREAM ELEVATION(fEET) = 1285.39 STREET LENGTH(FEET) = 115.00 CURB HEIGHT(INCHES) = 6.0 STREET HALfWIDTH(FEETl = 33.00 ~ DISTANCE fROM CRO~N TO CROSS fALL GRADEBREAK(fEET) = 20.00 INSIOE STREET CROSSfALL(DECIMALl = 0.020 eOUTSIDE STREET CRDSSfALL(DECIMAL) = 0.080 SPECIfIED NUMBER Of HALf STREETS CARRYING RUNOff = 1 STREET PARKWAY CROSSfALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for StreetfLow SectionCcurb-to.curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED fLO~(CfS) 6.35 STREETfLO~ MODEL RESULTS USING ESTIMATED fLO~: STREET fLOW DEPTH(fEET) = 0.55 HALf STREET fLOOD WIDTH(fEET) = 8.96 AVERAGE fLO~ VELOCITY(fEET/SEC.) 3.59 PRODUCT Of DEPTH&VELOCITY(fT'fT/SEC.) 1.98 STREET fLO~ TRAVEL TIME(MIN.l = 0.53 Tc(MIN,) = 11.06 100 YEAR RAINfALL INTENSITY(INCH/HDUR) = 3,293 COMMERCIAL DEVELOPMENT RUNOff COEffICIENT = .8893 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = TOTAL AREA(ACRES) = 0.40 2.20 SUBAREA RUNOff(CfSl = PEAK fLOW RATE(CfS) 1,17 6.94 END Of SUBAREA STREET fLO~ HYDRAULICS: DEPTH(fEET) = 0.57 HALf STREET fLOOD ~IDTH(fEET) = 9.97 fLO~ VELOCITY(fEET/SEC.) = 3.61 OEPTH'VELOCITY(fT'fT/SEC.) 2.05 LONGEST fLOWPATH fROM NODE 418.00 TO NODE 421.00 = 1390.00 fEET. ============================================================================ END Of STUDY SUMMARY: e TOTAL AREA(ACRES) PEAK fLO~ RATE(CfSl = 2,20 TC(MIN.) = 6.94 1'.06 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END Of RATIONAL METHOD ANALYSIS . ~ **************************************************************************** . HYDRAULIC ELEMENTS . I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Retease Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Atton Parkway Irvine, CA 92618 TIME/DATE OF STUDY: 13:19 05/30/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NODE 417 * 100-YEAR * ************************************************************************** **************************************************************************** ttttSTREETFLOW MODEL INPUT INFORMATION==== . CONSTANT STREET GRADE(FEET/FEET) = 0.009200 CONSTANT STREET FlOW(CFS) = 28.53 AVERAGE STREET FLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF'WIOTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEB~EAK(FEET) 20.00 INTERIOR STREET CROSSFALL(DECIMAl) = 0,020000 OUTSIDE STREET CROSSFALL(DECIMAl) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER'WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER'HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE. AND THEN SPLITS ***STREET FLOW SPLJTS OVER STREET-CROWN*** FULL DEPTH(FEET) 0.56 FLOOD WIDTH(FEET) = 22.00 FULL HALF.STREET FLDW(CFS) = 17.34 FULL HALF-STREET VELOCITY(FEET/SEC.) 3.48 SPLIT DEPTH(FEET) = 0.49 SPLIT FLOOD WIDTH(FEET) SPLIT FLOW(CFS) = 11.19 SPLIT VElOCITY(FEET/SEC.) 18.56 3.12 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: . NOTE: STREET FLO~ EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGllBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS. ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 22.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.48 PRODUCT OF DEPTH&VELOCITY = 1.93 ============================================================================ * * * Q (!l 03 f tf,e Q,..... ;:: Z 8.5'3 e-I ~ - / I. I? ch (w0f/~, - 17.Yft:'--!5 ClfA-fl, /-L -/ "3 "( 0 C ~7 7J'.\ **************************************************************************** . HYDRAULIC ELEMENTS' I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 ReLease Date: 01/01/2000 license 10 1264 AnaLysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 TIME/DATE OF STUDY: 13:20 05/30/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** ************************** DESCRIPTION OF STUDY * NODE 417 * * * * 100-YEAR . ************************************************************************** **************************************************************************** ....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) 17.34 GUTTER FLOWDEPTH(FEET) = 0.56 BASIN LOCAL DEPRESSIDN(FEET) = 0,33 FLDWBY BASIN WIDTH(FEET) = 28,00 ....CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 31.8 ....CALCULATED ESTIMATED INTERCEPTION(CFS) = 16.4 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- Q.: 2. B _? 2> c.+:> - , J II r d'7 (~f~ II 0lJ.-L-L-) . ) 7- 3 ft+{,. --z"AV . DRAINAGE BASIN 500 i. I I . -z,.A.?:> **************************************************************************** . RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2000 License 10 1264 I I Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** * basin 500 * 10-year , , , , ************************************************************************** FILE NAME: 10L500.0AT TIME/DATE OF STUDY: 13:24 05/30/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SI2E(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 0.95 .~ 10-YEAR STORM 10'MINUTE INTENSITY(INCH/HOUR) = 2.360 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 100'YEAR STORM 10'MINUTE INTENSITY(INCH/HOUR) = 3,480 100-YEAR STORM 60.MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY.OURATION CURVE = 0.5505732 SLOPE OF 100.YEAR INTENSITY'DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = 0.889 SLOPE OF INTENSITY DURATION CURVE = 0.5506 RCFC&YCD HYDROLOGY MANUAL HCH-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL ANO IGNORE OTHER CONFLUENCE COM8INATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOY AND STREETFLOY MODEL* HALF. CROWN TO STREET-CROSS FALL: 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) --------- ----------------- --------- ----------------- 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 = 0.0 (FT*FT/S) *SIZE PIPE YITH A FLOW CAPACITY GREATER THAN I OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.' e*************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE = 21 (((((RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM 'b~b." DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLO~'LENGTH = 830.00 . UPSTREAM ELEVATION = 1303.26 DO~NSTREAM ELEVATION = 1291.21 ELEVATION DIFFERENCE = 12.05 TC = 0.303*[( 830.00**3)/( 12.05)]**.2 = 10.395 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.333 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8856 SOIL CLASSIFICATION IS "0" SU8AREA RUNOFF(CFS) 2.07 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 2.07 **************************************************************************** FLOW PROCESS FROM NOOE 501.00 TO NOOE 501. 00 IS COOE = <<<<<OESIGNATE INDEPENOENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM I ARE: TIME OF CONCENTRATION(MIN.) = 10.40 RAINFALL INTENSITY(INCH/HR) = 2.33 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLO~ RATE(CFS) AT CONFLUENCE = 2.07 **************************************************************************** FLO~ PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE = 2' ~=::::::::;::::~:;:;;;:::;~:::::~::;;~::::~::~:============================= OEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) Te = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLO~'LENGTH = 125.00 UPSTREAM ELEVATION = 1299.80 OO~NSTREAM ELEVATION = 1297.67 ELEVATION OIFFERENCE = 2.13 TC = 0.393*[( 125.00**3)/( 2.13)]**.2 = 6.'15 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.125 SINGLE'FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8440 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 0.40 0.15 TOTAL RUNOFF(CFS) = 0.40 **************************************************************************** FLO~ PROCESS FROM NODE 503.00 TO NODE 501.00 IS CODE = 61 <<<<<COMPUTE STREET FLO~ TRAVEL TIME THRU SUBAREA~ eeeee(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1297.17 DO~NSTREAM ELEVATION(FEET) = 1291.21 STREET LENGTH(FEET) = 950.00 CURB HEIGHT(INCHES) = 6.0 STREET HALF~IOTH(FEET) = 30.00 . DISTANCE FROM CROWN TO CROSSFAlL GRADEBREAK(FEET) INSIOE STREET CROSSFALL(OECIMAL) = 0.020 OUTSIOE STREET CROSSFALL(OECIMAL) = 0.080 1B.OD SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARK~AY CROSSFALL(OEClMAL) = 0.020 / 1,.~ Manning's FRICTION FACTOR tor Streett low Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-at-Walk Flow Section 0.0200 . **TRAVEl TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFlOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.50 HAlFSTREET FLOOD WIDTH(FEET) = 6.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.87 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.44 STREET FLOW TRAVEL TIME(MIN.) = 5.52 Te(MIN.) = 11.64 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2,193 SINGLE'FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8242 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) 4.00 TOTAL AREA(ACRES) = 4.15 4.05 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 7.23 7.62 ENO OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 13.28 FLOW VElOCITY(FEET/SEC.) = 3.01 DEPTH*VELOCITY(FT*FT/SEC.) = 1.86 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 950.0 FT WITH ELEVATION'DROP = 6.0 FT, IS 5.8 CFS, WHICH EXCEEDS THE TOP'OF'CURB STREET CAPACITY AT NODE 501.00 LONGEST FlOWPATH FROM NODE 502.00 TO NODE 501.00 = 1075.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 501.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME Of CONCENTRATION(MIN.) = 11.64 RAINFALL INTENSITY(INCH/HR) = 2.19 TOTAL STREAM AREA(ACRES) = 4.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.62 **************************************************************************** FLOW PROCESS FROM NODE 504.00 TO NODE 505.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(lENGTH**3)/(ElEVATION CHANGE)]**.2 INITIAL SUBAREA FlOW'LENGTH = 100,00 UPSTREAM ELEVATION = 1299.80 DOWNSTREAM ELEVATION = 1297.77 ELEVATION DIFFERENCE = 2.03 TC = 0.393*[( 100.00"3)/( 2.D3)J".2 5.401 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.346 SINGLE'FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8472 SOIL CLASSIFICATION IS "0" SU8AREA RUNOFF(CFS) = 0.43 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.43 '4IIIt*************************************************************************** FLOW PROCESS FROM NODE 505.00 TO NODE 501.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====== ((((~(STANOARO CURB SECTION USED) fr ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1297.27 DO~NSTREAM ELEVATIONCFEET) = 1291.21 STREET LENGTHCFEET) =' 830.00 CURB HEIGHTCINCHES) = 6.0 . STREET HALF~IDTHCFEET) = 30.00 DISTANCE FROM CRO~N TO CROSS FALL GRAOEBREAKCFEET) = 18,00 INSIDE STREET CROSSFALLCOECIMAL) 0.020 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARK~AY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-~alk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLO~CCFS) = STREETFLO~ MODEL RESULTS USING ESTIMATED FLO~: STREET FLO~ DEPTH(FEET) = 0.52 HALFSTREET FLOOD ~IDTH(FEET) = 7.33 AVERAGE FLO~ VELOCITY(FEET/SEC.) = 3.17 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) 1.67 STREET FLO~ TRAVEL TIME(MIN.) = 4.36 TcCMIN.) 9.76 10 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.416 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8860 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) = 4.20 SUBAREA RUNOFFCCFS) TOTAL AREACACRES) = 4.35 PEAK FLOW RATE(CFS) 4.94 8.99 9.42 . END OF SUBAREA STREET FLO~ HYDRAULICS: DEPTHCFEET) = 0.65 HALFSTREET FLOOD ~IDTH(FEET) = 14.92 FLO~ VELOCITYCFEET/SEC.) = 3.24 DEPTH'VELOCITYCFT'FT/SEC.) = 2.09 *NOTE: INITIAL SUBAREA NOMOGRAPH ~ITH SUBAREA PARAMETERS; AND L = 830.0 FT ~ITH ELEVATION'DROP = 6.1 FT, IS 8,0 CFS, YHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 501.00 LONGEST FLO~PATH FROM NODE 504.00 TO NODE 501.00 = 930.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 501.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....ANO COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATIONCMIN,) = 9.76 RAINFALL INTENSITYCINCH/HR) = 2.42 TOTAL STREAM AREACACRES) = 4,35 PEAK FLO~ RATECCFS) AT CONFLUENCE = 9.42 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) CMIN.) (INCH/HOUR) CACRE) 1 2.07 10.40 2.333 1.00 2 7.62 11.64 2.193 4.15 3 9.42 9.76 2.416 4.35 .*********************************~ARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASEO ON THE RCFC&~CD FORMULA OF PLATE 0.1 AS DEFAULT VALUE. THIS FORMULA ~ILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLO~. ~ ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. . ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER CCFS) CMIN.) (INCH/HOUR) 1 17.75 9.76 2.416 2 17.97 10.40 2.333 3 18.11 11.64 2.193 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) 17.75 TcCMIN.) = 9.76 TOTAL AREACACRES) = 9.50 LONGEST FLOWPATH FROM NODE 502.00 TO NODE 501.00 = 1075.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 501. 00 TO NODE 506.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....CSTANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1291.91 DOWNSTREAM ELEVATIONCFEET) = 1285.79 STREET LENGTHCFEET) = 330.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 33.00 DISTANCE FROM CROWN TO CROSS FALL GRADE8REAKCFEET) = 20.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 . SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to.curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Yalk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.68 HALFSTREET FLOOD WIDTHCFEET) = 17.27 AVERAGE FLOW VELOCITYCFEET/SEC.) 5.17 PROOUCT OF DEPTH&VELOCITYCFT*FT/SEC,) = 3.53 STREET FLOW TRAVEL TIME(MIN.) = 1.06 Tc(MIN.) 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.282 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = ,8853 SOIL CLASSIFICATION IS "0" SU8AREA AREACACRES) = 0.40 TOTAL AREACACRES) = 9,90 18.15 10.B2 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 0.81 18.56 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.69 HALFSTREET FLOOD WIDTHCFEET) = 17.50 FLOW VELOCITYCFEET/SEC.) = 5.19 DEPTH*VELOCITY(FT*FT/SEC.) 3.57 LONGEST FLOWPATH FROM NODE 502.00 TO NODE 506.00 = 1405.00 FEET. **************************************************************************** . FLOW PROCESS FROM NODE 507.00 TO NODE 508.00 IS CODE = 21 ---------------------------------------------------------------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL -z,4fb TC = K*[CLENGTH**3)fCELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 830.00 UPSTREAM ELEVATION = 1303.24 . DOWNSTREAM ELEVATION = 1291.21 ELEVATION DIFFERENCE = 12.03 TC = 0.303'[C 830.00"3)/C 12.03))".2 = 10.399 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.333 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = ,8856 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFFCCFS) = 2.07 TOTAL AREACACRES) = 1.00 TOTAL RUNOFFCCFS) = 2.07 **************************************************************************** FLOW PROCESS FROM NODE 508.00 TO NODE 509.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....CSTANOARO CURB SECTION USEO)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1291.21 DOWNSTREAM ELEVATIONCFEET) = 1285,79 STREET LENGTHCFEET) = 330.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 33.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 20.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow SectionCcurb-to-curb) = 0.0150 . Manning'S FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 2.45 "TRAVEL TIME COMPUTED USING ESTIMATED fLOW(CfS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(fEET) = 0.35 HALf STREET FLOOO WIDTH(fEET) = 3.94 AVERAGE FLOW VELOCITYCfEET/SEC.) 3.65 PRODUCT Of DEPTH&VELOCITYCfT'fT/SEC.) = 1.28 STREET FLOW TRAVEL TIMECMIN.) = 1.51 TcCMIN.) = 11.90 10 YEAR RAINfALL INTENSITYCINCH/HOUR) = 2.165 COMMERCIAL DEVELOPMENT RUNOff COEffICIENT = .8847 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) = 0.40 TOTAL AREA(ACRES) = 1.40 SUBAREA RUNOff(CfS) = PEAK FLOW RATE(CfS) = 0.77 2.83 END Of SU8AREA STREET fLOW HYDRAULICS: DEPTHCfEET) = 0.37 HALFSTREET FLOOD WIOTH(fEET) = 4.18 FLOW VELOCITYCfEET/SEC.) = 3.77 DEPTH'VELOCITYCfT'fT/SEC,) = 1.40 LONGEST FLOWPATH fROM NODE 507.00 TO NODE 509.00 = 1160.00 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREACACRES) = PEAK FLOW RATECCfS) = 1.40 TCCMIN.) = 2.83 11.90 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . END Of RATIONAL METHOD ANALYSIS '];~c... **************************************************************************** . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1264 Analysis prepared by: RBF & Associ ates 14725 Alton Parkway Irvine, CA 92618 TIME/DATE DF STUDY: 14:28 05/3D/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** . NODE 506 * 10-YEAR . . . . ************************************************************************** **************************************************************************** ....STREETFlOY MODEL INPUT INFORMATION==== . CONSTANT STREET GRADE(FEET/FEET) = 0.01600D CONSTANT STREET FlOY(CFS) = 18.56 AVERAGE STREETFlOY FRICTION FACTORCMANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 22.00 DISTANCE FROM CROYN TO CROSS FALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALLCDECIMAL) = 0.020000 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER.YIDTH(FEET) = 2.DO CONSTANT SYMMETRICAL GUTTER'LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOY ASSUMED TO FIll STREET ON ONE SIDE, AND THEN SPLITS Q e C.f!;.. 19's"~ct ~ ~. ~ /8.s-{.~{~ (!! d ~ O. -s'Z- I ~:::cjJ fF If. (' H AflT LL -/~ ()~ E. /.f~!:1 "'" ~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FlOY MODEL RESULTS: NOTE: STREET FlOY EXCEEDS TOP OF CURB. THE FOLLOYING STREET FLOY RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FlOY OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOY ALONG THE PARKYAY, ETC" IS NEGLECTED. STREET FLOY DEPTHCFEET) = 0.52 HALFSTREET FLOOD YIDTH(FEET) = 20.44 AVERAGE FLOY VELOCITYCFEET/SEC.) = 4.29 PRODUCT OF DEPTHSVELOCITY = 2,25 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . qpo **************************************************************************** . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 TIME/OATE OF STUDY: 13:38 05/30/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** . NODE 506 . 10.YEAR . . . . ************************************************************************** **************************************************************************** ....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) = 18.56 GUTTER FLOWDEPTH(FEET) = 0,52. 8ASIN LOCAL DEPRESSION(FEET) = 0.33 FlOWBY BASIN WIDTH(FEET) = 28.00 ....CALCULATEO BASIN WIDTH FOR TOTAL INTERCEPTION = 36.8 ....CALCULATED ESTIMATED INTERCEPTION(CfS) = 16.3 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ~~\ **************************************************************************** '. RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2~OO Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2000 License ID 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway , Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** * BASIN 500 , 100-YEAR , , , , ************************************************************************** FILE NAME: 500L.DAT TIME/DATE OF STUDY: 13:50 05/30/2001 --_._----------_._---~~-------_.__.--------------_._------------.----------. USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ~--~_._._-----------------_.._--------------_.------------------------_._._~ USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 .SPECIFIED PERCENT OF GRADIENTS(DECIMAl) TO USE FOR FRICTION SLOPE = 0.95 10'YEAR STORM 10.MINUTE INTENSITY(INCH/HOUR) = 2.360 10-YEAR STORM 60'MINUTE INTENSITY(INCH/HDUR) = 0.880 1DD.YEAR STORM lD'MINUTE INTENSITY(INCH/HOUR) = 3.480 100'YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY.DURATION CURVE = 0.5505732 SLOPE OF 100'YEAR INTENSITY'DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 l-HOUR INTENSITY(INCH/HOUR) = 1.300 SLOPE OF INTENSITY DURATION CURVE = 0.5496 RCFC&WCD HYDROLOGY MANUAL "C".VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PJPEFLOW AND STREET FLOW MODEL* HALF. CROWN TO STREET-CROSS FALL: CUR8 GUTTER.GEOMETRIES: MANNING WIDTH CROSSFALl IN. / OUT'/PARK' HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) --------- --------- ----------------- ----------------- Gl08AL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow.Depth = 0.00 FEET as (Maximum ALLowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 0.0 (FT*FT/S) 'SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PtPE.' .*************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NDOE 501.DO IS CODE = 21 --_.__._------------_...._------.-~.._----_.-------_..-----~_.._-----_._---- .....RATIONAl METHOD tNITIAL SUBAREA ANALYSIS====: ..-'V' 1/~ ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL Te = K*[(lENGTH**3)fCELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOY.LENGTH = 830.00 .PSTREAM ELEVATION = 1303.26 DDYNSTREAM ELEVATION 1291.21 ELEVATION DIFFERENCE = 12.05 TC = 0.303'[( 830.00'*3)/( 12.05)J**,2 10,395 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.407 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8896 SOIL CLASSIFICATION IS "ON SUBAREA RUNOFF(CFS) = 3.03 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 3_03 **************************************************************************** FLOY PROCESS FROM NODE 501.00 TO NODE 501.00 IS CODE = .....OESIGNATE INDEPENDENT STREAM FOR CONFlUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 10.40 RAINFALL INTENSITY(INCH/HR) = 3.41 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOY RATE(CFS) AT CONFLUENCE = 3.03 **************************************************************************** FlOY PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE = 21 .:::::::::~::~=:::~~~=::::::~=:~:::::=:::~::::============================= ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) ie = K*[(LENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOY.LENGTH = 125.00 UPSTREAM ELEVATION = 1299.80 OOYNSTREAM ELEVATION = 1297_67 ELEVATION DIFFERENCE = 2.13 TC = 0.393'[( 125.00*'3)/( 2.13)]**,2 = 6.115 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.560 SINGlE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = ,8600 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 0.59 0.15 TOTAL RUNOFF(CFS) = 0.59 **************************************************************************** FLOY PROCESS FROM NODE 503.00 TO NODE 50).00 IS CODE = 61 .....COMPUTE STREET FlOY TRAVEL TIME THRU SUBAREA===== .....(STANOARO CUR8 SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1297.17 OOYNSTREAM ElEVATION(FEET) = 1291,21 STREET lENGTH(FEET) = 950.00 CURB HEIGHT(INCHES) = 6.0 STREET HAlFYIOTH(FEET) = 30.00 eOISTANCE FROM CROYN TO CROSSFAll GRAOEBREAK(FEET) = 18,00 INSIDE STREET CROSSFAll(OECIMAl) = 0.020 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.080 /~ r SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(OECIMAL) = 0,020 Manning's FRICTION FACTOR for Streetflow Sectian(curb~ta-curb) = 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 . **TRAVEL TIME COMPUTEO USING ESTIMATEO FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.58 HALFSTREET FLOOO WIDTH(FEET) = 10.61 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.99 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.73 STREET FLOW TRAVEL TIME(MIN.) = 5,29 Tc(MIN.) = 11,41 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.237 SINGLE'FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8457 SOIL CLASSIFICATION IS "0". SUBAREA AREA(ACRES) 4.00 TOTAL AREA(ACRES) = 4.15 6.07 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 10.95 11.54 ENO OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.70 HALFSTREET FLOOD WIDTH(FEET) = 18.30 FLOW VELOCITY(FEET/SEC.) = 3.03 DEPTH*VELOCITY(FT*FT/SEC.) = 2,12 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, ANO L = 950.0 FT WITH ELEVATION-DROP = 6.0 FT, IS 8.7 CFS, WHICH EXCEEDS THE TOp.OF.CURB STREET CAPACITY AT NOOE 501.00 LONGEST FLOWPATH FROM NODE 502.00 TO NOOE 501,00 = 1075.00 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 501.00 TO NODE 501.00 IS COOE = --~_._---------~--~--------------~~------------~~------------------------~~~ .....DESIGNATE INOEPENDENT STREAM FOR CONFLUENCE=====: ~=;~;::=::::::=~;=;;::::;=:==;============================================== CONFLUENCE VALUES USED FOR INOEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.41 RAINFALL INTENSITY(INCH/HR) = 3.24 TOTAL STREAM AREA(ACRES) = 4.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.54 **************************************************************************** FLOW PROCESS FROM NODE 504.00 TO NODE 505,00 IS CODE = 21 -------_..__._----------_..-------------~---------------_._----------.~~---- ~~~~~RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*I(LENGTH**3)/(ELEVATION CHANGE)J**.2 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 1299.80 DOWNSTREAM ELEVATION = 1297.77 ELEVATION OIFFERENCE = 2.03 TC = 0.393*[( 100.00**3)/( 2.03)J**.2 5.401 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.882 SINGLE'FAMILY(I/4 ACRE LOT) RUNOFF COEFFICIENT = .8625 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 0.63 0.15 TOTAL RUNOFF(CFS) = 0.63 . -- **************************************************************************** FLOW PROCESS FROM NOOE 505.00 TO NODE 501.00 IS CODE = 61 ~ -------------~-~--~------~------------~--~~------------~~---~---_._~~~------ .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA=====: ~~~~~(STANDARD CURB SECTION USED)===== ============================================================================ UPSTREAM ElEVATION(FEET) = 1297,27 DOWNSTREAM ELEVATION(FEET) = 1291.21 STREET LENGTH(FEET) = 830.00 CURB HEIGHT(INCHES) = 6.0 . STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 18.00 SPECIFIED NUM8ER 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) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 11.84 AVERAGE FLOW VELOCITYCFEET/SEC.) 3.23 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = 1.93 STREET FLOW TRAVEL TIMECMIN.) = 4.29 Tc(MIN.) 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.541 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8900 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 4.20 TOTAL AREACACRES) = 4.35 7.25 9.69 SUBAREA RUNOFFCCFS) PEAK FLOW RATE(CFS) = .13.24 13.87 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.72 HALFSTREET FLOOD WIDTH(FEET) = 19.74 . FLOW VElOCITYCFEET/SEC.) = 3,27 DEPTH'VELOCITYCFT'FT/SEC.) 2,36 'NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 830,0 FT WITH ELEVATION.DRDP = 6.1 FT, IS 11.8 CFS, WHICH EXCEEDS THE TOP'OF.CUR8 STREET CAPACITY AT NODE 501,00 LONGEST FLOWPATH FROM NODE 504.00 TO NODE 501.00 = 930.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 501.00 IS CODE = --------------------------~------------------------------------------------- tttt4DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ttt~tAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9,69 RAINFAll INTENSITYCINCH/HR) = 3.54 TOTAL STREAM AREA(ACRES) = 4.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.87 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER CCFS) (MIN,) (INCH/HOUR) CACRE) 1 3.03 10,40 3.407 1.00 2 11.5411.41 3.237 4.15 . 3 13.87 9.69 3.541 4.35 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS 8ASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 11-1> ************************************************************************** RAINFAll INTENSITY AND TIME OF CONFLUENCE FORMULA USED FOR 3 .** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc NUMBER (CFS) (MIN,) 1 26.49 9.69 2 26.89 10.40 3 27.10 11.41 CONCENTRATION RATIO STREAMS. INTENSITY (INCH/HOUR) 3.541 3.407 3.237 COMPUTED CONFLUENCE ESTIMATES ARE AS FOllOWS: PEAK FLOW RATE(CFS) 26,49 Tc(MIN,) = 9.69 TOTAL AREA(ACRES) = 9,50 lONGEST FlOWPATH FROM NODE 502.00 TO NODE 501.00 = 1075.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 506,00 IS COOE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANOARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1291.91 DOWNSTREAM ELEVATION(FEET) = 1285.79 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 33,00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 20.00 INSIOE STREET CROSSFALL(DECIMAL) = 0.020 . OUTSIDE STREET CROSSFALL(DECIMAl) = 0.080 SPECIFIED NUM8ER Of HALFSTREETS CARRYING RUNOff = STREET PARKWAY CROSSFALl(DECIMAL) = 0.020 Manning's FRICTION fACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET) = 0.76 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) PROOUCT Of OEPTH&VELOCITY(fT*fT/SEC,) STREET FLOW TRAVEL TIME(MIN.) = 1.04 100 YEAR RAINFALL INTENSITY(INCH/HOUR) COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS no" SUBAREA AREA(ACRES) 0.40 TOTAL AREA(ACRES) = 9.90 27.09 22.33 5.30 = 4.05 Tc(MIN.) = 3.348 = .8895 10,73 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 1.19 27.69 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0,77 HALFSTREET FLOOD WIDTH(FEET) = 22,66 FLOW VElOCITY(FEET/SEC.) = 5.29 DEPTH*VELOCITY(FT*FT/SEC.) = 4.07 lONGEST FlOWPATH FROM NODE 502.00 TO NODE 506,00 = 1405.00 FEET. **************************************************************************** . FLOW PROCESS FROM NODE 507.00 TO NODE 508.00 IS CODE = 21 -----------------------------------~-----~------------~~~-~------------~-~~. .....RATIONAl METHOD INITIAL SUBAREA ANALYSIS===== p/(g ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*{CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SU8AREA FLOW' LENGTH = 830.00 UPSTREAM ELEVATION = 1303,24 .OWNSTREAM ELEVATION =' 1291.21 ELEVATION DIFFERENCE = 12.03 TC = 0,303*[( 830.00**3)/( 12.03)]**.2 = 10.399 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.406 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8896 SOIL CLASSIFICATION IS no" SUBAREA RUNOFF(CFS) = 3,03 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 3.03 **************************************************************************** FLOW PROCESS FROM NODE 508.00 TO NODE 509.00 IS CODE = 61 ----------------~----------------~-------------------~---------------------- <<<<<COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA:===; <<<<<(STANDARD CURB SECTION USED):===; ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ElEVATION(FEET) = 1291.21 DOWNSTREAM ELEVATION(FEET) = 1285.79 STREET lENGTH(FEET) = 330,00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 33.00 DISTANCE FROM CROWN TO CRDSSFALl GRADEBREAK(FEET) 20.00 INSIDE STREET CROSSFAlL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 .anningfS FRICTION FACTOR for StreetfLow SectionCcurb-to-curb) = anning's FRICTION FACTOR for Back-of-Yalk Flow Section = 0.0200 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOY(CFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 4.59 AVERAGE FLOW VELOCITY(FEET/SEC.) 4.03 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.62 STREET FLOW TRAVEL TIME(MIN.) = '.37 Tc(MIN.) = 11.76 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.183 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8890 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) 0.40 TOTAL AREA(ACRES) = 1.40 3.60 SU8AREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 1.13 4.16 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0,43 HALFSTREET FLOOD WIDTH(FEET) 4.88 FLOW VELOCITY(FEET/SEC.) = 4.15 DEPTH*VElOCITY(FT*FT/SEC.) 1.77 LONGEST FLOWPATH FROM NODE 507.00 TO NODE 509,00 = 1160.00 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) 1.40 TC(MIN.) = 4,16 11. 76 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .-==========.================================================================= END OF RATIONAL METHOD ANALYSIS ,'\ 1,,':) **************************************************************************** . HYDRAULIC ELEMENTS - t PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 -.------------------------------------------..------------------------------ TIME/DATE OF STUDY: 13:54 05/30/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** . NODE 506 * 100-YEAR . . . . ************************************************************************** **************************************************************************** ....STREETFLO~ MODEL INPUT INFORMATION===: . CONSTANT STREET GRADE(FEET/FEET) = 0.016000 CONSTANT STREET FLO~(CFS) = 27.69 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF'~IDTH(FEET) = 22,00 DISTANCE FROM CRO~N TO CROSS FALL GRADEBREAK(FEET) INTERIOR STREET CROSSFALL(DECIMAL) = 0,020000 OUTSIDE STREET CRDSSFALL(DECIMAL) = 0.080000 CONSTANT SYMMETRICAL CUR8 HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER'~IDTH(FEET) = 2,00 CONSTANT SYMMETRICAL GUTTER'LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER'HIKE(FEET) = 0.12500 FLO~ ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS Q (? ce=-- t..7,b?tf~ . .. ..,,, a' t,.. ....,. t...C ~ f..) b C.," ~ I/-.n(~/Lu.u) I ------------------------------------------------------------------_.-------- 20.00 ('(-{Ai T LL' /3 I Q-:.20c{-:, C?./;cO,5'c" Q ::: 2, 9f>c-(5 I> I-IEU-1 ,'" ~w-rJ~ c Iu- Cr.i '=' 18. 7 c 4:? Pcf: "'STREET FLO~ SPLITS OVER STREET. CROWN'" FULL DEPTH(FEET) 0.56 FLOOD ~IDTH(FEET) 22.00 FULL HALF-STREET FLO~(CFS) 22.86 FULL HALF-STREET VELOCITY(FEET/SEC.) = 4.58 SPLIT DEPTH(FEET) = 0.35 SPLIT FLOOD ~IDTH(FEET) = SPLIT FLO~(CFS) = 4.83 SPLIT VELOCITY(FEET/SEC.) = 11-69 3.19 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLO~ MODEL RESULTS: -----------------.---------------------------------------------------------- . NOTE: STREET FLO~ EXCEEDS TOP OF CURB, THE FOLLO~ING STREET FLO~ RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLO~ DEPTH(FEET) = 0.56 HALF STREET FLOOD ~IDTH(FEET) = AVERAGE FLO~ VELOCITY(FEET/SEC.) PRODUCT OF DEPTH&VELOCITY = 2.55 22.00 4.58 ~~~ ============================================================================ **************************************************************************** . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 13:55 05/30/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** . NODE 506 * 100- YEAR . . . . ************************************************************************** **************************************************************************** <<<<FLOWBYjCATCH 8ASIN INLET CAPACITY INPUT INFORMATION==== ---------------------------------------------------------------------------- . Curb Intet Capacities are approximated based on the Bureau of PubLic Roads nomograph pLots for ftowby basins and sump basins. STREETFLOW(CFS) = 22,86 GUTTER FLOWDEPTH(FEET) = 0.56 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOW8Y BASIN WIDTH(FEET) = 28,00 <<<<CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 41.9 ttt<CALCULATED ESTIMATEO INTERCEPTION(CFS) = 18.7 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- Q=- ;) 7-" '1 d -s - If-Jj 3 c+ S CrzfU'7$ (to"\) ) -=- . Z- 7, ~ ~ {]-{~ 1,;6' . DRAINAGE BASIN 600 i. . 1,.c,O **************************************************************************** . RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASEO ON RIVERSIDE COUNTY FLOOO CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2000 License ID 1264 AnaLysis prepared by: RBF & Associates 14725 ALton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY * basin 600 * 10-year * surface and storm drain fLows ************************** , , , ************************************************************************** FILE NAME: 10L600.DAT TIME/OATE OF STUOY: 15:03 05/31/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 . SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO U~E FOR FRICTION SLOPE 0.95 . 10-YEAR STORM 10'MINUTE INTENSITY(INCH/HOUR) = 2.360 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 100'YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3,480 100'YEAR STORM 60'MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY.DURATION CURVE = 0.5505732 SLOPE OF 100.YEAR INTENSITY-DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1'HOUR INTENSITY(INCH/HOUR) = 0.889 SLOPE OF INTENSITY DURATION CURVE = 0.5506 RCFC&WCD HYDROLOGY MANUAL 'C'.VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCOROING TO RCFC&WCD HYOROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES 'USER.DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW ANO 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) --------- --------- ----------------- ----------------- GLOBAL STREET FLOW-DEPTH CONSTRAINTS: ,. ReLative Flow-Depth = 0.00 FEET as (Maximum Allowable Street FLow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = O.O.efT*FT/S) 'SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRI8UTARY PIPE,' e*************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 601.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM ~ DEVELOPMENT IS SINGLE FAMILY (1/4 ACREl TC = K*[(LENGTH**3l/CELEVATION CHANGEl]**.2 INlTIAL SU8AREA FLOW, LENGTH = 140.00 UPSTREAM ELEVATION = 1288.00 ~OWNSTREAM ELEVATION = 1285.95 ELEVATION DIFFERENCE = 2,05 TC = 0.393*[C 140.00**3l/C 2.05)]**,2 = 6.596 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.997 SINGLE'FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8419 SOIL CLASSIFICATION IS "OH SUBAREA RUNOFF(CFSl = 0.25 TOTAL AREA(ACRESl = 0.10 TOTAL RUNOFFCCFSl = 0.25 **************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== eeett(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1285.45 DOWNSTREAM ELEVATION(FEETl = 1281.32 STREET LENGTH(FEET) = 550.00 CURB HEIGHTCINCHESl = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 INSIOE STREET CROSSFALLCDECIMALl = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMALl = 0.020 eManning/S FRICTION FACTOR for Streetflow Section(curb-to.curb) = Manning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 0.0150 **TRAVEl TIME COMPUTED USING ESTIMATED FlOW(CFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEETl = 4.36 AVERAGE FLOW VELOCITY(FEET/SEC.l = 2,64 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) '.02 STREET FLOW TRAVEL TIMECMIN.) = 3.47 TcCMIN.l = 10.07 10 YEAR RAINFALL INTENSITY(INCH/HOURl = 2.375 SINGLE'FAMILY(I/4 ACRE LOT) RUNOFF COEFFICIENT = .8291 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) 1.90 TOTAL AREACACRES) = 2.00 2.14 SUBAREA RUNOFFCCFS) PEAK FLOW RATECCFS) = 3.74 3.99 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 5.59 FLOW VELOCITYCFEET/SEC.) = 3.07 DEPTH*VELOCITY(FT*FT/SEC.l 1.48 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 602.00 = 690,00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 602.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== 4111r=~~~::=:::;;:=~;=;~:;::;=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 10.07 RAINFALL INTENSITY(INCH/HR) = 2.37 TOTAL STREAM AREA(ACRES) = 2.00 ~ PEAK FLOY RATE(CFS) AT CONFLUENCE = 3.99 **************************************************************************** _LOY PROCESS FROM NODE 606.00 TO NOOE 607,00 IS COOE = 21 ------------------------------------------------------------------------- .....RATIONAL METHOO INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMEO INITIAL SUBAREA UNIFORM OEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) Te = K*[(lENGTH**3)fCELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOY.LENGTH = 140.00 UPSTREAM ELEVATION = 1285.50 OOYNSTREAM ELEVATION = 1283.60 ELEVATION OIFFERENCE = 1.90 TC = 0.393*[( 140.00**3)/( 1.90)J**.2 6,697 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2,972 SINGLE'FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8245 SOIL CLASSIFICATION IS "e" SU8AREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 0.74 0.30 TOTAL RUNOFF(CFS) = 0.74 **************************************************************************** FLOY PROCESS FROM NOOE 607.00 TO NOOE 602,00 IS COOE = 61 .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA====: .....(STANOARO CUR8 SECTION USEO) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1283.10 DOYNSTREAM ELEVATION(FEET) = 1281,42 STREET LENGTH(FEET) = 180.00 CURB HEIGHT(INCHES) = 6,0 . eSTREET 'HALFYIOTH(FEET) = 30.00 OISTANCE FROM CROYN TO CROSS FALL GRAOEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALlCDECIMAL) = 0.020 OUTSIOE STREET CROSSFALL(OECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKYAY CROSSFALL(OECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to.curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Yalk Flow Sectlon = 0.0200 **TRAVEl TIME COMPUTED USING ESTIMATED FlOW(CFS) STREETFLOY MOOEL RESULTS USING ESTIMATEO FLOY: STREET FLOY OEPTH(FEET) = 0.30 HALFSTREET FLooO YIOTH(FEET) = 3.25 AVERAGE FLOY VELOCITY(FEET/SEC.) 2.49 PROOUCT OF OEPTH&VELOCITY(FT*FT/SEC.) = 0.74 STREET FLOY TRAVEL TIME(MIN.) = 1.21 Te(MIN.) 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.713 SINGLE'FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8186 SOIL CLASSIFICATION [5 "C" SUBAREA AREA(ACRES) = 0.40 TOTAL AREA(ACRES) = 0.70 1.18 7.90 SUBAREA RUNOFF(CFS) = PEAK FLOY RATE(CFS) = 0.89 1.62 ENO OF SUBAREA STREET FLOY HYORAULICS: . OEPTH(FEET) = 0.33 HALFSTREET FLOOO YIOTH(FEET) = 3.73 FLOY VELOCITY(FEET/SEC.) = 2,68 OEPTH*VELOCITY(FT*FT/SEC.) = 0.90 LONGEST FLOYPATH FROM NOOE 606.00 TO NOOE 602.00 = 320.00 FEET. FLOY PROCESS FROM NOOE 602.00 TO NODE 602,00 IS COOE = 1JP'?J **************************************************************************** , .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES====: ~;:~=::~:::=~:=;;:::~;=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) 7.90 RAINFALL INTENSITYCINCH/HR) = 2.71 TOTAL STREAM AREACACRES) = 0.70 PEAK FLOW RATECCFS) AT CONFLUENCE = 1.62 *. CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 3.99 2 1.62 Te CMIN. ) 10.07 7.90 INTENS I TY (INCH/HOUR) 2.375 2.713 AREA CACRE) 2.00 0.70 *********************************YARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0.1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS, ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Te INTENSITY NUM8ER CCFS) (MIN.) (I NCH/HOUR) . 1 4.76 7,90 2.713 2 5_41 10.07 2.375 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW'RATECCFS) = 5.41 TeCMIN.) = 10.07 TOTAL AREA(ACRES) = 2.70 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 602.00 = 690.00 FEET. **************************************************************************-* FLOW PROCESS FROM NODE 602.00 TO NODE 602.00 IS CODE = 10 .....MAIN.STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************-************* FLOW PROCESS FROM NODE 603.00 TO NODE 604.00 IS CODE = 21 tttttRATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[CLENGTH**3)/CELEVATION CHANGE)]**o2 INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 1288.00 DOWNSTREAM ELEVATION = 1285.95 . ELEVATION DIFFERENCE = 2.05 TC = 0.393*[( 140.00**3)/C 2.05)]**.2 6.596 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.997 SINGLE'FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8419 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) = 0.25 1-r, A. TOTAL AREACACRES) = 0.10 TOTAL RUNOFFCCFS) = 0.25 **************************************************************************** FLOW PROCESS FROM NODE 604.00 TO NODE 605,00 IS CODE = 61 ~........._._......_..._.._----_.................._...-..-.--............. <<<<<COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA=====: . 4eeet(STANDARD CURB SECTION USEO)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1285.45 DOWNSTREAM ELEVATION(FEET) = 1281,42 STREET LENGTHCFEET) = 660.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CRDSSFALL GRADEBREAKCFEET) INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 18.~D SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLCDECIMAL) = 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) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTHCFEET) = 5.61 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.78 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) 1.35 STREET FLOW TRAVEL TIME(MIN,) = 3.96 TcCMIN.) = 10.56 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.313 eSINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8275 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 3.50 TOTAL AREACACRES) = 3.60 3,64 SUBAREA RUNOFF(CFS) PEAK FLOW RATECCFS) 6.70 6,95 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0,60 HALFSTREET FLOOD WIDTHCFEET) = 12,36 FLOW VELOCITY(FEET/SEC,) = 2.96 DEPTH'VELOCITY(FT'FT/SEC.) 1.79 'NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 660.0 FT WITH ELEVATION.DROP = 4.0 FT, IS 5.5 CFS, WHICH EXCEEDS THE TDp.OF.CURB STREET CAPACITY AT NODE 605.00 LONGEST FLOWPATH FROM NODE 603.00 TO NODE 605.00 = 800.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 605.00 TO NODE 605,00 IS CODE = <<<<<OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE=====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 10.56 RAINFALL INTENSITY(INCH/HR) = 2.31 TOTAL STREAM AREA(ACRES) = 3.60 PEAK FLOW RATECCFS) AT CONFLUENCE = 6.95 .*************************************************************************** FLOW PROCESS FROM NODE 421.00 TO NODE 421.00 IS CODE = 7 <<<<<USER SPECIFIED HYDROLOGY INFORMATION AT NODE 1-v6 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER.SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 11.29 TOTAL AREA(ACRES) RAIN INTENSITY(INCH/HOUR) = 2.23 2.20 TOTAL RUNOFF(CFS) = 6.33 ~************************************************************************* ~LOW PROCESS FROM NODE 421.00 TO NODE 605.00 IS CODE = 61 __________w________________________________________________________.________ .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1285.38 DOWNSTREAM ELEVATION(FEET) = 1281.42 STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HAlFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow 5ection(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET) = 0.48 HALFSTREET FLOOD WIOTH(FEET) = 5.57 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.97 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.40 STREET FLOW TRAVEL TIME(MIN,) = 0.67 Tc(MIN.) . 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.160 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8846 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) 0.10 TOTAL AREA(ACRES) = 2,30 6,43 11.96 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 0.19 6.52 END OF SUBAREA STREET FlO~ HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 5.61 FLOW VELOCITY(FEET/SEC.) = 4.98 DEPTH*VELOCITY(FT*FT/SEC.) = 2.41 LONGEST FLOWPATH FROM NODE 606.00 TO NODE 605.00 = 520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 421,00 TO NODE 605.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.96 RAINFALL INTENSITY(INCH/HR) = 2.16 TOTAL STREAM AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.52 **************************************************************************** FLOW PROCESS FROM NODE 509.00 TO NODE 509.00 IS CODE = 7 .....................--..............-........................----.......... ~~~~~USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 11.90 RAIN INTENSITY(INCH/HOUR) = 2.17 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 2.83 # **************************************************************************** FlOY PROCESS FROM NOOE 509,00 TO NODE 605.00 IS CODE = 61 411ii::::~~~;~~~'~~~~~~';~~~'~~~~~~'~;~~'~;~~-~~~~~~~""..-.-----............ .....(STANDARD CURB SECTION USED)===== ============================================================================ UPSTREAM ELEVATION(FEET) = 1285.79 DOYNSTREAM ELEVATION(FEET) = 1281,42 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFYIOTH(FEET) = 30.00 DISTANCE FROM CROYN TO CROSS FALL GRADEBREAK(FEET) = 18,00 INSIDE STREET CROSSFAlL(DECIMAl) 0.020 OUTSIDE STREET CROSSFAll(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CRDSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetftow SectionCcurb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOY(CFS) = STREETflOY MOOEl RESULTS USING ESTIMATED FLOY: STREET FlOY DEPTH(FEET) = 0.38 HALFSTREET FLOOD YIOTH(fEET) = AVERAGE FLOY VELOCITY(FEET/SEC.) PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) STREET FlOY TRAVEL TIME(MIN.) = 1.38 10 YEAR RAINFALL INTENSITY(INCH/HDUR) COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT eSOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) 0_10 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 1.50 PEAK FLOY RATE(CFS) = 2.92 4.34 3.63 1.B Tc(MIN.) = 2.039 = .8796 13.28 0.18 3.01 END OF SUBAREA STREET FLOY HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD YIOTH(FEET) = 4,38 FLOY VElOCITY(FEET/SEC.) = 3.68 OEPTH*VELOCITY(fT*FT/SEC.) = 1.42 LONGEST FLOYPATH FROM NODE 0,00 TO NODE 605.00 = 300.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 605.00 TO NODE 605.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUM8ER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 13.28 RAINFAll INTENSITY(INCH/HR) = 2.04 TOTAL STREAM AREA(ACRES) = 1.50 PEAK fLOY RATE(CFS) AT CONFLUENCE = 3.01 **************************************************************************** FLOY PROCESS FROM NODE 608.00 TO NODE 609.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== .=========================================================================== ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMilY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOY.LENGTH = 1120.00 UPSTREAM ELEVATION = 1285.70 r DOWNSTREAM ELEVATION = 1283.76 ELEVATION DIFFERENCE = 1.94 TC = 0.393*[( 1120.00**3)/( 1.94)J**.2 = 23.223 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1,499 ~INGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = ,7715 SOIL CLASSIFICATION IS "e" SU8AREA RUNOFF(CFS) 0.23 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0,23 **************************************************************************** FLOW PROCESS FROM NODE 608.00 TO NODE 605.00 IS CODE = 61 ---------------------.------------------------------------_.---------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA t<<~<<<<(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1283.26 DOWNSTREAM ELEVATION(FEET) = 1281,42 STREET LENGTH(FEET) = 180.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 13.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL)' = 0.020 Manning'S FRJ.CTION FACTOR for Streetflow SectionCcurb-to-curb) = 0.0150 Manning'S FRJCT~ON FACTOR for Back-af-Walk FLow Section = 0.0200 . **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFSl STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOO WIDTH(FEET) = 2.28 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2,19 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.48 STREET FLOW TRAVEL TIME(MIN.) = 1.37 Tc(MIN.) = 24.59 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.452 SINGLE'FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = ,7686 SOIL CLASSIFICATION IS "e" SUBAREA AREA(ACRES) = 0.60 TOTAL AREA(ACRES) = 0.80 0.57 SU8AREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 0.67 0.90 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 2.84 FLOW VELOCITY(FEET/SEC.) = 2.41 DEPTH*VELOCITY(FT*FT/SEC.) = 0.64 LONGEST FLOWPATH FROM NOOE 608.00 TO NODE 605.00 = 1300.00 FEET, **************************************************************************** FLOW PROCESS FROM NODE 608.00 TO NOOE 605.00 IS CODE = ---------------------------------------------------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT . TIME OF CONCENTRATION(MIN.) = 24.59 RAINFALL INTENSITY(INCH/HR) = 1.45 TOTAL STREAM AREA(ACRESl = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 4 ARE: 0.90 ** CONFLUENCE DATA ** 1}P'b . I STREAM NUMBER 1 2 3 4 RUNOFF (CFS) 6.95 6.52 3.01 0,90 Te (MIN.) 10,56 11.96 13.2B 24.59 INTENSITY (I NCH/HOUR) 2_313 2.160 2.039 1,452 AREA (ACRE) 3.60 2.30 1.50 0.80 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASED ON THE RCFC&WCO FORMULA OF PLATE 0.1 AS OEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USEO FOR 4 STREAMS: ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Te INTENSITY NUM8ER (CFS) (MIN.) (I NCH/HOUR) 1 15.49 10.56 2.313 2 16.16 11.96 2.160 3 15.78 13.28 2.039 4 11. 79 24.59 1. 452 COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.49 Te(MIN.) = 10.56 TOTAL AREA(ACRES) = 8.20 LONGEST FLOWPATH FROM NOOE 608.00 TO NOOE 605.00 = 1300.00 FEET. .**************************************************************************** FLOW PROCESS FROM NOOE 602.00 TO NODE 602.00 IS CODe = 11 <<<<<CONFLUENCE MEMORY BANK # 1 WITH THE MAIN.STREAM MEMORY====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Te INTENSITY AREA NUMBER (CFS) (MIN. ) (I NCH/HOUR) (ACRE) 1 15.49 10.56 2.313 8.20 LONGEST FLOWPATH FROM NOOE 608.00 TO NOOE 602.00 1300.00 FEET, ** MEMORY BANK # CONFLUENCE OATA ** STREAM RUNOFF Te I NTENS I TY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5_41 10.07 2.375 2.70 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 602.00 690.00 FEET. *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASEO ON THE RCFC&WCO FORMULA OF PLATE 0.1 AS OEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE ** . STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN.) (I NCH/HOUR) 1 20.1B 10.07 2.375 2 20.76 10.56 2.313 COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: 1J'0... PEAK FLOW RATE(CFS) = TOTAL AREA(ACRES) = 20.76 Tc(MIN.) 10,90 10,56 .+................-.-.---...........--....-.......-----.......-----------...+ START STORM ORAIN FLOWS 1 1 1 1 1 +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NOOE 506.00 TO NOOE 506.00 IS COOE = 7 .....USER SPECIFIEO HYOROLOGY INFORMATION AT NOOE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER.SPECIFIEO VALUES ARE AS FOLLOWS: TC(MIN) = 10.82 RAIN INTENSITY(INCH/HOUR) = 2.28 TOTAL AREA(ACRES) = 9.90 TOTAL RUNOFF(CFS) = 16.30 **************************************************************************** FLOW PROCESS FROM NOOE 506.00 TO NOOE 610.00 IS COOE = 41 ~~~ttCOMPUTE PIPE-FlOY TRAVEL TIME THRU SUBAREA===== .....USING USER.SPECIFIEO PIPESI2E (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ELEVATION OATA: UPSTREAM(FEET) = 1277.25 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 69.38 MANNING'S N = 0.013 OEPTH OF FLOW IN 27.0 INCH PIPE IS 11,6 INCHES PIPE.FLOW VELOCITY(FEET/SEC.) = 10.02 GIVEN PIPE DIAMETER(INCH) = 27.00 NUM8ER OF PIPES = PIPE-FLOW(CFS) = 16.30 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 1275.86 0.12 Tc(MIN,) = 10,94 608.00 TO NOOE 610.00 = 1369.38 FEET. **************************************************************************** FLOW PROCESS FROM NODE 610.00 TO NOOE 610.00 IS CODE = .....OESIGNATE INOEPENOENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEO FOR INDEPENOENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 10.94 RAINFALL INTENSITY(INCH/HR) = 2.27 TOTAL STREAM AREA(ACRES) = 9.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.30 **************************************************************************** FLOW PROCESS FROM NOOE 417.00 TO NOOE 417.00 IS COOE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NOOE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER.SPECIFIEO VALUES ARE AS FOLLOWS: TC(MIN) = 10.60 RAIN INTENSITY(INCH/HOUR) = 2.31 TOTAL AREA(ACRES) = 8.60 TOTAL RUNOFF(CFS) = 16.40 .**************************************************************************** FLOW PROCESS FROM NODE 417.00 TO NOOE 610.00 IS COOE = 41 eeeeeCOMPUTE PIPE~FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER.SPECIFIEO PIPESIZE (EXISTING ELEMENT)===== 1,.,\0 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1278.40 DOYNSTREAM(FEET) = 1276.36 FLOY LENGTH(FEET) = 70.82 MANNING'S N = 0.013 DEPTH OF fLOY IN 18.0 INCH PIPE IS 13.9 INCHES PIPE'FLOY VELOCITY(fEET/SEC.) = 11,18 eGIVEN PIPE OIAMETER(INCH) = 18.00 NUMBER Of PIPES PIPE'FLOY(CFS) = 16.40 PIPE TRAVEL TIME(MIN.) = 0.11 Te(MIN.) = 10.71 LONGEST fLOYPATH fROM NODE 606,00 TO NODE 610.00 = 590.82 fEET. **************************************************************************** fLOY PROCESS fROM NODE 610.00 TO NODE 610.00 IS CODE = --------------------~---------------------_._-----_._---.--------.---------- .....OESIGNATE 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.) = 10.71 RAINfALL INTENSITY(INCH/HR) = 2.30 TOTAL STREAM AREA(ACRES) = 8.60 PEAK fLOW RATE(CFS) AT CONfLUENCE = 16.40 ** CONFLUENCE DATA ** STREAM NUMBER 1 2 RUNOFF (CfS) 16,30 16.40 Te (MIN.) 10.94 10.71 INTENSITY (INCH/HOUR) 2.269 2.296 AREA (ACRE) 9,90 8,60 *********************************WARNI NG********************************** e IN THIS COMPUTER PROGRAM, THE CONfLUENCE VALUE USED IS BASED ON THE RCfC&WCD fORMULA OF PLATE 0.1 AS DEfAULT VALUE. THIS fORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOY. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONfLUENCE fORMULA USED fOR 2 STREAMS. ** PEAK FLOY RATE TABLE ** STREAM RUNOff Te INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 32.36 10.71 2,296 2 32,51 10.94 2,269 COMPUTED CONfLUENCE ESTIMATES ARE AS FOLLOWS: PEAK fLOW RATE(CfS) = 32,36 Te(MIN.) = 10.71 TOTAL AREA(ACRES) = 18.50 LONGEST fLOYPATH fROM NODE 608.00 TO NODE 610.00 1369,38 fEET. **************************************************************************** FLOW PROCESS FROM NODE 610.00 TO NODE 611.00 IS CODE = 41 --------~-----------------~--------------------------------------_.--------- eeettCOMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA .....USING USER'SPECIfIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ELEVATION DATA: UPSTREAM(FEET) = 1276,36 DOWNSTREAM(FEET) = 1275.38 fLOW LENGTH(fEET) = 19.25 MANNING'S N = 0.013 DEPTH Of FLOW IN 27.0 INCH PIPE IS 13.1 INCHES PIPE. FLOW VELOCITY(FEET/SEC.) = 16.91 GIVEN PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES PIPE.fLOY(CfS) = 32.36 ~ PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 10.72 LONGEST FLOYPATH FROM NODE 608.00 TO NODE 611.00 = 1388.63 FEET. **************************************************************************** ~~:~~-~~~====.~~~~.~~~=--_.~~~:~~.~~.~~~=.._-~~~:~~.~=-=~~=.~._~~......._-- .....COMPUTE PIPE.FLOY TRAVEL TIME THRU SUBAREA====: .....USING USER.SPECIFIED PIPESIZE (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1274.64 DOYNSTREAM(FEET) FLOW LENGTH(FEET) = 122,06 MANNING'S N = 0.013 DEPTH OF FLOY IN 36.0 INCH PIPE IS 22.2 INCHES PIPE.FLOY VELOCITY(FEET/SEC.) = 7.09 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES PIPE.FLOY(CFS) = 32.36 PIPE TRAVEL TIME(MIN.) = LONGEST FLOYPATH FROM NODE = 1274.02 0.29 Tc(MIN.) = 11.01 608.00 TO NODE 612.00 = 1510,69 FEET. **************************************************************************** FLOY PROCESS FROM NODE 612.00 TO NODE 613.00 IS CODE = 41 --_.~----------------------------------_.----------------------------------- .....COMPUTE PIPE.FLOY TRAVEL TIME THRU SUBAREA====: .....USING USER'SPECIFIED PIPESIZE (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ELEVATION DATA: UPSTREAM(FEET) = 1274.00 DDYNSTREAM(FEET) FLOY LENGTH(FEET) = 103.81 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 16.5 INCHES PIPE.FLOW VELOCITY(FEET/SEC.) = 10.24 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES PIPE.FLOY(CFS) = 32.36 PIPE TRAVEL TIME(MIN.) = LONGEST FLOYPATH FROM NODE = 1272.61 0.17 Tc(MIN.) = 11.18 608.00 TO NODE 613.00 = 1614.50 FEET. **************************************************************************** FLOY PROCESS FROM NODE 613.00 TO NODE 613.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 11.18 RAINFALL INTENSITY(INCH/HR) = 2.24 TOTAL STREAM AREA(ACRES) = 18.50 PEAK FLOY RATE(CFS) AT CONFLUENCE = 32.36 **************************************************************************** FLOY PROCESS FROM NODE 602.00 TO NODE 602.00 IS CODE = 7 <<<<tttUSER SPECIFIED HYDROLOGY INFORMATION AT NODE ============================================================================ USER'SPECIFIED VALUES ARE AS FOLLOYS: TC(MIN) = 10,56 RAIN INTENSITY(INCH/HOUR) = 2,31 TOTAL AREA(ACRES) = 5.45 TOTAL RUNDFF(CFS) = 10.38 .***************************************************************************. FLOY PROCESS FROM NODE 602.00 TO NODE 613.00 IS CODE = 41 .....COMPUTE PIPE.FLOY TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)====: 1-/\1/ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1272.98 OO~NSTREAM(FEET) = 1272.78 FLO~ lENGTH(FEET) = 39.17 MANNING'S N = 0.013 DEPTH OF FLO~ IN 27.0 INCH PIPE IS '13.2 INCHES PIPE'FlO~ VELOCITY(FEET/SEC.) = 5.37 eGIVEN PIPE DIAMETER(INCH) = 27,00 NUMBER OF PIPES PIPE'FlO~(CFS) = 10.38 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 10.68 LONGEST FlOWPATH FROM NODE 606.00 TO NODE 613,00 = 629,99 FEET. **************************************************************************** FLO~ PROCESS FROM NODE 613.00 TO NODE 613.00 IS CODE = ---------------------------------------------------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.68 RAINFALL INTENSITY(INCH/HR) = 2.30 TOTAL STREAM AREA(ACRES) = 5.45 PEAK FLO~ RATE(CFS) AT CONFLUENCE = 10.38 **************************************************************************** FLOW PROCESS FROM NODE 605.00 TO NODE 605.00 IS CODE = 7 ----------------------.----------------------------------------------------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER'SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.56 RAIN INTENSITY(INCH/HOUR) = 2.31 TOTAL AREA(ACRES) = 5.45 TOTAL RUNOFF(CFS) = 10.38 ~*************************************************************************** FLO~ PROCESS FROM NODE 605.00 TO NODE 613.00 IS CODE = 41 -----~--~---------------------------------------~--------------------~------ .....COMPUTE PIPE'FLO~ TRAVEL TIME THRU SU8AREA===== .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1272.94 DO~NSTREAM(FEET) 1272.78 FLO~ LENGTH(FEET) = 30.79 MANNING'S N = 0.013 DEPTH OF FlO~ IN 27.0 INCH PIPE IS 13.1 INCHES PIPE-FLO~ VELOCITY(FEET/SEC.) = 5.41 GIVEN PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES PIPE'FLO~(CFS) = 10.38 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 10.65 lONGEST FlO~PATH FROM NODE 0.00 TO NODE 613.00 = 330.79 FEET. **************************************************************************** FLOW PROCESS FROM NODE 613.00 TO NODE 613.00 IS CODE = -----~---------------------------------------------------------------------- tttttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE .....AND COMPUTE VARIOUS CONFlUENCED STREAM VAlUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . . . TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 10.65 RAINFALL INTENSITY(INCH/HR) = 2.30 TOTAL STREAM AREA(ACRES) = 5.45 PEAK FLO~ RATE(CFS) AT CONFLUENCE = 10,38 ** CONFLUENCE DATA ** STREAM RUNOFF Tc I NTENS!TY AREA 1/~"? NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 32.36 11.18 2,242 18.50 2 10.38 10.68 2.299 5.45 3 10.38 10.65 2.302 5.45 ..................................WARNI NG.................................. IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCO FORMULA OF PLATE 0.1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 51.57 10,65 2.302 2 51.66 10.68 2,299 3 52.59 11.18 2.242 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 52.59 Tc(MIN.) = 11.18 TOTAL AREA(ACRES) = 29.40 LONGEST FLOWPATH FROM NODE 608.00 TO NODE 613.00 1614.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 613.00 TO NODE 614.00 IS COOE = 41 . tttttCOMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA tttttUSING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1272.43 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 185.37 MANNING'S N = 0.013 ASSUME FULL. FLOWING PIPELINE PIPE.FLOW VELOCITY(FEET/SEC.) = 7.44 GIVEN PIPE DIAMETERCINCH) = 36.00 PIPE.FLOW(CFS) = 52.59 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 1271.50 NUMBER OF PIPES 0.42 Tc(MIN.) = 11,60 608.00 TO NODE 614.00 = 1799,87 FEET. **************************************************************************** FLOW PROCESS FROM NODE 614.00 TO NODE 615.00 IS CODE = 41 .....COMPUTE PIPE.FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER'SPECIFIED PIPESIZE CEXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1271.11 OOWNSTREAM(FEET) = 1236.40 FLOW LENGTH(FEET) = 160.62 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 10.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 32.09 GIVEN PIPE OIAMETER(INCH) = 36.00 NUMBER OF PIPES PIPE'FLOW(CFS) = 52,59 PIPE TRAVEL TIME(MIN,) = 0.08 TcCMIN.) = 11.68 . LONGEST FLOWPATH FROM NODE 608.00 TO NODE 615.00 = 1960.49 FEET, -=========================================================================== END OF STUDY SUMMARY: TOTAL AREACACRES) PEAK FLOW RATE(CFS) = 29.40 TC(MIN.) = 52.59 11.68 'V"" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ============================================================================ END OF RATIONAL METHOD ANALYSIS . . . ~ **************************************************************************** . RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & YATER CONSERVATION DISTRICT (RCfC&WCD) 1978 HYOROLOGY MANUAL (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** * LINE 600 * 100-YEAR . SURfACE AND STORM DRAIN fLOWS . . . ************************************************************************** fILE NAME: 100L600.0AT TIME/DATE Of STUDY: 15:01 05/31/2001 USER SPECIfIED HYDROLOGY AND HYDRAULIC MODEL INfORMATION: . USER SPECIfIED STORM EVENT(YEAR) = 100,00 SPECIfIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIfIED PERCENT Of GRAOIENTS(DECIMAL) TO USE fOR fRICTION SLOPE = 0.95 10-YEAR STORM 10'MINUTE INTENSITY(INCH/HOUR) = 2.360 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 100'YEAR STORM 10.MINUTE INTENSITY(INCH/HOUR) = 3.480 100-YEAR STORM 60.MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE Of 10'YEAR INTENSITY.OURATION CURVE = 0.5505732 SLOPE Of 100.YEAR INTENSITY'DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1'HDUR INTENSITY(INCH/HOUR) = 1.300 SLOPE Of INTENSITY DURATION CURVE = 0.5496 RCfC&WCD HYDROLOGY MANUAL "C"'VALUES USED fOR RATIONAL METHOD NOTE: COMPUTE CONfLUENCE VALUES ACCORDING TO RCfC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOYNSTREAM ANALYSES 'USER.OEfINED STREET.SECTIONS fOR COUPLED PIPEfLOW AND STREET fLOW MODEL' HALf. CROWN TO STREET'CROSSfALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSfALL IN' / DUT'/PARK- HEIGHT WIDTH LIP HIKE fACTOR (fT) (fT) SIDE / SIDE/ WAY (fT) (fT) (fT) (fT) (n) NO. --------- ----------------- --------- ----------------- ------ ----- ------ ----- ------- 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 = D.O.eFT*FT/S) .SIZE PIPE WITH A fLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.. e**************************************************************************** fLOW PROCESS fROM NODE 600.00 TO NODE 601.00 IS CODE = 21 eeeeeRATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ASSUMED INITIAL SUBAREA UNIfORM ~~ ~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/CELEVATION CHANGEl]**,2 INITIAL SUBAREA FLOW-LENGTH = 140.00 .STREAM ELEVATION = 1288,00 ~NSTREAM ELEVATION = 1285.95 ELEVATION DIFFERENCE = 2.05 TC = 0.393*[( 140.00**3l/C 2,05)]**.2 = 6.596 100 YEAR RAINFALL 'INTENSITY(lNCH/HOUR) = 4.374 SINGLE'FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = ,8585 SOIL CLASSIFICATION IS nOH SU8AREA RUNOFF(CFS) = 0.38 TOTAL AREA(ACRES) = 0,10 TOTAL RUNOFF(CFS) = 0.38 **************************************************************************** FLO~ PROCESS FROM NODE 601.00 TO NODE 602.00 IS COOE = 61 ----.----------------------------.-------------------------_.--------------- .....COMPUTE STREET FLO~ TRAVEL TIME THRU SU8AREA====: .....(STANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1285.45 DO~NSTREAM ELEVATIONCFEETl = 1281.32 STREET LENGTHCFEET) = 550.00 CURB HEIGHT(INCHES) = 6,0 STREET HALF~IDTHCFEET) = 30.00 DtSTANCE FROM CRO~N TO CROSS FALL GRADEBREAK(FEETl = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0,020 OUTSIDE STREET CROSSFALLCOECIMAL) = 0,080 SPECIFIED NUMBER OF HALFSTREETS CARRYtNG RUNOFF = . STREET PARK~AY CROSSFALL(DECIMAL) = 0.020 4111tannins/S FRICTION FACTOR for StreetfLow Section{curb-to-curb); 0.0150 . Manning/s FRICTION FACTOR for Back-at-Walk Flow Section = 0.0200 *'TRAVEL TIME COMPUTEO USING ESTIMATED FLO~CCFS) STREETFLO~ MODEL RESULTS USING ESTIMATED FLO~: STREET FLO~ OEPTH(FEET) = 0.45 HALFSTREET FLOOD ~IDTHCFEET) = 5.'6 AVERAGE FLO~ VELOCITYCFEET/SEC.) 2.91 PROOUCT OF OEPTH&VELOCITYCFT*FT/SEC.) = '.31 STREET FLO~ TRAVEL TIMECMIN.) = 3,15 TcCMIN.) 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.530 SINGLE'FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8497 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) = '.90 TOTAL AREA(ACRES) = 2.00 3.25 9.74 SUBAREA RUNOFF(CFSl = PEAK FLO~ RATE(CFS) 5.70 6.07 END OF SUBAREA STREET FLO~ HYDRAULICS: DEPTHCFEETl = 0,56 HALFSTREET FLOOD ~IDTHCFEETl 9,59 FLO~ VELOCITYCFEET/SEC.) = 3.26 DEPTH*VELOCITY(FT*FT/SEC.) 1.83 *NOTE: INITIAL SUBAREA NOMOGRAPH ~I,H SUBAREA PARAMETERS, AND L = 550.0 FT ~lTH ELEVATION'DROP = 4.1 FT, IS 4,8 CFS, ~HICH EXCEEDS THE TOp.OF.CURB STREET CAPACITY AT NODE 602.00 LONGEST FLO~PATH FROM NODE 600.00 TO NOOE 602.00 = 690,00 FEET. **************************************************************************** . FLO~ PROCESS FROM NODE 602.00 TO NODE 602.00 IS CODE = 1 . ---------~-------------------------------~~------------------~------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: . <},,1'\ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TIME Of CONCENTRATIONCMIN.) 9.74 RAINFAll INTENSITYCINCH/HR) = 3,53 TOTAL STREAM AREACACRES) = 2.00 4111JAK fLOW RATECCFS) AT CONfLUENCE = 6.07 **************************************************************************** fLOW PROCESS fROM NODE 606.00 TO NODE 607.00 IS CODE = 21 ---~-----~--------_..--------------------------~---------------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ============================================================================ ASSUMED INITIAL SU8AREA UNIfORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**,2 INITIAL SUBAREA fLOW' LENGTH = 140.00 UPSTREAM ELEVATION = 1285.50 DOWNSTREAM ELEVATION = 1283.60 ELEVATION DIffERENCE = 1.90 TC = 0.393*[( 140.00**3)/( 1.90)J**.2 = 6.697 100 YEAR RAINfALL INTENSITY(INCH/HOUR) = 4.338 SINGLE'fAMILY(1/4 ACRE LOT) RUNOff COEffICIENT = .8454 SOIL CLASSIFICATION IS "e" SUBAREA RUNOFfCCfS) 1.10 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOffCCfS) = 1.10 **************************************************************************** fLOW PROCESS fROM NODE 607,00 TO NODE 602.00 IS CODE = 61 --------------------------.-.---------------------------------.----------.-. .....COMPUTE STREET fLOW TRAVEL TIME THRU SUBAREA====: ~:::::::~:~~:~=~~::=::~::~:=~::~~========================================= ~PSTREAM ELEVATIONCfEET) = 1283.10 DOWNSTREAM ELEVATION(fEET) = 1281.42 STREET LENGTH(fEET) = 180.00 CURB HEIGHT(INCHES) = 6.G STREET HALfWIOTH(FEET) = 30.00 DISTANCE fROM CROWN TO CROSSfALL GRADEBREAKCFEET) INSIDE STREET CROSSfALLCOECIMAL) = 0.020 OUTSIDE STREET CROSSfALLCOECIMAL) = 0.080 18.00 SPECIfIED NUMBER Of HALf STREETS CARRYING RUNOff = 1 STREET PARKWAY CROSSfALL(OECIMAL) = 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) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET fLOW OEPTHCfEET) = 0.35 HALf STREET fLOOD WIOTH(fEET) = 3.87 AVERAGE fLOW VELOCITYCfEET/SEC.) = 2.73 PRODUCT Of OEPTH&VELOCITY(fT*fT/SEC.) 0,94 STREET fLOW TRAVEL TIME(MIN.) = 1,10 TeCMIN.) 100 YEAR RAINfALL INTENSlTY(lNCH/HOUR) = .3,990 SI~GLE'fAMILY(I/4 ACRE LOT) RUNOff COEffICIENT = .8413 SOIL CLASSIFICATION IS "cn SUBAREA AREA(ACRES) = 0.40 ~TOTAL AREA(ACRES) = 0,70 1.77 7,80 SUBAREA RUNOFFCCFS) = PEAK fLOW RATECCfS) = 1.34 2.44 END Of SUBAREA STREET fLOW HYDRAULICS: OEPTHCfEET) = 0,39 HALf STREET fLOOD WIOTH(fEET) = 4.40 fLOW VELOCITY(fEET/SEC.) = 2.96 OEPTH*VELOCITY(fT*fT/SEC.) = LONGEST fLOWPATH fROM NODE 606.00 TO NODE 602,00'= 320.00 1.15 fEET. 1/,,9;) **************************************************************************** FLOW PROCESS FROM NOOE .602.00 TO NODE 602.00 IS COOE = 1 . _... _.. ...._. .... ....u._ ._....... ....._.._._. ..... ....... .........u...._ <<<<<DESIGNATE INOEPENOENT STREAM FOR CONFLUENCE===== <<<<<ANO COMPUTE VARIOUS CONFLUENCEO STREAM VALUES ======================~~~=====~============================================= TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INOEPENOENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.80 RAINFALL INTENSITY(INCH/HR) = 3.99 TOTAL STREAM AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) AT CONFLUENCE 2.44 ** CONFLUENCE DATA ** STREAM RUNOFF NUM8ER (CFS) 1 6.07 2 2.44 Te (MIN.) 9.74 7.80 INTENSITY (INCH/HOUR) 3.530 3.990 AREA (ACRE) 2.00 0.70 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASEO ON THE RCFC&WCO FORMULA OF PLATE D.1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. . ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN, ) (I NCH/HOUR) 1 7.30 7.80 3,990 2 8.24 9.74 3,530 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.24 Te(MIN,) = 9,74 TOTAL AREA(ACRES) = 2.70 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 602.00 = 690.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 602.00 IS CODE = 10 ---------------------------------------------------------------------------- <<<<<MAIN'STREAM MEMORY COPIEO ONTO MEMORY BANK # 1 ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 603.00 TO NODE 604.00 IS CODE = 21 -------------------...----------------.------------------------------------- <<<<<RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ASSUMEO INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)f(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 1288.00 DOWNSTREAM ELEVATION = 1285.95 ELEVATION OIFFERENCE = 2,05 TC = 0.393*(( 140.00**3)/( 2.05)]**.2 = 6.596 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.374 vo... SINGLE'FAMILY(1/4 ACRE LOT) RUNOFF SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) 4111rTAL AREA(ACRES) = COEFFICIENT = ,8585 0.38 0.10 TOTAL RUNOFF(CFS) = 0.38 **************************************************************************** FLOW PROCESS FROM NODE 604.00 TO NODE 605_00 IS CODE = 61 -------------------------~~------------------------------------------------- t~~ttCOMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA ttttt(STANDARD CURB SECTION USED) ============================================================================ UPSTREAM ELEVATION(FEET) = 1285,45 DOWNSTREAM ELEVATION(FEET) = 1281.42 STREET LENGTH(FEET) = 660.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for StreetfLow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-at-WaLk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED fLDW(CFS) STREETFLOW MODEL RESULTS UStNG ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 9.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.93 . PRODUCT OF DEPTH&VELOClTY(FT"FT/SEC.) = 1.64 . STREET FLOW TRAVEL TIME(M!N.) = 3,75 Te(MIN.) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.415 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8482 SOIL CLASSIFICATION IS non SUBAREA AREA(ACRES) = 3.50 TOTAL AREA(ACRES) = 3.60 5.45 10.35 SU8AREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 10,14 10.51 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.69 HALFSTREET FLOOD WIDTH(FEET) 17_38 FLOW VELOCITY(FEET/SEC.) = 2.97 DEPTH"VELOCITY(FT"FT/SEC.) 2.03 "NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 660.0 FT WITH ELEVATION.DROP = 4.0 FT, IS 8.3 CFS, WHICH EXCEEDS THE TOP~OF-CURB STREET CAPACITY AT NODE 605.00 LONGEST FLOWPATH FROM NODE 603.00 TO NODE 605.00 = 800.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 605.00 TO NODE 605,00 IS COOE = ~--~-~~---~------~~~------~----~-----------~-------~~~--~~--------~--~------ <<<<<DESIGNATE INDEPENDENT STREAM fOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONfLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.35 RAINFALL INTENSITYCINCH/HR) = 3.41 .TOTAL STREAM AREA(ACRES) = 3.60 _ __ PEAK FLOW RATECCFS) AT CONFLUENCE = 10.51 , return flows from line 400 ~ , , 1/~P +--------~~~----------.--------------~~-------------------~~~-~~~~-----_._~+ , , +_________~_______._M__________________.______________---------------------+ .- *********************************************************************** OY PROCESS FROM NODE 421,00 TO NODE 421.00 IS CODE = 7 ----------.-------------.--.--.-----------.-----.--------------------------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE -------===================================================================== USER' SPECIFIED VALUES ARE AS FOLLOYS, TC(MIN) = 11.06 RAIN INTENSITY(INCH/HOUR) = 3.29 TOTAL AREA(ACRES) = 2.20 TOTAL RUNOFF(CFS) = 18.13 **************************************************************************** FLOY PROCESS FROM NODE 421,00 TO NODE 605.00 IS CODE = 61 ----------------------------------------------------------.----------------- .....CDMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA====: .....(STANDARD CURB SECTION USED)====: ============================================================================ UPSTREAM ELEVATION(FEET) = 1285.38 OOYNSTREAM ELEVATION(FEET) = 1281.42 STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6,0 STREET HALFYIOTH(FEET) = 30,00 DISTANCE FROM CROYN TO CROSS FALL GRAOEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 18_00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKYAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 ~nning'S FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOY(CFS) = STREETFLOY MODEL RESULTS USING ESTIMATED FLOY: STREET FLOY DEPTH(FEET) = 0.68 HALFSTREET FLOOD YIDTH(FEET) = AVERAGE FLOY VELOCITY(FEET/SEC,) PRODUCT OF OEPTH&VELOCITY(FT*FT/SEC.) = STREET FLOY TRAVEL TIME(MIN,) = 0.63 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) 0.10 TOTAL AREA(ACRES) = 2_30 18.27 16.97 5.33 3.62 Tc(MIN.) = 3.194 = .8890 11.69 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 0.28 18,41 END OF SU8AREA STREET FLOY HYDRAULICS: DEPTH(FEET) = 0.68 HALFSTREET FLOOD YIDTH(FEET) = 17.07 FLOY VELOCITY(FEET/SEC.) = 5.32 DEPTH*VELOCITY(FT*FT/SEC.) = 3,62 LONGEST FLOYPATH FROM NODE 606.00 TO NODE 605.00 = 520.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 421,00 TO NODE 605.00 IS CODE = ------------~~-------~-_..~--------------------~----------.------------.---- ~~tt~DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 4IIIlOTAL NUMBER OF STREAMS = 4 ~ONFLUENCE VALUES USED FOR I~DEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.69 RAINFALL INTENSITY(INCH/HR) = 3.19 TOTAL STREAM AREA(ACRES) = 2.30 PEAK FLOY RATE(CFS) AT CONFLUENCE = 18.41 ~\ +------~~----------------------_._--------_._------------------------------+ , HALF STREET FLOWS FROM 8ASIN 500 , , , . +--_._-------------------------------------~-------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 509.00 TO NODE 509,00 IS CODE = 7 -----~--------_.------------------------------------------------------------ .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER'SPECIFIEO VALUES ARE AS FOLLOWS: 'TC(MIN) = 11.76 RAIN INTENSITY(INCH/HOUR) = 3.18 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 8.99 **************************************************************************** FLOW PROCESS FROM NODE 509.00 TO NODE 605.00 IS CODE = 61 ---------------------------.------------------------------------------------ .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....(STANOARO CURB SECTION USED) - ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1285.79 DOWNSTREAM ELEVATION(FEET) = 1281,42 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6,0 STREET HALFWIOTH(FEET) = 30,00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) 18.00 INSIDE STREET CROSSFALL(OECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 ~PECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(OECIMAL) = 0.020 Manning/s FRICTION FACTOR for StreetfLow SectionCcurb-to-curb) = 0.0150 Manning/s FRICTION FACTOR tor Back-at-WaLk FLow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET) = 0_58 HALFSTREET FLOOD WIDTH(FEET) = 10.51 AVERAGE FLOW VELOCITY(FEET/SEC.) 4.54 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.61 STREET FLOW TRAVEL TIME(MIN.) = 1.10 Te(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.031 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8851 SOIL CLASSIFICATION IS nen SUBAREA AREA(ACRES) 0.10 TOTAL AREA(ACRES) = 1,50 9,12 12,86 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 0,27 9.26 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 10.61 FLOW VELOCITY(FEET/SEC.) = 4.57 OEPTH*VELOCITY(FT*FT/SEC.) = 2.64 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 605.00 = 300.00 FEET. **************************************************************************** .FLOW PROCESS FROM NODE 605.00 TO NODE 605.00 IS CODE = 1 --------------------~--_._----------------------~------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: 1r'61/ TIME OF CONCENTRATION(MIN.) = 12.B6 RAINFALL INTENSITY(INCH/HR) = 3.03 TOTAL STREAM AREA(ACRES) = 1.50 4111JAK FLOW RATE(CFS) AT CONFLUENCE = **************************************************************************** 9.26 FLOW PROCESS FROM NODE 608.00 TO NODE 609.00 IS CODE = 21 t~~~~RATIONAL METHOD INITIAL SUBAREA ANAlYSIS====== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**,2 INITIAL SUBAREA FLOW-LENGTH = 1120,00 UPSTREAM ELEVATION = 1285,70 DOWNSTREAM ELEVATION = 1283.76 ELEVATION DIFFERENCE = 1.94 TC = 0.393*[( 1120.00**3)/( 1,94)]**.2 = 23.223 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2,190 SINGLE'FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8034 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 0,35 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0,35 **************************************************************************** FLOW PROCESS FROM NOOE 608.00 TO NOOE 605.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA=:==: ..:::::::::~::~=~~::=::~::~:=~::~~========================================= PSTREAM ElEVATION(FEET) = 1283.26 DOWNSTREAM ELEVATION(FEET) = 1281.42 STREET lENGTH(FEET) = IBO.OO CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) INSIOE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) . = 0.080 13.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manningts 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) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 2,78 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.40 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.62 STREET FLOW TRAVEL TIME(MIN,) = 1.25 Tc(MIN,) = 24.47 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.12B SINGLE'FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = _8012 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) ~TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 3.41 FLOW VELOCITY(FEET/SEC.) = 2.66 DEPTH*VELOCITY(FT*FT/SEC.) LONGEST FLOWPATH FROM NODE 608.00 TO NODE 605.00,= 1300.00 0,86 1.02 1.37 0.82 FEET. zj>'!7 **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 605.00 IS'CODE = 1 ......--.-.-....-..-..-............-.......-....-..--.----........---.... ...DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES====: ---------------------------------------------------------------------------- -------~-------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 24.47 RAINFALL INTENSITY(INCH/HR) = 2.13 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.37 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 10.51 2 18.41 3 9.26 4 1.37 Tc (MIN.) 10,35 11.69 12.86 24.47 INTENSITY (I NCH/HOUR) 3.415 3.194 3.031 2.128 AREA (ACRE) 3.60 2.30 1.50 0.80 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE, THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFAll INTENSITY AND TIME OF CONCENTRATION RATIO ~ONFlUENCE FORMULA USED FOR 4 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 34.85 10.35 3.415 2 37.32 11.69 3.194 3 36.78 12,86 3.031 4 26.69 24.47 2,128 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 37.32 Tc(MIN.) = 11.69 TOTAL AREA(ACRES) = 8.20 LONGEST FLOWPATH FROM NODE 608.00 TO NODE 605.00 = 1300.00 FEET, FLOW PROCESS FROM NODE 602.00 TO NODE **************************************************************************** 602.00 IS COOE = 11 .....CONFlUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN,) (INCH/HOUR) 1 37.32 11.69 3.194 . LONGEST FLOWPATH FROM NODE 608.00 TO NODE ** MEMORY 8ANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN,) (INCH/HOUR) 1 8.24 9.74 3.530 AREA (ACRE) 8.20 602.00 1300.00 FEET. AREA (ACRE) 2,70 z,t~lt LONGEST fLOWPATH fROM NODE 600,00 TO NOOE 602.00 = 690,00 FEET. *********************************WARNING***************************.****** . THIS COMPUTER PROGRAM, THE CONfLUENCE VALUE USED IS BASED THE RCFC&WCO fORMULA Of PLATE D-1 AS DEfAULT VALUE. THIS fORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE Of PEAK fLOW. *******************************-************************.***************** ** PEAK fLOW RATE T ABLE*- STREAM RUNOff Tc INTENSITY NUM8ER (CfS) (MIN. ) (INCH/HOUR) 1 39.35 9.74 3.530 2 44.77 11.69 3.194 COMPUTED CONFLUENCE PEAK FLOW RATECCFS) TOTAL AREACACRES) = ESTIMATES ARE AS fOLLOWS: = 44.77 Tc(MIN,) = 10.90 11.69 +_._-~---------._----------------------------------------------------------+ 1 START STORM DRAIN fLOWS 1 1 1 1 1 +--------------------------------------------------------------------------+ **********************************************************.***************** fLOW PROCESS fROM NODE 506,00 TO NODE 506.00 IS CODE = 7 ---------------------------------------------------------------------------- .....USER SPECIFIED HYDROLOGY INfORMATION AT NODE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .SER~SPECIFIED VALUES ARE AS FOllOYS: TCCMIN) = 10_73 RAIN INTENSITYCINCH/HOUR) = 3.35 TOTAL AREACACRES) = 9.90 TOTAL RUNOffCCFS) = 18.70 **************************************************************************** FLOW PROCESS fROM NODE 506_00 TO NODE 610.00 IS CODE = 41 ----------~~---------------~---~~----------------------~~------------~------ eeeteCOMPUTE PIPE-FlOY TRAVEL TIME THRU SUBAREA===== ...,.USING USER'SPECIFIEO PIPESI2E CEXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCfEET) = 1277.25 DOWNSTREAMCfEET) FLOW LENGTHCfEET) = 69.38 MANNING'S N = 0.013 DEPTH Of fLOW IN 27.0 INCH PIPE IS 12.5 INCHES PIPE.fLOW VELOCITYCfEET/SEC.) = 10.39 GIVEN PIPE DIAMETERCINCH) = 27.00 NUMBER Of PIPES PIPE'fLOWCCfS) = 18.70 PIPE TRAVEL TIMECMIN.) = LONGEST FLOWPATH fROM NODE 1275.86 0.11 TcCMIN.) = 10.84 608.00 TO NODE 610.00 1369.38 fEEL **************************************************************************** fLOW PROCESS fROM NODE 610.00 TO NODE 610.00 IS CODE = ---------------------~~--~~------------------~------------~----------------- tetteDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUM8ER Of STREAMS = 2 . CONFLUENCE VALUES USED FOR INDEPENDENT _ TIME Of CONCENTRATIONCMIN.) = 10.84 RAINfALL INTENSITYCINCH/HR) = 3.33 TOTAL STREAM AREA(ACRES) = 9.90 PEAK fLDW RATE(CfS) AT CONfLUENCE = STREAM 1 ARE: 18JG ~~ +------~------_...---~-----_._-~-----------------------------_._~----------+ f LATERAL 83 , , , ~._......__._........_._--_..__.__.....__........._......_......_------~ **************************************************************************** fLOW PROCESS fROM NODE 417.00 TO NODE 417.00 IS COOE = 7 -------------------------------~-----------~-------~---------~-------~~----- .....USER SPECIfIED HYDROLOGY INfORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER'SPECIfIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.36 RAIN INTENSITY(INCH/HOUR) = 3.41 TOTAL AREA(ACRES) = 8.60 TOTAL RUNOff(CFS) = 16,40 **************************************************************************** FLOW PROCESS. FROM NODE 417.00 TO NODE 610.00 IS COOE = 41 _._----------------_._----------------------~---------_.~------------------- .....COMPUTE PIPE.FLOW TRAVEL TIME THRU SU8AREA---c- .....USING USER'SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1278.40 DOWNSTREAM(FEET) = 1276,36 FLOW LENGTH(FEET) = 70.82 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.18 GIVEN PIPE OIAMETER(INCH) = 18.00 NUM8ER OF PIPES = PIPE'FLOW(CFS) = 16.40 PIPE TRAVEL TIME(MIN.) = 0.11 Te(MIN.) = 10.47 LONGEST FLOWPATH FROM NODE 606.00 TO NODE 610.00 590.82 FEET. ~************************************************************************* FLOW PROCESS FROM NODE 610.00 TO NOOE 610.00 IS CODE = -------------------------------------------~-------_.----------------------- .....OESIGNATE INOEPENOENT STREAM FOR CONFLUENCE===== ~~~~~AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INOEPENOENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10,47 RAINFALL INTENSITY(INCH/HR) = 3.39 TOTAL STREAM AREA(ACRES) = 8.60 PEAK FLOW RATE(CFS) AT CONfLUENCE = 16.40 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 18.70 2 16.40 Te (MIN.) 10.84 10,47 INTENSITY CINCH/HOUR) 3.329 3.394 AREA (ACRE) 9.90 8.60 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D.1 AS OEfAULT VALUE. THIS fORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW, ************************************************************************** ~RAINFALL .INTENSITY AND TIME OF CONCENTRATION CONfLUENCE fORMULA USEO fOR 2 STREAMS. RATIO ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Te INTENSITY 1/1'(, ~UMBER (CFS) (MIN,) (INCH/HOUR) 1 34.45 10.47 3,394 2 34.79 10.84 3.329 ~PUTEO CONFLUE~CE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 34.79 Tc(MI~.) = 10.84 TOTAL AREA(ACRES) = 18,50 LONGEST FLOWPATH FROM NODE 608.00 TO NOOE 610.00 = 1369.38 FEET. ,I **************************************************************************** FLOW PROCESS FROM NODE 610.00 TO NODE 611,00 IS CODE = 41 " i -~~---~-----------_._------------------------------------------------------- .....COMPUTE PIPE'FLOW TRAVEL TIME THRU SUBAREA .....USING USER'SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1276.36 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 19.25 MANNING'S N = 0.013 DEPTH OF FLOW IN 27,0 INCH PIPE IS 13.7 INCHES PIPE'FLOW VElOCITY(FEET/SEC.) = 17.22 GIVEN PIPE DIAMETER(INCH) = 27.00 NUM8ER OF PIPES = PIPE'FLOW(CFSl = 34.79 PIPE TRAVEL TIME(MIN., = LONGEST FLOWPATH FROM ~ODE = 1275.38 0,02 Tc(MIN.l = 10.86 608.00 TO NODE 611.00 = 1388.63 FEET. **************************************************************************** FLOW PROCESS FROM NODE 611-00 TO NODE 612.00 IS CODE = 41 ---------------------------------------------------------------------------- .....COMPUTE PIPE. FLOW TRAVEL TIME THRU SUBAREA==:=: .....USING USER-SPECIFIED PIPESIZE (EXISTI~G ELEMENT) .====================================================~================ LEVATION DATA: UPSTREAM(FEET) = 1274.64 DOWNSTREAM(FEET) = 1274,02 FLOW LENGTH(FEET) = 122.06 MANNING'S N = 0.013 DEPTH OF FLOW IN 36,0 INCH PIPE IS 23,3 INCHES PIPE-FLOW VElOCITY(FEET/SEC., = 7.20 GIVEN PIPE DIAMETER(INCH) = 36,00 NUMBER OF PIPES PIPE'FLOW(CFSl = 34,79 PIPE TRAVEL TIME(MI~.) = LO~GEST FLOWPATH FROM NODE 0.28 Tc(MI~,) = 11-14 608,00 TO NODE 612.00 = 1510.69 FEET. **************************************************************************** FLOW PROCESS FROM ~ODE 612.00 TO NOOE 613.00 IS CODE = 41 -------------------------------------------------------------------------..- .....COMPUTE PIPE'FLOW TRAVEL TIME THRU SUBAREA t~~~~USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1274.00 DOW~STREAM(FEETl = 1272,61 FLOW lENGTH(FEET) = 103.81 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 17.2 INCHES PIPE.FlOW VElOCITY(FEET/SEC.) = 10.43 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES PIPE'FLOW(CFSl = 34.79 PIPE TRAVEL TIME(MIN.' = LONGEST FlOWPATH FROM NODE 0.17 Tc(MIN.l = 11.31 608,00 TO NODE 613.00 = 1614.50 FEET. .************************************************************************** FLOW PROCESS FROM NODE 613.00 TO NODE 613.00 IS CODE = 1 ~ ----.----------------------------------------------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE TOTAL NUMBER OF STREAMS = 3 1,;$1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- CONfLUENCE VALUES USEO fOR INDEPENDENT STREAM 1 ARE: TIME Of CONCENTRATJON(MIN.) = 11.31 RAINfALL INTENSITYCINCH/HRl = 3.25 .TAL STREAM AREA(ACRES) = 18.50 AK fLOW RATE(CfS) AT CONfLUENCE = 34.79 **************************************************************************** fLOW PROCESS fROM NODE 602,00 TO NODE 602.00 IS CODE = 7 ------------------------------------------------------.--------------------- .....USER SPECIfIED HYDROLOGY INfORMATION AT NODE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER.SPEClfIED VALUES ARE AS fOLLOWS: TCCMINI = 11.69 RAIN INTENSITYCINCH/HOURl = 3.19 TOTAL AREACACRESl = 5.45 TOTAL RUNOffCCfS) = 22.39 **************************************************************************** fLOW PROCESS fROM NODE 602.00 TO NODE 613,00 tS CODE = 41 -------------------------------------------------------.-------------------- .....COMPUTE PIPE' fLOW TRAVEL TIME THRU SUBAREA t~tt<<USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(fEET) = 1272.98 DOWNSTREAMCfEET) = 1272.78 fLOW LENGTHCfEETl = 39.17 MANNING'S N = 0.D13 ASSUME fULL' fLOWING PIPELINE PIPE.fLOW VELOCITYCfEET/SEC.I 5,63 GIVEN PIPE DIAMETER(INCH) = 27.00 NUMBER Of PIPES = PIPE'fLOWCCfS) = 22.39 PIPE TRAVEL TIME(MIN.) = 0.12 TcCMIN.) = 11,81 LONGEST fLOWPATH fROM NODE 606,00 TO NODE 613.00 = 629.99 fEET, ~:************************************************************************ FLOW PROCESS FROM NODE 613.00 TD NODE 613.00 IS CODE = ~---------------_._----------------_.--------~--------~----~---------------- .....DESIGNATE INDEPENDENT STREAM fOR CONfLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER Of STREAMS = 3 CONfLUENCE VALUES USED fDR INDEPENDENT STREAM 2 ARE: TIME Of CONCENTRATION(MIN.) = 11.81 RAINfALL INTENSITYCINCH/HRl = 3,18 TDTAL STREAM AREACACRESl = 5.45 PEAK fLOW RATE(CfS) AT CONfLUENCE = 22.39 **************************************************************************** FLOW PROCESS FROM NODE 6D5.00 TD NODE 6D5,00 IS CODE = 7 ._----------------------------------~-------_._----_.----------------------- .....USER SPECIfIED HYDROLOGY INfORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER'SPECIfIED VALUES ARE AS fOLLOWS: TCCMINl = 11.69 RAIN INTENSITYCINCH/HOUR) = 3.19 TOTAL AREACACRES) = 5,45 TOTAL RUNOff(CfS) = 22,39 , **************************************************************************** FLOW PROCESS FROM NODE 605.00 TO NODE 613,OD IS CODE = 41 --_._------_.-----------------_._-------~------------------------_.--------- . uutCOMPUTE PIPE-FLOIJ TRAVEL TIME THRU SUBAREA __ uutUSING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT>= ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) fLOW LENGTHCfEET) = 30.79 ASSUME fULL' fLOWING PIPELINE = 1272.94 DOWNSTREAM(fEETl MANNING'S N = 0.013 1272.78 -z,f#; PIPE'FLOW VELOCITY(FEET/SEC.) = 5.63 GIVEN PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES !IPE'FLOW(CFS) = 22.39 ..E TRAVEL TIME(MIN.) = 0.09 Te(MIN.) = 11.78 GEST FLOWPATH FROM NOOE 0.00 TO NOOE 613,00 = 330.79 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 613.00 TO NOOE 613.00 IS CODE = -----------~---------------------------------------------------------------- .....OESIGNATE INOEPENDENT STREAM FOR CONFLUENCE====: ~tt~tAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES==:=; ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN,) = 11.78 RAINFALL INTENSITY(INCH/HR) = 3.18 TOTAL STREAM AREA(ACRES) = 5.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.39 ** CONFLUENCE DATA ** STREAM' RUNOFF Te INTENSITY AREA NUMBER (CFS) (MIN.) (l NCH/HOUR) (ACRE) 1 34.79 11.31 3.253 18.50 2 22.39 11.81 3.177 5,45 3 22.39 11.78 3,180 5.45 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS 8ASED ON THE RCFC&WCD FORMULA OF PLATE 0.1 AS DEFAULT VALUE, THIS FORMULA .'" r 'ILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ~*********************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK STREAM NUMBER 1 2 3 FLOW RATE RUNOFF (CFS) 77.72 78.74 78.73 TABLE ** Te (MIN.) 11.31 11. 78 11.81 INTENS ITY (l NCH/HOUR) 3,253 3.180 3.177 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 77.72 Te(MIN.) = 11,31 TOTAL AREA(ACRES) = 29.40 LONGEST FLOWPATH FROM NODE 608,00 TO NODE 613.00 = 1614.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 613.00 TO NODE 614.00 IS CODE = 41 ----_._-----_.._-----~-----------_._-------_.------_.~--------------_.------ tttttCOMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE (EXtSTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATtON DATA: UPSTREAM(FEET) = 1272.43 DOWNSTREAM(FEET) = 1271.50 . FLOW LENGTH(FEET) = 185.37 MANNING'S N = 0.013 ~ _ 'ASSUME FULL. FLOWI NG PIPELINE PIPE.FLOW VELOCITY(FEET/SEC.) = 11.00 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 77.72 PIPE TRAVEL TIME(MIN.) = 0.28 Te(MIN.) 11.59 ~fI\ LONGEST FLOWPATH FROM NODE 608. DO TO NODE 614.00 = 1799.87 FEET. **************************************************************************** .w PROCESS FROM NODE 614,00 TO NOOE 615.00 tS CODE = 41 --------~--------------------~-----~-~----~----------------------------~ .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== ~ttttUSING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEETl = 1271.11 OOWNSTREAM(FEETl FLOW LENGTH(FEETl = 160.62 MANNING'S N = 0,013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 12.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC,l = 35.82 GIVEN PIPE DIAMETER(INCHl = 36.00 NUMBER OF PIPES = PIPE'FLOW(CFSl = 77.72 PIPE TRAVEL TIME(MIN.l = LONGEST FLOWPATH FROM NODE 1236.40 0.07 Tc(MIN.l = 608.00 TO NOOE 11-66 615.00 = 1960,49 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRESl PEAK FLOW RATE(CFSl = 29.40 TC(MIN,l = 77.72 11.66 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS .. ~ 1;0..0 **************************************************************************** . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) copyright 1982-2000 Advanced Engineering Software (aes) ~ Ver. 8.0 Release Date: 01/01/2000 license ID 1264 Analysis prepared by: R8F 14725 & Associates Alton Parkway 92618 INine,.~ ----------_._--_.----------_._----------------------~----------------------- TIME/DATE OF STUDY: 15:46 05/30/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** . NODES 602 605 . 100'YEAR . . . . ************************************************************************** **************************************************************************** ....SUMP TYPE BASIN INPUT INFORMATION==== ---------------------------------------------------------------------~------ . Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 8ASIN OPENING(FEET) = DEPTH OF WATER(FEET) = 22.39 0.83 0.83 ....CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 9.59 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ~ . ~~1/ . . . 1,;0..'7 . . . DATE: 5/31/2001 TIME: 14: 5 F0515P WATER SURFACE PROFILE. CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 3.00 CD 2 4 1.50 CD 3 4 2.25 CD 4 4 2,25 ERROR MESSAGE NUMBER 7 IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA INVALID CARD CODE ENCOUNTERED WHILE PROCESSING CD AND PTS CARDS. CODE = , . toA . . . F0515P WATER SURFACE PROFILE. TITLE CARD LISTING HEADING LINE NO 1 IS - LINE 600 HEADING LINE NO 2 IS. Storm Drain 100 Year Discharges HEADING LINE NO 3 IS - 5/03/01 FPG FILE: B.wSP Q FILE = QB.wSP PAGE NO 3 7/0:> . . . F0515P PAGE NO 2 WATER SURFACE PROFILE. ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET UIS DATA STATION INVERT SECT 1008.01 1236.40 1 ELEMENT NO 2 IS A REACH UIS DATA STATION INVERT SECT 1037.731242.82 1 0.013 ELEMENT NO 3 IS A REACH UIS DATA STATION INVERT SECT 1059.581247.54 1 0.013 ELEMENT NO 4 IS A REACH UIS DATA STATION INVERT SECT 1168.631271,11 1 0.013 ELEMENT NO 5 IS A REACH UIS DATA STATION INVERT SECT 1172.131271.50 1 0,013 ELEMENT NO 6 IS A REACH UIS DATA STATION INVERT SECT 1305.011272.16 1 0.013 ELEMENT NO 7 IS A REACH UIS DATA STATION INVERT SECT 1340.351272.34 1 0.013 ELEMENT NO 8 IS A REACH UIS DATA STATION INVERT SECT 1357.501272.43 1 0.013 W S ELEV 1239.40 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 56.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0,00 53.00 1 N RADIUS ANGLE ANG PT MAN H 0,00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 90.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 9 IS A JUNCTION UIS DATA STATION INVERT SECT LAT.1 LAT.2 N Q3 Q4 INVERT.3INVERT.4 PHI3 PHI4 1364.441272.61 1 4 40.013 21.5 21.5 1272.78 1272.78 26.00 45.00 ELEMENT NO 10 IS A REACH UIS DATA STATION INVERT SECT 1414.321273.28 1 0.013 ELEMENT NO 11 IS A REACH UIS DATA STATION INVERT SECT 1449.681273.75 1 0,013 ELEMENT NO 12 IS A REACH UIS DATA STATION INVERT SECT 1468.251274,00 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 N RADIUS ANGLE ANG PT MAN H 0.00 90.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0,00 0.00 0 ~ . . !. F0515P PAGE NO 3 WATER SURFACE PROFILE. ELEMENT CARD LISTING ELEMENT NO 13 IS A REACH UIS DATA STATION INVERT SECT 1471,751274.02 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0,00 1 ELEMENT NO 14 IS A REACH UIS DATA STATION INVERT SECT 1484.141274.08 1 0.013 N RADIUS ANGLE ANG PT MAN H 0,00 0.00 0.00 0 ELEMENT NO 15 IS A REACH UIS DATA STATION INVERT SECT 1512.11 1274.22 1 0.013 N RADIUS ANGLE ANG PT MAN H 0,00 6.00 0.00 0 ELEMENT NO 16 IS A REACH UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1593.811274.63 1 0.013 0.00 0.00 0,00 0 WARNING. ADJACENT SECTIONS ARE NOT IDENTICAL. SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT NO 17 IS A REACH UIS DATA STATION INVERT SECT 1593.811275.38 3 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 18 IS A REACH UIS DATA STATION INVERT SECT 1613.061275.75 3 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 19 IS A JUNCTION UIS DATA STATION INVERT SECT LAT.1 LAT.2 N Q3 Q4 INVERT-3INVERT-4 PHI3 PHI4 1618.561275.86 3 2, 0 0.013 16.0 0,1 1276.30 0.06 45.00 0.00 ELEMENT NO 20 IS A REACH UIS DATA STATION INVERT SECT 1625.821276.00 3 0,013 N RADIUS ANGLE ANG PT MAN H 0,00 0.00 0.00 0 ELEMENT NO 21 IS A REACH UIS DATA STATION INVERT SECT 1660.291276.69 3 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 90.00 0,00 0 ELEMENT NO 22 IS A REACH UIS DATA STATION INVERT SECT 1687.941277.25 3 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0,00 0 ELEMENT NO 23 IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SECT W S ELEV 1687.941277.25 3 0.00 NO EDIT ERRORS ENCOUNTERED.COMPUTATION IS NOW BEGINNING .. WARNING NO, 2" _ WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC ~\ . LICENSEE: R.S.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING LINE 600 Storm Drain 100 Year Discharges 5/03/01 FPG FILE: SWSP Q FILE = QSWSP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR ..........,.....*******************..*******......***********......*************..***........**..******..**..*..**........**...**.*..******************** 1008.01 1236.40 1.061 1237.461 77.8 34.79 18.799 1256.260 0.00 2.749 3.00 0.00 0.00 0 0.00 29.72 0.21602 .182446 5.42 1.023 0.00 1037.73 1242.82 1.082 1243.902 77.8 33.86 17.798 1261.700 0.00 2.749 3.00 0.00 0.00 0 0.00 21.85 0.21602 .168658 3.69 1.023 0.00 1059.58 1247.54 1.106 1248.646 77.8 32.87 16.776 1265.422 0.00 2.749 3.00 0.00 0.00 0 0.00 13.33 0.21614 .156218 2.08 1.023 0.00 1072.91 1250.42 1.127 1251.549 77.8 32.04 15.943 1267.492 0.00 2.749 3.00 0.00 0.00 0 0.00 18.87 0.21614 .141512 2.67 1.023 0.00 1091.78 1254.50 1.168 1255.669 77.8 30.55 14.488 1270.157 0.00 2.749 3.00 0.00 0.00 0 0.00 13.87 0.21614 .124165 1.72 1.023 0.00 . 1105.65 1257.50 1.210 1258.708 77.8 29.13 13.174 1271.882 0.00 2.749 3.00 0.00 0.00 0 0.00 10.76 0.21614 .108966 1.17 1.023 0.00 1116.41 1259.82 1.254 1261.078 77.8 27.78 11.980 1273.058 0.00 2.749 3.00 0.00 0.00 0 0.00 8.66 0.21614 .095679 0.83 1.023 0.00 1125.07 1261.69 1.300 1262.995 77.8 26.48 10.889 1273.884 0.00 2.749 3.00 0.00 0.00 0 0.00 7.13 0.21614 .084054 0.60 1.023 0.00 1132.20 1263.24 1.348 1264.584 77.8 25.24 9.895 1274.479 0.00 2.749 3.00 0.00 0.00 0 0.00 5.97 0.21614 .073897 0.44 1.023 0.00 1138.17 1284.53 1.399 1265.925 77.8 24.07 8.998 1274.923 0.00 2.749 3.00 0.00 0.00 0 0.00 5.07 0.21614 .084997 0.33 1.023 0.00 1143.24 1265.62 1.451 1267.072 77.8 22.95 8.179 1275.251 0.00 2.749 3.00 0.00 0.00 0 0.00 4.33 0.21614 .057190 0.25 1.023 0.00 . ~ . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 2 WATER SURFACE PROFILE LISTING LINE 600 Storm Drain 100 Year Discharges 5/03/01 FPG FILE: BWSP Q FILE = QBWSP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA 10 NO. PIER UELEM SO SF AVE HF NORM DEPTH ZR ....****.***.........,,**.******.**.**...****....*****..*****.*..****..**."'*********.....*****..**...********11"..***.****..*****..********..*. 1147.57 1266.56 1.506 1268.064 77.8 21.88 7.437 1275.501 0.00 2.749 3.00 0.00 0.00 0 0.00 3.73 0.21614 .050369 0.19 1.023 0.00 1151.30 1267.36 1.564 1268.928 77.8 20.86 6.759 1275.687 0.00 2.749 3.00 0.00 0.00 0 0.00 3.22 0.21614 .044403 0.14 1.023 0.00 1154.52 1268.06 1.625 1269.685 77.8 19.89 6.145 1275.830 0.00 2.749 3.00 0.00 0.00 0 0.00 2.80 0.21614 .039179 0.11 1.023 0.00 1157.32 1268.66 1.689 1270.354 77.8 18.97 5.586 1275.940 0.00 2.749 3.00 0.00 0.00 0 0.00 2.42 0.21614 .034608 0.08 1.023 0.00 1159.74 1269.19 1.757 1270.945 77.8 18.08 5.078 1276.023 0.00 2.749 3.00 0.00 0.00 0 0.00 2.11 0.21614 .030606 0.06 1.023 0.00 . 1161.85 1269.64 1.828 1271.472 77.8 17.24 4.617 1276.089 0.00 2.749 3.00 0.00 0.00 0 0.00 1.81 0.21614 .027103 0.05 1.023 0.00 1163.66 1270.04 1.904 1271.941 77.8 16.44 4.197 1276.138 0.00 2.749 3.00 0.00 0.00 0 0.00 1.57 0.21614 .024043 0.04 1.023 0.00 1165.23 1270.38 1.984 1272.360 77.8 15.68 3.816 1276.176 0.00 2.749 3.00 0.00 0.00 0 0.00 1.34 0.21614 .021374 0.03 1.023 0.00 1166.57 1270.66 2.071 1272.735 77.8 14.95 3.469 1276.204 0.00 2.749 3.00 0.00 0.00 0 0.00 1.13 0.21614 .019051 0.02 1.023 0.00 1167.70 1270.91 2.163 1273.072 77.8 14.25 3.154 1276.226 0.00 2.749 3.00 0.00 0.00 0 0.00 0.93 0.21614 .017041 0.02 1.023 0.00 1168.63 1271.11 2.265 1273.375 77.8 13.59 2.867 1276.242 0.00 2.749 3.00 0.00 0.00 0 0.00 0.91 0.11143 .015650 0.01 1.223 0.00 . 1,;qq . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 3 WATER SURFACE PROFILE LISTING LINE 600 Storm Drain 100 Year Discharges 5/03101 FPG FILE: BWSP Q FILE = QB.WSP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI . BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR *..*.*....*...****************..**"fI**"******."'******************....****..*******"....*******".*********"**************.**************** 1169.54 1271.21 2.325 1273.536 77.8 13.23 2.718 1276.254 0.00 2.749 3.00 0.00 0.00 0 0.00 1.32 0.11143 .014468 0.02 1.223 0.00 1170.86 1271.36 2.444 1273.803 77.8 12.62 2.471 1276.274 0.00 2.749 3.00 0.00 0.00 0 0.00 0.90 0.11143 .013173 0.01 1.223 0.00 1171.76 1271.46 2.580 1274.039 77.8 12.03 2.247 1276.286 0.00 2.749 3.00 0.00 0.00 0 0.00 0.37 0.11143 .012214 0.00 1.223 0.00 1172.13 1271.50 2.749 1274.249 77.8 11.46 2.041 1276.290 0.00 2.749 3.00 0.00 0.00 0 0.00 11.88 0.00497 .012615 0.15 3.000 0.00 1184.01 1271.56 3.000 1274.559 77.8 11.01 1.881 1276.440 0.00 2.749 3.00 0.00 0.00 0 0.00 121.00 0.00497 .013501 1.63 3.000 0.00 . 1305.01 1272.16 4.045 1276.205 77.8 11.01 1.881 1278.086 0.00 2.749 3.00 0.00 0.00 0 0.00 35.34 0.00509 .013606 0.48 3.000 0.00 1340.35 1272.34 4.722 1277.062 77.8 11.01 1.881 1278.943 0.00 2.749 3.00 0.00 0.00 0 0.00 17.15 0.00525 .013606 0.23 3.000 0.00 1357.50 1272.43 4.866 1277.296 77.8 11.01 1.881 1279.177 0.00 2.749 3.00 0.00 0.00 0 0.00 JUNCT STR 0.02594 .008164 0.06 0.00 1384.44 1272.61 6.932 1279.542 34.8 4.92 .0.376 1279.918 0.00 1.917 3.00 0.00 0.00 0 0.00 49.88 0.01343 .002722 0.14 1.410 0.00 1414.32 1273.28 6.416 1279.696 34.8 4.92 0.376 1280.072 0.00 1.917 3.00 0.00 0.00 0 0.00 35.36 0.01329 .002722 0.10 1.414 0.00 1449.68 1273.75 6.118 1279.868 34.8 4.92 0.376 1280.244 0.00 1.917 3.00 0.00 0.00 0 0.00 18.57 0.01346 .002722 0.05 1.410 0.00 . 1;/P . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING PAGE 4 LINE 600 Storm Drain 100 Year Discharges 5/03/01 FPG FILE: BWSP Q FILE = QBWSP STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV UELEM SO Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO HEAD GRD.EL. ELEV DEPTH DIA 10 NO. PIER ................................*....*....**..**..***..**..******..********""*..****....*********..*..**..........****..**..******..**......*..**********..******************** SF AVE HF NORM DEPTH ZR 1468.25 1274.00 5.918 1279.918 34.8 4.92 0.376 1280.294 0.00 1.917 3.00 0.00 0.00 0 0.00 3.50 0.00571 .002722 0.01 1.831 0.00 1471.75 1274.02 5.927 1279.947 34.8 4.92 0.376 1280.323 0.00 1.917 3.00 0.00 0.00 0 0.00 12.39 0.00484 .002722 0.03 1.937 0.00 1484.14 1274.08 5.900 1279.980 34.8 4.92 0.376 1280.356' 0.00 1.917 3.00 0.00 0.00 0 0.00 27.97 0.00500 .002722 0.08 1.915 0.00 1512.11 1274.22 5.856 1280.076 34.8 4.92 0.376 1280.452 0.00 1.917 3.00 0.00 0.00 0 0.00 81.70 0.00502 .002722 0.22 1.913 0.00 1593.81 1274.63 5.668 1280.298 34.8 8.75 1.190 1281.488 0.00 2.007 2.25 0.00 0.00 0 0.00 1593.81 1275.38 4.918 1280.298 34.8 8.75 1.190 1281.488 0.00 2.007 2.25 0.00 0.00 0 0.00 . 19.25 0.01922 .012626 0.24 1.535 0.00 1813.06 1275.75 4.791 1280.541 34.8 8.75 1.190 1281.731 0.00 2.007 2.25 0.00 0.00 0 0.00 JUNCT STR 0.02000 .008136 0.04 0.00 1618.56 1275.86 5.618 1281.478 18.7 4.70 0.343 1281.821 0.00 1.512 2.25 0.00 0.00 0 0.00 7.26 0.01928 .003646 0.03 1.040 0.00 1625.82 1276.00 5.505 1281.505 18.7 4.70 0.343 1281.848 0.00 1.512 2.25 0.00 0.00 0 0.00 34.47 0.02002 .003846 0.13 1.025 0.00 1660.29 1276.69 5.009 1281.699 18.7 4.70 0.343 1282.042 0.00 1.512 2.25 0.00 0.00 0 0.00 27.65 0.02025 .003646 0.10 1.021 0.00 1687.94 1277.25 4.550 1281.800 18.7 4.70 0.343 1282.143 0.00 1.512 2.25 0.00 0.00 o 0.00 , --ff, l(h{) MA-k.. U,S, WSr.;. L - Il 151, BO :: /ZBZ.zi . ?P . . . 1492.56 1500.37 1508.19 1516.00 1523.82 1531.63 1539.45 1547.26 1555.08 1562.90 1570.71 1578.53 1586.34 1594.16 1601.97 1609.79 1617.60 1625.42 1633.23 1641.05 1648.86 1656.68 1664.49 1672.31 1680.12 1687.94 ICHWE.R I CH W E R ICHWE.R IXWE.JX ICH WE. R I C H WE. R I CH X. R I CH X. R 1236.40 1240.97 1245.55 1250.12 1254.70 1259.27 1263.85 1268.42 1272.99 1277.57 1282.14 NOTES 1. GLOSSARY I = INVERT ELEVATION C = CRITICAL DEPTH W = WATER SURFACE ELEVATION H = HEIGHT OF CHANNEL E = ENERGY GRADE LINE X = CURVES CROSSING OVER B = BRIDGE ENTRANCE OR EXIT Y = WALL ENTRANCE OR EXIT 2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY ?Jd? . . . INVALID Q CARD _ CAN NOT COMPUTE NEW Q VALUE - STOPPING IN MAIN FOR CODE = .,. ~ . . . o T1 LINE 600 T2 Storm Drain Lateral 100 Year Discharge T3 5/03101 FPG FILE: B1.wSP Q FILE = QB1.wSP SO 100.001272.78 1 .013 1279.54 R 130.791272.94 1 .013 SH 1 CD 1 4 2.25 yP . . . ~ . F0515P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - LI NE 600 HEADING LINE NO 2 IS - Storm Drain Lateral 100 Year Discharge HEADING LINE NO 3 IS- 5/03/01 FPG FILE: B1.wSP Q FILE = QB1.WSP . . PAGE NO 3 '?D1 . F0515P WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET UIS DATA STATION INVERT SECT 100.001272.78 1 PAGE NO 2 W S ELEV 1279.54 ELEMENT NO 2 IS A REACH UIS DATA STATION INVERT SECT 130.791272.94 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SECT W S ELEV 130.791272.94 1 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING .. WARNING NO.2" _ WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS. W.S.ELEV = INV + DC . I . . ~ . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING LINE 600 Storm Drain Lateral 100 Year Discharge 5/03/01 FPG FILE: B1.wSP Q FILE = QB1.wSP PAGE 1 HGTI BASEl ZL NO HEAD GRD.EL. ELEV DEPTH VEL VEL ENERGY SUPER CRITICAL PIER STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV Q UELEM SO SF AVE HF NORM DEPTH *************************************.,,*********.'"*********.*************...********.*************."*******,,.*..******************.*** 2.25 0.00 0.00 0 0.00 100.00 1272.78 6.760 1279.540 22.4 5.63 0.493 1280.033 0.00 1.657 30.79 0.00520 .005231 0.16 1.850 130.79 1272.94 6.761 1279.701 22.4 5.63 0.493 1280.194 0.00 1.657 '"v x US l-I--5>,G"- -::. l17ft.701 1+1. L Of) ;:: J"L$O, '3 . . DIA 10 NO. ZR 0.00 2.25 0.00 0.00 0 0.00 7JA . o T1 LINE 600 T2 Storm Drain Lateral 100 Year Discharge T3 5/04101 FPG FILE: B2.wSP Q FILE = QB2.wSP SO 100.001272.78 1 .013 1279.54 R 139.171272.98 1 .013 SH 1 CD 1 4 2.25 . . ~'P . F0515P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- LINE 600 HEADING LINE NO 2 IS- Storm Drain Lateral 100 Year Discharge HEADING LINE NO 3 IS - 5/04/01 FPG FILE: B2.wSP Q FILE = QB2.wSP . . PAGE NO 3 '?'^ . F0515P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET UIS DATA STATION INVERT SECT 100.00 1272.78 1 ELEMENT NO 2 IS A REACH UIS DATA STATION INVERT SECT 139.171272.98 1 0.013 W S ELEV 1279.54 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 139.171272.98 1 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING .. WARNING NO.2" _ WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS. W.S.ELEV = INV + DC . . ~\V J . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING LINE 600 Storm Drain Lateral 100 Year Discharge 5/04/01 FPG FILE: B2.wSP Q FILE = QB2.wSP STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV UELEM SO PAGE 1 HGTI BASEl ZL NO HEAD GRD.EL. ELEV DEPTH VEL VEL ENERGY SUPER CRITICAL DIA 10 NO. PIER Q SF AVE HF NORM DEPTH ZR ....."'...*******************..**********.******************".*****.*******************"..*************************.*****************...*** 2.25 0.00 0.00 0 0.00 39.17 0.00511 100.00 1272.78 6.760 1279.540 22.4 5.63 0.493 1280.033 0.00 1.657 .005231 0.20 1.870 139.17 1272.98 6.765 1279.745 22.4 5.63 0.493 1280.238 0.00 1.657 fIIA"- \I':', ws~,- " . . /2. 7 r. 1tI-.:; I + I. 'l. (J,?) II &0, <.f 0.00 2.25 0.00 0.00 0 0.00 7\7/ . o T1 LINE 600 UPSTREAM LATERAL J. ~ 1 T2 Storm Drain 100 Year Discharge LINE 83 T3 4110101 FPG FILE: B3.wSP Q FILE = QB3.wSP SO 100.001278.36 1 .013 1281.48 R 136.111277.40 1 .013 R 152.891277.88 1 .013 43. R 170.821278.40 1 .013 SH 1 CD 1 4 1.50 . . ~'^ . F0515P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 11S- LINE 600 UPSTREAM LATERAL@ 1617.81 HEADING LINE NO 21S- Storm Drain 100 Year Discharge LINE 83 HEADING LINE NO 3 IS- 4/10101 FPG FILE: B3.wSP Q FILE = QB3.wSP . . PAGE NO 3 /" ?J\'O . F0515P WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET UIS DATA STATION INVERT SECT 100.001276.36 1 PAGE NO 2 W S ELEV 1281.48 ELEMENT NO 2 IS A REACH . UIS DATA STATION INVERT SECT 136.111277.40 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 3 IS A REACH UIS DATA STATION INVERT SECT 152.891277.88 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 43.00 0.00 0 ELEMENT NO 4 IS A REACH UIS DATA STATION INVERT SECT 170.821278.40 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 5 IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SECT W S ELEV 170.821278.40 1 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING .. WARNING NO.2" - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC . . ~~ . LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING LINE 600 UPSTREAM LATERAL@ 1617.81 Storm Drain 100 Year Discharge LINE 83 4/10/01 FPG FILE: B3.wSP Q FILE = QB3.wSP PAGE 1 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA 10 NO. PIER UELEM SO SF AVE HF NORM DEPTH ZR ***,,*.**..,,*******************************************..1r**"************************..*******"'************************************** 100.00 1276.36 5.120 1281.480 16.4 9.28 1.338 1282.818 0.00 1.431 1.50 0.00 0.00 0 0.00 '36.11 0.02880 .024375 0.88 1.130 0.00 136.11 1277.40 4.960 1282.360 16.4 9.28 1.338 1283.698 0.00 1.431 1.50 0.00 0.00 0 0.00 16.78 0.02860 .024375 0.41 1.140 0.00 152.89 1277.88 5.074 1282.954 16.4 9.28 1.338 1284.292 0.00 1.431 1.50 0.00 0.00 0 0.00 17.93 0.02900 .024375 0.44 1.130 0.00 170.82 1278.40 4.991 1283.391 16.4 9.28 1.338 1284.729 0.00 1.431 1.50 0.00 0.00 0 0.00 /VlAy. 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