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Home My WebLink AboutTechDrainageStudyAppendixA(Oct.2001) APPENDIX A TO THE TECHNICAL DRAINAGE STUDY FOR CROWNE HILL TRACTS 23143-F-6-7-8-9-10-11 15-100245.001 October 20001 Prepared for: Communities Southwest, Inc. 181 Old Springs Road Anaheim, Ca. 92808 Phone: (714) 279-6555 Fax: (714) 279-6556 . . . CONSULTING e RECEIVED OCT 0 8 2001 CITY OF TEMECULA ENGINEERING DEPARTMENT APPENDIX A e -e \. I tit RATIONAL HYDROLOGY OUTPUT e . 1-- - RATIONAL HYDROLOGY OUTPUT: e DRAINAGE BASIN 100 LINE M e '.) **************************************************************************** e 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 Release Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** . BASIN 100 * 10-YEAR . . , , ****.********.************************************************************ FILE NAME: 10L100.DAT TIME/DATE OF STUDY: 10:31 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(DECIMAL) TO USE FOR FRICTION SLOPE 0_95 ~EAR STORM 1D-MINUTE INTENSITY(INCH/HOUR) = 2.360 ~EAR STORM 6D-MINUTE INTENSITY(INCH/HOUR) = 0.880 1DO-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480 1DO-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 '-HOUR INTENSITY(INCH/HOUR) = 0.889 SLOPE OF INTENSITY DURATION CURVE = 0.5506 RCFC&WCD 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 STREET FLOW 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: 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.' it:* ************************************************************************ PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21 -- ------------------..----.--------------------.-------------------------- <<<<<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 = 129.98 IREAM ELEVATION = 1302.80 STREAM ELEVATION = 1300.19 ATION DIFFERENCE = 2.61 TC = 0.393*[( 129.9B**3)/( 2.61)]**.2 = 6.011 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.155 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .B444 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) = 0.80 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.80 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103_00 IS CODE = 61 <<<<<COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: <<<<<(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) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(OECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 ~ing's FRICTION FACTOR for Streetflow Section(curb-to-curb) = ~lng'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 OEPTH(FEET) = 0.26 HALFSTREET FLOOD WIOTH(FEET) = 2.78 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.80 PRODUCT OF OEPTH&VELOCITY(FT*FT/SEC.) = 0.72 STREET FLOW TRAVEL TIME(MIN.) = 1.01 Tc(MIN.) = 10 YEAR RA[NFALL INTENSITY(INCH/HOUR) = 2.895 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8401 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 1.00 TOTAL AREA(ACRES) = 1.30 2.02 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.) = 0.97 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 103.00 = 299.98 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103_00 IS CODE = <<<<<OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ~:=::::;;=~;=;;;;::;=:==;============================================== ~LUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 7.02 RAINFALL INTENSITY(INCH/HR) = 2.90 TOTAL STREAM AREA(ACRES) = 1.30 ~ PEAK FLOW RATE(CFS) AT CONFLUENCE; 3_23 **************************************************************************** 4iw PROCESS FROM NODE 104.00 TO NODE 105.00 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; 1302.70 DOWNSTREAM ELEVATION; 1300.16 ELEVATION DIFFERENCE; 2.54 TC ; 0.393*[( 120.00**3)/( 2.54)]**.2 5.761 10 YEAR RAINFALL INTENSITY(INCH/HOUR); 3.229 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT; .8456 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) ; 0.82 TOTAL AREA(ACRES) ; 0.30 TOTAL RUNOFF(CFS) ; 0.82 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 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 LENGTH(FEET); 250.00 CURB HEIGHT(INCHES); 6.0 41111fET HALFWIOTH(FEET) ; 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET); lB.DO 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 tor Streetflow Sectian(curb-ta-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 DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIOTH(FEET); 4.07 AVERAGE FLOW VELOCITY(FEET/SEC.); 2.82 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.02 STREET FLOW TRAVEL TIME(MIN.); 1.48 Tc(MIN.); 10 YEAR RAINFALL INTENSITY(INCH/HOUR); 2.848 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT; .8393 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) 1.00 TOTAL AREA(ACRES); 1.30 2.02 7.24 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) ; 2.39 3.21 END OF SUBAREA STREET FLOW HYDRAULICS: ~TH(FEET) ; 0.43 HALFSTREET FLOOD WIDTH(FEET); 4.94 VELOCITY(FEET/SEC.); 3.13 DEPTH*VELOCITY(FT*FT/SEC.); GEST FLOWPATH FROM NODE 104_00 TO NODE 103.00; 370.00 1.~ FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE; ~ --~-~------------------------------~--~-------------~----------------------- ttt~~DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ~e~t~AND COMPUTE VARIOUS CONFLUENCED STREAM VAlUES~ ~~:~~~::~:~~::;~:~~::~:=~:::::::::~=:~::::==:=:::~===================== 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 Tc (MIN.) 7.02 7.24 INTENSITY (INCH/HOUR) 2.895 2.848 AREA (ACRE) 1.30 1.30 *********************************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 Tc I NTENS ITY NUMBER (CFS) (MIN.) (I NCH/HOUR) e~ 6.35 7.02 2.B95 6.39 7.24 2.B48 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.35 Tc(MIN.) = 7.02 TOTAL AREA(ACRES) = 2.60 LONGEST FLOWPATH FROM NODE 104.00 TO NODE 103.00 = 370.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 106.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....CSTANDARO CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1297.34 DOWNSTREAM ELEVATION(fEET) = 1295.B6 STREET LENGTH(FEET) = 270.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DECIMAL) OUTSIDE STREET CROSSFALL(OECIMAL) GRADEBREAKCFEET) 0.020 = 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 ~nin9'S FRICTION FACTOR ior Back-oi-Walk Flow Section 0.0200 '*TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.69 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET) = 0.61 HALFSTREET FLOOD WIOTH(FEET) = 12.56 d '" 0, If. 5 I (Ste- J.ftL E .1 OvTP"\ d]-~ 1MJ i ,Z!~ ,~ '\ AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.80 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1_70 STREET FLOW TRAVEL TIME(MIN.) = 1.61 Tc(MIN.) = 8.63 . YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.585 ERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8868 S IL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATECCFS) = 0.69 7.03 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) 13_18 FLOW VELOCITY(FEET/SEC.) = 2.80 OEPTH*VELOCITY(FT*FT/SEC.) 1.73 LONGEST FLOWPATH FROM NODE 104.00 TO NODE 106.00 = 640.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 61 ~~~t~COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USED)~ ---------------------------------------------------------------------------- -------------------------------------------------------~-------------------- UPSTREAM ELEVATION(FEET) = 1295.86 DOWNSTREAM ELEVATIONCFEET) = 1280.32 STREET LENGTHCFEET) = 260.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAKCFEET) INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 18_00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ~ET PARKWAY CROSSFALLCDECIMAL) = 0.020 ~ning'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) STREET FLOW MODEL 'RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0_43 HALFSTREET FLOOD WIOTH(FEET) = 4.91 AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.94 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 3.41 STREET FLOW TRAVEL TIMECMIN.) = 0.55 Tc(MIN.) = 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.499 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8321 SOIL CLASSIFICATION IS "D" SUBAREA AREACACRES) = 1.00 TOTAL AREA(ACRES) = 3.90 8.07 9~8 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 2.08 9.11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.45 HALFSTREET FLOOD WIOTHCFEET) 5.16 FLOW VELOCITY(FEET/SEC.) = 8.17 OEPTH*VELOCITYCFT*FT/SEC.) = 3.67 LONGEST FLOWPATH FROM NODE 104.00 TO NODE 107.00 = 900.00 FEET_ **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = ~~DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ====================================================================== TAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 9.18 RAINFALL INTENSITYCINCH/HR) = 2.50 ~ TOTAL STREAM AREA(ACRES) = 3.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.11 ~*********************************************************************** ~ PROCESS FROM NODE 108.00 TO NODE 109.00 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)J**.2 INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = '1297.70 DOWNSTREAM ELEVATION = 1292.70 ELEVATION DIFFERENCE = 10005.00 TC = 0.393*[( 140.00**3)/( 1DD05.00)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 "0" SUBAREA RUNOFF(CFS) = 0.47 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.47 **************************************************************************** FlOY PROCESS FROM NODE 109.00 TO NODE 107.00 IS CODE = 61 tttttCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== <<<<<(STANDARD CURB SECTION USEO)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~TREAM ELEVATION(FEET) = 1292.20 DOWNSTREAM ELEVATION(FEET) ~EET LENGTH(FEET) = 150.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 = 1280.32 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(OECIMAL) = 0.020 Manning's FRICTION FACTOR tor Streetflow 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) 1.18 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET) = 0.19 HALFSTREET FLOOD WIDTH(FEET) = 1.96 AVERAGE FLOW VELOCITY(FEET/SEC.) 5.77 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.12 STREET FLOW TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.335 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) 0.50 TOTAL AREA(ACRES) = 0.66 5.43 .8471 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 1_41 1.89 ~ OF SUBAREA STREET FLOW HYDRAULICS: ~TH(FEET) = 0.24 HALFSTREET FLOOD WIOTH(FEET) = 2.49 FLOW VELOCITY(FEET/SEC.) = 6.30 OEPTH*VELOCITY(FT*FT/SEC.) 1.49 LONGEST FLOWPATH FROM NODE 108.00 TO NODE 107.00 = 290.00 FEET. ~ **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 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.) 5.43 RAINFALL INTENSITY(INCH/HR) = 3.34 TOTAL STREAM AREA(ACRES) = 0.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.89 ** CONFLUENCE DATA ** STREAM RUNOFF Tc I NTENS I TY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.11 9.18 2.499 3.90 2 1.89 5.43 3.335 0.66 *********************************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 FLOW RATE TABLE ** eEAM RUNOFF Tc I NTENS I TY BE. (CFS) (MIN.) (I NCH/HQUR) 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 104.00 TO NDOE 107.00 = 900.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 4.56 TC(MIN.) = 10.53 9.18 ============================================================================ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS . il **************************************************************************** e 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 _______~____________w_______________________~_______________________________ TIME/DATE OF STUDY: 15:15 09/24/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * nodes 103 106 * 10-year * * * * ************************************************************************** **************************************************************************** ttttSTREETFLOW MODEL INPUT INFORMATION ------------~_______________________w_______________________________________ CONSTANT STREET GRAOE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 6_69 ~VERAGE STREET FLOW FRICTION FACTOR(MANNING) = 0.015000 ~ONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 18.00 INTERIOR STREET CROSSFALLCOECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(OECIMAL) = 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 ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ============================================================================ STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.91 AVERAGE FLOW VELOCITYCFEET/SEC.) = 2.23 PRODUCT OF OEPTH&VELOCITY = 1.01 ============================================================================ e '\\ **************************************************************************** e 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 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** * BASIN 100 * 100-YEAR * * * . ************************************************************************** FILE NAME: 1DOL10D.DAT TIME/DATE OF STUDY: 10:33 OS/29/2001 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 ~YEAR STORM 1D-MINUTE INTENSITY(INCH/HOUR) = 2.360 ~YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 10D-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 1D-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 "CO-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCO 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-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-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.* **************************************************************************** ~W PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21 ~.__._......._---_..._..._----------------------------------..----...--- tttttRATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM ~ DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) Te = K*{(lENGTH**3)fCELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 129.98 ~TREAM ELEVATION = 1302.80 ~NSTREAM ELEVATION = 1300.19 ELEVATION DIFFERENCE = 2.61 TC = 0.393*[( 129.98**3)/( 2.61)]'*.2 = 6.011 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.603 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .B604 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) = 1.19 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 1.19 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARO CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1299.69 DOWNSTREAM ELEVATION(FEET) = 1297.34 STREET LENGTH(FEET) = 170.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 tiREET PARKWAY CROSSFALL(OECIMAL) = 0_020 ning's FRICTION FACTOR for Streetflow Section(curb.to-curb) = nnlng'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 OEPTH(FEET) = 0.30 HALFSTREET FLOOD WIOTH(FEET) = 3.34 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.04 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.92 STREET FLOW TRAVEL TIME(MIN.) = 0.93 Tc(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.253 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8574 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 1.00 TOTAL AREA(ACRES) = 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) 4.05 FLOW VELOCITY(FEET/SEC.) = 3.42 DEPTH*VELOCITY(FT*FT/SEC.) = 1.23 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 103.00 = 299.98 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ~::=::::;:=~;=;;:;::;=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN,) 6.94 RAINFALL INTENSITY(INCH/HR) = 4.25 TOTAL STREAM AREA(ACRES) = 1.30 ~ PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.83 **************************************************************************** Ww PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 21 ~---------_._--------------------------------------------------------- ...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 = 120.00 UPSTREAM ELEVATION = 1302.70 DOWNSTREAM ELEVATION = 1300.16 ELEVATION DIFFERENCE = 2.54 TC = 0.393*[( 120.00**3)/( 2.54)]**.2 5.761 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.712 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8612 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) 1.22 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 1.22 **************************************************************************** FLOW PROCESS FROM NODE lOS_DO TO NODE 103.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....(STANOARD CUR8 SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1299.66 DOWNSTREAM ELEVATION(FEET) = 1297.34 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 41111fET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAK(FEET) 18.00 INSIDE STREET CROSSFALL(OECIMAL) 0.020 OUTSIDE STREET CROSSFALL(OECIMAL) = 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 ESTIMATED FLOW(CFS) = STREETFLOY MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 4_81 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.09 PRODUCT OF OEPTH&VELOCITY(FT*FT/SEC.) 1.30 STREET FLOW TRAVEL TIME(MIN.) = 1.35 Tc(MIN.) = 7.11 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.198 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8569 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) 3.02 3.60 4.81 END OF SUBAREA STREET FLOW HYDRAULICS: ~H(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 5.78 VELOCITY(FEET/SEC.) = 3.48 DEPTH*VELOCITY(FT*FT/SEC.) = NGEST FLOWPATH FROM NODE 104.00 TO NODE 103.00 = 370.00 1.~ FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = ~ ~~~4~DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: <<<<<ANO COMPUTE VARIOUS CONFLUENCEO STREAM VALUES===== ---------------------------------------------------------------------------- 4111i:~:~~~:;~:~~::~:~~:;:~:-~::::::::::-::::::--:-:::~--------------------- TIME OF CONCENTRATION(MIN_) = 7.11 RAINFALL INTENSITY(INCH/HR) = 4.20 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.81 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 4.B3 2 4.81 Tc (MIN. ) 6.94 7.11 INTENSITY (l NCH/HOUR) 4.253 4.198 AREA (ACRE) 1.30 1.30 *********************************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 STREAM NUMBER FLOW RATE TABLE ** RUNOFF Tc (CFS) (MIN.) 9.54 6.94 9_59 7.11 INTENSITY (l NCH/HOUR) 4.253 4_ 198 e~ COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.54 Tc(MIN.) = 6.94 TOTAL AREA(ACRES) = 2.60 LONGEST FLOWPATH FROM NODE 104.00 TO NODE 103.00 = 370.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 106.00 IS CODE = 61 <<<<<COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== <<<<<(STANOARD CURB SECTION USEO)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1297.34 DOYNSTREAM ELEVATION(FEET) = 1295.86 STREET LENGTH(FEET) = 270.00 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(DECIMAL) = 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 ~ning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 ~*TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) 10.04 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET) = 0.69 HALFSTREET FLOOD WIDTH(FEET) = 17.48 \Ia AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.81 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.93 STREET FLOW TRAVEL TIME(MIN.) = 1.60 Te(MIN.) = 8.54 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 3_795 ~ERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8906 ~l CLASSIFICATION IS "0" SUBAREA AREA(ACRES) 0_30 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) 1.01 10.55 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.70 HALFSTREET FLOOD WIDTH(FEET) 18.10 FLOW VELOCITY(FEET/SEC.) = 2.82 DEPTH*VELOCITY(FT*FT/SEC.) 1.96 LONGEST FLOWPATH FROM NODE 104.00 TO NODE 106.00 = 640.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 61 -------------~---------------------------------------------------._--------- tttttCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANOARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1295.86 DOWNSTREAM ELEVATION(FEET) = 12BD.32 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTH(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 HALF STREETS CARRYING RUNOFF ~EET PARKWAY CROSSFALL(DECIMAL) = 0.020 ~ning/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) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 5.76 AVERAGE FLOW VELOCITY(FEET/SEC.) = 8.81 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 4.37 STREET FLOW TRAVEL TIME(MIN.) = 0.49 Te(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.680 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8515 SOIL CLASSIFICATION IS HO" 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.) = 9.00 DEPTH*VElOCITY(FT*FT/SEC.) LONGEST FLOWPATH FROM NODE 104.00 TO NODE 107.00 = 900.00 4.68 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = ---------------------~-----------~----------------~------------------------- ~::~~~~~~::~=~~~~:~~~~~:=:::~::=:~:=~~~:~~~:~~========================== ~AL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 9.04 RAINFALL INTENSITY(INCH/HR) = 3.68 ~ TOTAL STREAM AREA(ACRES) = 3.90 PEAK FLOW RATE(CFSl AT CONFLUENCE = 13.68 ~********************************************************************** ~ PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 21 w_._________________________.___________________.___________________________ <<<<<RATIONAL 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 = 140.00 UPSTREAM ELEVATION = 11297.70 DOWNSTREAM ELEVATION = 1292.70 ELEVATION DIFFERENCE = 10005.00 TC = 0.393*[( 140.00**3)/C 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 = .B639 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFSl 0.70 TOTAL AREACACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.70 **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 107.00 IS CODE = 61 44444COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== <<<<<CSTANOARD CURB SECTION USEO)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~REAM ELEVATIONCFEET) = 1292.20 DOWNSTREAM ELEVATIONCFEET) ~ET LENGTH(FEET) = 150.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTH(FEET) = 30.00 = 1280.32 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALLCOECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(OECIMAL) = 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 ESTIMATE~ FLOWCCFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIOTH(FEET) = 2.41 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.20 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.42 STREET FLOW TRAVEL TIMECMIN.) = 0.40 TcCMIN.) = 5_40 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.881 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8624 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFFCCFS) TOTAL AREA(ACRES) = 0.66 PEAK FLOW RATECCFS) .. OF SUBAREA STREET FLOW HYDRAULICS: ~TH(FEET) = 0.28 HALFSTREET FLOOD WIDTHCFEET) = 2.99 FLOW VELOCITY(FEET/SEC.) = 6.B9 OEPTH*VELOCITY(FT*FT/SEC.) = LONGEST FLOWPATH FROM NODE 108.00 TO NODE 107.00 = 290.00 1. 76 2.10 2.B1 1.90 FEET. \?J **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = tittDESIGNATE 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.) 5.40 RAINFALL INTENSITY(INCH/HR) = 4.B8 TOTAL STREAM AREA(ACRES) = 0.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.81 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 13.68 2 2_81 To (MIN.) 9.04 5.40 INTENSITY (I NCH/HOUR) 3.680 4.881 AREA (ACRE) 3.90 0.66 *********************************~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 ** .EAM RUNOFF To INTENSITY BER (CFS) (MIN.) (INCH/HOUR) 1 10.99 5.40 4.881 2 15.80 9.04 3.680 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 15.BO To(MIN.) = 9.04 TOTAL AREA(ACRES) = 4.56 LONGEST FLOWPATH FROM NODE 104.00 TO NODE 107.00 = 900.00 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) = 4.56 TC(MIN.) = 15.80 9.04 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS e \1\ e RATIONAL HYDROLOGY OUTPUT: e DRAINAGE BASIN 200 LINES L, L 1 & L2 e 1.,0 **************************************************************************** e 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 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** * BASIN 200 * 10-YEAR * * * * ************************************************************************** FILE NAME: 10L2DD.OAT TIME/DATE OF STUDY: 09:54 07/18/2DD1 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 1D.00 SPECIFIED MINIMUM PIPE SIZE.(lNCH) = 18.00 SPECIFIED PERCENT OF GRAOIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 aEAR STORM 10-MINUTE INTENSlTY(lNCH/HOUR) = 2.360 ~EAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 1DO-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480 lDD-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF lDD-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 hC"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCO HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES 'USER-DEFINED STREET-SECTIONS FOR COUPLED PIPE FLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) --------- ----------------- --------- ----------------- 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_* ~********************************************************************** ~ PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21 ---------------------------------------------------------------------------- ~~~~~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; 120.00 UPSTREAM ELEVATION; 1300.60 ~NSTREAM ELEVATION; 1298.59 ~VATION DIFFERENCE; 2.01 TC ; 0.393*[( 120.00**3)/( 2.D1)J**.2 6.037 10 YEAR RAINFALL INTENSITY(INCH/HOUR); 3.147 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT; .B443 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) ; 0.53 TOTAL AREA(ACRES) ; 0.20 TOTAL RUNOFF(CFS) ; 0.53 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS COOE; 61 --------------~-._---------------------------------------------------------- <<<<<COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===:; t~ttt(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) ; 1298_09 DOWNSTREAM ELEVATION(FEET) ; 1295.26 STREET LENGTH(FEET); 470.00 CURB HEIGHT(INCHES); 6.0 STREET HALFWIOTH(FEET) ; 3D_DO DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAK(FEET); lB.DO INSIDE STREET CROSSFALL(OECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) ; D.DBO SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF; 1 STREET PARKWAY CROSSFALL(OECIMAL) ; 0.020 ~ning/s FRICTION FACTOR for Streetflow Section(curb-to-curb) = ~ning/s FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MOOEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET); 0.41 HALFSTREET FLOOD WIDTH(FEET); 4.63 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.43 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0_99 STREET FLOW TRAVEL TIME(MIN.); 3.23 TcCMIN.) 10 YEAR RAINFALL INTENSITY(INCH/HOUR); 2.486 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT; .B318 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) 1.60 TOTAL AREA(ACRES); 1.BO 2.20 9.26 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) ; 3.31 3_84 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) ; 0.50 HALFSTREET FLOOD WIDTH(FEET) 5.76 FLOW VELOCITY(FEET/SEC.); 2.79 DEPTH*VELOCITY(FT*FT/SEC.); 1.39 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 203.00; 590.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203. DO TO NODE 204.00. IS CODE; 61 ----------------------------------------------------------.._--------------- tttttCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== ~ttt(STANDARD CURB SECTION USED) ====================================================================== TREAM ELEVATION(FEET) ; 1295.26 DOWNSTREAM ELEVATION(FEET) ; 1290.54 STREET LENGTH(FEET); 850.00 CURB HEIGHT(INCHES); 6.0 STREET HALFWIDTH(FEET) ; 30.00 1-V DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAKCFEET); 18.00 INSIDE STREET CROSSFALLCOECIMAL); 0.020 OUTSIDE STREET CROSSFALL(OECIMAL) ; 0_080 ~IFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF; 1 ~ET 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 FLOWCCFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET); 0.59 HALFSTREET FLOOD WIOTH(FEET); 11.54 AVERAGE FLOW VELOCITYCFEET/SEC.); 2.82 PRODUCT OF DEPTH&VELOCITYCFT'FT/SEC.); 1.67 STREET FLOW TRAVEL TIMECMIN.); 5.03 Tc(MIN.); 14.29 10 YEAR RAINFALL INTENSITY(INCH/HOUR) 1.958 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT; .8168 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES); 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: OEPTHCFEET) ; 0.65 HALFSTREET FLOOD WIOTHCFEET); 15.33 FLOW VELOCITY(FEET/SEC.); 2.83 OEPTH'VELOCITY(FT'FT/SEC.) 1.85 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L; 850.0 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 204.00; 1440.00 FEET. ~...................................................................... FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE; .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS; 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.); 14.29 RAINFALL INTENSITYCINCH/HR); 1.96 TOTAL STREAM AREA(ACRES); 4.72 PEAK FLOW RATE(CFS) AT CONFLUENCE; 8.51 **************************************************************************** FLOW PROCESS FROM NODE 205_00 TO NODE 206.00 IS CODE; 21 ~~~~tRATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY C1/4 ACRE) TC ; K'((LENGTH"3)/CELEVATION CHANGE)]".2 INITIAL SUBAREA FLOW-LENGTH; 136.00 UPSTREAM ELEVATION; 1298.00 DOWNSTREAM ELEVATION; 1295_76 ELEVATION DIFFERENCE; 2_24 ~- 0.393*[( 136.00**3)/( 2.24)]**.2 6.368 YEAR RAINFALL INTENSITY(INCH/HOUR); 3.056 NGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT; .8429 SOIL CLASSIFICATION IS "on SUBAREA RUNOFF(CFS) 0.52 TOTAL AREACACRES) ; 0.20 TOTAL RUNOFF(CFS) 0_52 cI;;O,If-'1- See. HEL t ('JeJ. tf ~....J I--~ ~ ./U-'l.-iV 1--"0 **************************************************************************** FLOW PROCESS FROM NODE 206_00 TO NODE 207.00 IS CODE = 61 ~~~~~~~~~~-~~~~~~-;:~~-~~~~~:-~;~~-~:~~-~~~~~~~------------------------- ~..(STANOARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1295.26 DOWNSTREAM ELEVATION(FEET) = 1290.54 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(OECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(OECIMAL) = 0.020 Manning's FRICTION FACTOR for 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) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 4.26 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.23 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.84 STREET FLOW TRAVEL TIME(MIN.) = 6.34 Tc(MIN.) 12.71 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.089 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8842 ~l CLASSIFICATION IS "0" ~AREA AREA(ACRES) 1.30 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) 1.~ 2.40 2.92 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0_46 HALFSTREET FLOOD WIOTH(FEET) 5.24 FLOW VELOCITY(FEET/SEC.) = 2.54 DEPTH*VELOCITY(FT*FT/SEC.) = 1.16 LONGEST FLOWPATH FROM NODE 205.00 TO NODE 207.00 = 986.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 207.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 12.71 RAINFALL INTENSITY(INCH/HR) = 2.09 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.92 **************************************************************************** FLOW PROCESS FROM NODE 208.00 TO NODE 209.00 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 = 140.00 UPSTREAM ELEVATION = 1301.70 ~ DOWNSTREAM ELEVATION = 1296_56 ELEVATION DIFFERENCE = 5.14 TC = 0.393*[C 14D.00**3)/C 5.14)]**.2 5.488 . YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.317 LE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8312 L CLASSIFICATION IS "e" SUBAREA RUNOFF(CFS) = 0.69 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.69 **************************************************************************** FLOW PROCeSS FROM NODE 209_00 TO NODE 204.00 IS CODE = 61 --------------------.----------------------------------._----------._------- ~ttttCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== ttttt(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1296.06 DOWNSTREAM ELEVATIONCFEET) = 1290.54 STREET LENGTHCFEET) = 300.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALLCDECIMAL) OUTSIDE STREET CROSSFALL(OECIMAL) GRAOEBREAKC FEET) 0.020 = D.DBO = 18.00 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 FLOWCCFS) ~REETFLOW MODEL RESULTS USING ESTIMATED FLOW: ~REET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIOTHCFEET) = 3.89 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.84 PRODUCT OF OEPTH&VELOCITYCFT*FT/SEC.) = 1.33 STREET FLOW TRAVEL TIMECMIN.) = 1.30 TcCMIN.) = 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.950 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8240 SOIL CLASSIFICATION IS "e" SUBAREA AREA(ACRES) 1.50 TOTAL AREA(ACRES) = 1.75 2.52 6_79 SUBAREA RUNOFFCCFS) PEAK FLOW RATECCFS) = 3.65 4.34 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTHCFEET) = 0.42 HALFSTREET FLOOD WIOTHCFEET) = 4.85 FLOW VELOCITYCFEET/SEC.) = 4.37 DEPTH*VELOCITYCFT*FT/SEC.) 1.85. LONGEST FLOWPATH FROM NODE 208.00 TO NODE 204.00 = 440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NOOE 204.00 IS CODE = --------------------------------------------------------------~------------- tttt~DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATIONCMIN.) = 6.79 _FALL INTENSITY(INCH/HR) = 2.95 L STREAM AREA(ACRES) = 1.75 K FLOW RATECCFS) AT CONFLUENCE = 4.34 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 207.00 IS CODE = 21 ./ --;,.-" ..------------------------.---------------.---------------------.---------.- ~~~~~RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~ ASSUMED INITIAL SUBAREA UNIFORM ~ DEVELOPMENT IS COMMERCIAL ~= K*[(LENGTH**3)/(ELEVATION CHANGE)]*'.2 INITIAL SUBAREA FLOW-LENGTH = 300_00 UPSTREAM ELEVATION = 1300_22 DOWNSTREAM ELEVATION = 1290.54 ELEVATION DIFFERENCE = 9_68 TC = 0.303*(( 3DD.00**3l/( 9_68)]*'.2 5.898 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.188 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8858 SOIL CLASSIFICATION IS HCH SU8AREA RUNOFF(CFSl 1.13 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 1.13 **************************************************************************** FLOW PROCESS FROM NODE 211. 00 TO NODE 211.00 IS CODE = -----------..------------.------------------------.---.-.----------.-------- ~~~~~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.) 5.90 RAINFALL INTENSITY(INCH/HRl = 3.19 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = ~CONFLUENCE DATA ** ~EAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN_) (INCH/HOUR) 1 8.51 14.29 1.958 2 2.92 12.71 2.089 3 4.34 6.79 2.950 4 1.13 5.90 3.188 1.13 AREA (ACRE) 4.72 1.50 1.75 0.40 *********************************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 4 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN.) (l NCH/HOUR) 1 9.76 5.90 3.188 2 10.98 6.79 2.950 3 14.30 12.71 2.089 4 14.82 14.29 1. 958 .PUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: K FLOW RATE(CFSl = 14.82 Te(MIN.) = 14.29 TOTAL AREA(ACRES) = 8.37 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 211.00 = 1440.00 FEET. 'Pip **************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 211.00 IS CODE = 10 ~::::~:::::::=:::~::=~~:::~=~~:~=:::~::=::~:=:=:======================= **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 213.00 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)J**.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)J*'.2 5.913 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.1B3 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7886 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) 0.50 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.50 **************************************************************************** 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 HEIGHT(INCHES) = 6_0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAK(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-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 DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIOTH(FEET) = 3_56 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.92 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.94 STREET FLOW TRAVEL TIME(MIN.) = 1.B3 Te(MIN.) 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.745 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .B194 SOIL CLASSIFICATION IS UC" ~~REA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) ~L AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0_39 HALFSTREET FLOOD WIDTH(FEET) 4.42 FLOW VELOCITY(FEET/SEC.) = 3.30 DEPTH*VELOCITY(FT*FT/SEC.) 1.63 7.74 2.25 2.n 1.~ v LONGEST FLOWPATH fROM NODE 212.00 TO NODE 214.00: 440.00 FEET. **************************************************************************** ~ PROCESS FROM NODE 214.00 TO NODE 214.00 IS CODE: 1 ~_._--------------------------------------------------------._--------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS: 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN_) 7.74 RAINFALL INTENSITY(INCH/HR): 2.74 TOTAL STREAM AREA(ACRES): 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE: 2.75 **************************************************************************** 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 ELEVATION DIFFERENCE: 2.13 TC : 0.393*[( 130,00**3)/( 2.13)]**.2: 6.261 10 YEAR RAINFALL INTENSITY(INCH/HOUR): 3.085 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFfICIENT: .8268 ~ CLASSIFICATION IS "C" ~REA RUNOFF(CFS) = 0.51 TOTAL AREA(ACRES) : 0.20 TOTAL RUNOFF(CFS) : 0.51 **************************************************************************** FLOW PROCESS FROM NODE 216.00 TO NODE 214.00 IS CODE: 61 --_._---------_._-----------------------~------------~-----------~---------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: ttttt(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) : 1322.B7 DOWNSTREAM ELEVATION(FEET) : 1319_13 STREET LENGTH(FEET): 250.00 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(DECIMAL) : 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF: 1 STREET PARKWAY CROSSFALL(OECIMAL) : 0.020 Manning's FRICTION FACTOR far Streetflaw Section(curb~ta-curb) = 0.0150 Manning's fRICTION FACTOR far Back-af-Yalk FLow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FlOW(CFS) 1.59 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: ~REET FLOW DEPTH(FEET) = 0.30 ~LFSTREET FLOOD WIDTH(FEET): 3.36 AVERAGE FLOW VELOCITY(FEET/SEC.): 3.18 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.): 0.97 STREET FLOW TRAVEL TIME(MIN.): 1.31 Tc(MIN.): 7.57 10 YEAR RAINFALL INTENSITY(INCH/HOUR): 2_778 ~ SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7768 SOIL CLASSIFICATION IS "8" SUBAREA AREA(ACRES) 1.00 SUBAREA RUNOFF(CFS) .L AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIOTH(FEET) = 4.16 FLOW VELOCITYCFEET/SEC.) = 3.60 DEPTH*VELOCITY(FT*FT/SEC.) LONGEST FLOWPATH FROM NODE 215_00 TO NODE 214.00 = 380_00 2.16 2.67 1.33 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 214.00 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.) = 7.57 RAINFALL INTENSITYCINCH/HR) = 2.78 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 INTENSITY (INCH/HOUR) 2.745 2 .778 AREA (ACRE) 1.20 1.20 ~****************************WARNING********************************** ~HIS 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 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (I NCH/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 AREACACRES) = 2.40 LONGEST FLOWPATH FROM NODE 212.00 TO NODE 214.00 = 440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 217.00 IS CODE = 61 <<<<<COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== ttttt(STANDARD CURB SECTION USED) -----======================================================================== REAM ELEVATION(FEET) = 1319.13 DOWNSTREAM ELEVATION(FEET) = 1297.23 EET LENGTHCFEET) = 450.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 33.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 20.00 1>'\ INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(OECIMAL) = D.OBD .IFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ET PARKWAY CROSSFALLCDECIMAL) = 0_020 nning'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) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTHCFEET) = 0.40 HALFSTREET FLOOD WIDTHCFEET) = 4.52 AVERAGE FLOW VELOCITYCFEET/SEC.) 6.B5 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC_) = 2.73 STREET FLOW TRAVEL TIMECMIN.) = 1.09 TcCMIN.) B.83 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.552 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .BB29 SOIL CLASSIFICATION IS "C" SUBAREA AREACACRES) = 0.50 SUBAREA RUNOFFCCFS) TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATECCFS) 5.95 1.13 6.51 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.41 HALFSTREET FLOOD WIOTHCFEET) 4.70 FLOW VELOCITY(FEET/SEC.) = 6.97 OEPTH*VELOCITYCFT*FT/SEC.) = 2.87 LONGEST FLOWPATH FROM NODE 212.00 TO NODE 217.00 = 890.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 217.00 IS CODE = 10 ---------------------------------------------------------------------------- ~<MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 IIIIP======================================================================= **************************************************************************** FLOW PROCESS FROM NODE 218.00 TO NODE 219.00 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 = 120.00 UPSTREAM ELEVATION = 1344.70 DOWNSTREAM ELEVATION = 1342.58 ELEVATION OIFFERENCE = 2.12 TC = D.393*[C 12D.DO**3)/C 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 "B" SUBAREA RUNOFFCCFS) = 0.62 TOTAL AREACACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.62 , **************************************************************************** FLOW PROCESS FROM NODE 219_00 TO NODE 220.00 IS CODE = 61 ---------------------------------------------------------------------------- _~COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <CSTANDARD CURB SECTION USED) =----======================================================================= UPSTREAM ELEVATIONCFEET) = 1342.08 DOWNSTREAM ELEVATIONCFEET) = 1303.02 STREET LENGTH(FEET) = 1400.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTHCFEET) = 30.00 ~ DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 ~SIDE STREET CROSSFALL(DECIMAL) = 0.080 ~CIFIEO 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-af-Walk Flow Section = 0.0200 .*TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEETl = 5.00 AVERAGE FLOW VELOCITY(FEET/SEC_) = 5.47 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 2.38 STREET FLOW TRAVEL TIME(MIN.) = 4.27 Tc(MIN.) = 10.24 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.353 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8087 SOIL CLASSIFICATION IS "Cn SUBAREA AREA(ACRES) = 5.30 TOTAL AREA(ACRESl = 5.55 5.74 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 10.08 10.71 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) 8.56 FLOW VELOCITY(FEET/SEC.) = 6.25 OEPTH*VELOCITY(FT*FT/SEC.) 3.40 *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 4111tGEST FLOWPATH FROM NODE 218.00 TO NODE 220.00 = 1520_00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220_00 TO NODE 220_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.) = 10.24 RAINFALL INTENSITY(INCH/HR) = 2.35 TOTAL STREAM AREA(ACRES) = 5.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10_71 **************************************************************************** FLOW PROCESS FROM NODE 221.00 TO NODE 222.00 IS CODE = 21 ~----------_._-------------------------~-------------~-..._---~--......_--_. .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[CLENGTH**3)fCELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1344.70 DOWNSTREAM ELEVATION = 1342_65 _VATION DIFFERENCE = 2.05 0.393*[( 120.00**3)/( 2.05)]**.2 = 6.013 o YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.154 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT' .7878 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.62 -;;\ TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFFCCFS) = 0.62 **************************************************************************** FLOW PROCESS FROM NODE 222.00 TO NODE 220.00 IS CODE = 61 ~-""""'-,-""-,--"'-,---"""""'--,----""-,",-,-------""" ~~~COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1342,15 DOWNSTREAM ELEVATIONCFEET) = 1303.02 STREET LENGTH(FEET) = 1400.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL INSIDE STREET CROSSFALL(OECIMAL) OUTSIDE STREET CROSSFALL(OECIMAL) GRAOEBREAKC FEET) 0.020 = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALLCOECIMAL) = 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) = 0.43 HALFSTREET FLOOD WIOTH(FEET) = 4.87 AVERAGE FLOW VELOCITYCFEET/SEC.) 5.42 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 2.31 STREET FLOW TRAVEL TIME(MIN.) = 4.31 TcCMIN.) 10.32 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.342 4GLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8084 L CLASSIFICATION IS "Gn BAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 5.25 PEAK FLOW RATECCFS) = 5.42 9.47 10.09 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) 7.85 FLOW VELOCITY(FEET/SEC.) = 6.23 OEPTH*VELOCITY(FT*FT/SEC,) = 3.32 LONGEST FLOWPATH FROM NODE 221.00 TO NODE 220.00 = 1520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 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 CONCENTRATIONCMIN.) 10.32 RAINFALL INTENSITY(INCH/HR) = 2,34 TOTAL STREAM AREA(ACRES) = 5.25 PEAK FLOW RATECCFS) AT CONFLUENCE = 10.09 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) ~1 10.71 _ 2 10,09 Tc (MIN. ) 10,24 10.32 I NTENS ITY (INCH/HOUR) 2.353 2.342 AREA (ACRE) 5.55 5.25 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ~v ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA YIlL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ~FALL INTENSITY AND TIME OF CONCENTRATION CONFLUENCE FORMULA USED FOR 2 STREAMS. RATIO ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc I NTENS lTY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 20.72 10.24 2.353 2 20.75 10.32 2.342 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 20.72 Tc(MIN.) = 10.24 TOTAL AREA(ACRES) = 10.80 LONGEST FlOWPATH FROM NODE 218.00 TO NODE 220.00 = 1520.00 FEET, **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 7 <<<<<USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.24 RAIN INTENSITY(INCH/HOUR) 2.35 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 3.02 **************************************************************************** 4(w PROCESS FROM NODE 220.00 TO NOOE 217.00 IS CODE = 11 .__________w______________________________.___________________________ ~~CDNFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (I NCH/HOUR) (ACRE) 1 3.02 10.24 2.353 0.01 LONGEST FLOWPATH FROM NODE 218.00 TO NOOE 217.00 1520.00 FEEL ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY 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 FEEL *********************************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. ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) <INCH/HOUR) e; 9.12 8.83 2.552 9.02 10.24 2.353 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 9.12 2.91 AS FOLLOWS: Tc(MIN.) = 8.83 ~'?> **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 7 ~--"""---".,.__.""'."---""""""-'-""....--."".,-------" ~'USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOYS: TC(MIN) = 10.24 RAIN INTENSITY(INCH/HOUR) = 2.35 TOTAL AREA(ACRES) = 10.80 TOTAL RUNOFF(CFS) = 17.70 **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = ------------.-------------------...--------.------.----.----...-.--..-----.- tttttDESIGNATE 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 ---------------------------.--------------------------------...._----------- tttttUSER SPECIFIED HYDROLOGY INFORMATION AT NODE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: ~IN) = 8.83 RAIN INTENSITY(INCH/HOUR) = 2.55 ~L AREA(ACRES) = 2.91 TOTAL RUNOFF(CFS) = 9.12 **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 217.00 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.) 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 NUM8ER (CFS) 1 17.70 2 9.12 Tc (MIN.) 10.24 8.83 INTENSITY (INCH/HOUR) 2.353 2.553 AREA (ACRE) 10.80 2.91 *********************************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. 41111f..................................................................... 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 24.38 8.83 2.553 2 26.11 10.24 2.353 41111tUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 26.11 Tc(MIN.) = 10.24 TOTAL AREA(ACRES) = 13.71 LONGEST FLOWPATH FROM NODE 218.00 TO NODE 217.00 = 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) = 24.00 PIPE-FLOW(CFS) = 26.11 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE = 1288.00 NUMBER OF PIPES 0.51 Tc(MIN.) = 218.00 TO NODE 10.75 211.00 1920.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 211.00 IS CODE = 11 -----------------------------------------------------.---------------------- ~:~~::~~::~:=:::~::=::::=:=:=~::~=:~:=:::::::::::=:::~::=============== ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (I NCH/HOUR) (ACRE) 1 26.11 10.75 2.291 13.71 LONGEST FLOWPATH FROM NODE 218.00 TO NODE 211.00 = 1920.00 FEET. ** MEMORY BANK # CONFLUENCE DATA *. STREAM RUNOFF Tc I NTENS ITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 14.82 14.29 1. 958 B.37 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 211. 00 1440.00 FEET. *********************************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. ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc I NTENS I TY NUMBER (CFS) (MIN. ) (I NCH/HOUR) 1 37.25 10.75 2.291 2 37.13 14.29 1.958 ~UTED CONFLUENCE . FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE AS FOLLOWS: = 37.25 Tc(MIN.) = 22.08 10.75 **************************************************************************** 05 FLOW PROCESS FROM NODE 211.00 TO NODE 223.00 IS CODE = ---------------------------------------------------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ~~:~~~::~:~:::;~~:~;:~:=~::::::::::=::::::==:=:::~===================== TIME OF CONCENTRATION(MIN.) 10.75 RAINFALL INTENSITY(INCH/HR) = 2.29 TOTAL STREAM AREACACRES) = 22.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.25 **************************************************************************** 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)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 270.00 UPSTREAM ELEVATION = 1310,00 DOWNSTREAM ELEVATION = 1288.00 ELEVATION DIFFERENCE = 22,00 TC = 0,7D9*[C 270.0D**3)/C 22.00)]**.2 = 10.996 10 YEAR RAINFALL INTENSITYCINCH/HOUR) 2.262 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFFCCFS) = 0,83 TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFFCCFS) = 0.83 1IIIar********************************************************************** ~ PROCESS FROM NODE 225.00 TO NODE 223.00 IS CODE = 52 . ---------------------------------------------------------------------------- fffffCOMPUTE NATURAL VALLEY CHANNEL FLOW===== .....TRAVELTIME THRU SUBAREA====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1288,00 DOWNSTREAMCFEET) = 1271.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 600,00 CHANNEL SLOPE = 0,0283 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREACCFS) = 0.83 FLOW VELOCITYCFEET/SEC) = 2.52 (PER LACFCO/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIMECMIN.) = 3.96 TcCMIN.) = 14.96 LONGEST FLOWPATH FROM NODE 224.00 TO NODE 223,00 = 870.00 FEET, **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 223.00 IS CODE = 81 ---------------------------------------------------------------------------- .....ADDITION OF SUBAREA TO MAINLINE PEAK FLOW====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.910 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7301 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) = 3.10 TOTAL AREA(ACRES) 3.70 TCCMIN) = 14.96 SUBAREA RUNOFFCCFS) = TOTAL RUNOFFCCFS) = 4.32 5.16 ~********************************************************************** ~ PROCESS FROM NODE 223.00 TO NODE 223.00 IS CODE = 1 --.----------._------------------------------------~------------------------ fffffDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCEO STREAM VALUES====: -:h~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.96 ~FALL INTENSITY(INCH/HR) = 1.91 ~AL 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 Te (MIN. ) 10.75 14.96 INTENSITY (I NCH/HOUR) 2,291 1.910 AREA (ACRE) 22.08 3.70 *********************************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 FLOW RATE TABLE ** STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN. ) (I NCH/HOUR) 1 40.96 10.75 2.291 2 36.21 14.96 1.910 ~UTED CONFLUENCE W'< FLOW RATE(CFS) TOTAL AREA(ACRES) = LONGEST FLOWPATH FROM ESTIMATES ARE 40.96 25.78 NODE AS FOLLOWS: Tc(MIN.) = 10.75 218.00 TO NODE 223.00 = 1920.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 223,00 TO NODE 223.00 IS CODE = 7 ~-----------~------------------~-----------~-------------------------------- tttttUSER SPECIFIED HYDROLOGY INFORMATION AT NODE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 16.20 RAIN INTENSITY(INCH/HOUR) 1.83 TOTAL AREA(ACRES) = 25.78 TOTAL RUNOFF(CFS) = 19.00 **************************************************************************** FLOW PROCESS FROM NODE 223.00 TO NODE 223.00 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 ~= K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW'LENGTH = 700.00 UPSTREAM ELEVATION = 1319.35 DOWNSTREAM ELEVATION = 1282.65 ~1- ELEVATION DIFFERENCE = 36.70 TC = 0.303*[( 700.00**3)/( 36.70)]**.2 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4MERCIAL DEVELOPMENT RUNOFF COEFFICIENT L CLASSIFICATION IS "CH BAREA RUNOFF(CFS) = 2.10 TOTAL AREA(ACRES) = 0.85 TOTAL RUNOFF(CFS) = = 7.511 2.790 = .8841 2.10 **************************************************************************** FLOW PROCESS FROM NODE 229,00 TO NODE 230.00 IS CODE = 61 ---------------------------------------------------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANOARO CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1282.65 DOWNSTREAM ELEVATION(FEET) = 1275.15 STREET LENGTH(FEET) = 420.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTH(FEET) = 44.00 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.080 30,00 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: ~TREET FLOW DEPTH(FEET) = 0.36 ~ALFSTREET FLOOD WIDTH(FEET) = 4,05 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.89 PRODUCT OF OEPTH&VELOCITY(FT*FT/SEC,) = 1.40 STREET FLOW TRAVEL TIME(MIN.) = 1.80 Tc(MIN.) 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.479 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8825 SOIL CLASSIFICATION IS "e" SUBAREA AREA(ACRES) = 0.60 TOTAL AREA(ACRES) = 1.45 2.n 9.31 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 1,31 3.41 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIOTH(FEET) 4.42 FLOW VELOCITY(FEET/SEC.) = 4.10 DEPTH*VELOCITY(FT*FT/SEC.) 1.60 LONGEST FLOWPATH FROM NODE 228.00 TO NODE 230,00 = 1120.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = --------------------------------------------.-.----------------------..--.-- .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) 9.31 RAINFALL INTENSITY(INCH/HR) = 2.48 ~AL STREAM AREA(ACRES) = 1.45 ,....,K FLOW RATE(CFS) AT CONFLUENCE = STREAM 1 ARE: 3,41 **************************************************************************** FLOW PROCESS FROM NODE 231.00 TO NODE 230.00 IS CODE = 21 ~ tttttRATIONAl METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM ~ DEVELOPMENT IS COMMERCIAL K*[ClENGTH**3)/CElEVATION CHANGE)]**.2 ITIAL SUBAREA FLOW'LENGTH = 975.00 UPSTREAM ELEVATION = 1302.16 DOWNSTREAM ELEVATION = 1275.15 ELEVATION DIFFERENCE = 27.01 TC = D.303*[C 975.00**3)/C 27.01)]**.2 9.743 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.418 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8728 SOIL CLASSIFICATION IS "8" SUBAREA RUNOFFCCFS) 2.11 TOTAL AREACACRES) = 1,00 TOTAL RUNOFF(CFS) = 2.11 **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 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 CONCENTRATIONCMIN.) 9.74 RAINFALL INTENSITYCINCH/HR) = 2.42 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.11 ~ONFlUENCE DATA ** ~EAM RUNOFF Te NUMBER CCFS) 1 3,41 2 2.11 CMIN.) 9.31 9.74 INTENSITY CINCH/HOUR) 2.479 2.418 AREA CACRE) 1.45 1,00 *********************************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 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) CMIN.) (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 TcCMIN.) = 9.31 TOTAL AREACACRES) = 2.45 LONGEST FLOWPATH FROM NODE 228.00 TO NODE 230,00 = 1120.00 FEET. ~********************************************************************** ~W PROCESS FROM NODE 223.00 TO NODE 230.00 IS CODE = 11 ------.-.---------.------------------------------------~~--~_._------------. t(tttCONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY====: ~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY 4IBER (CFS) (MIN.) (INCH/HOUR) 1 5.43 9.31 2.479 GEST FLOWPATH FROM NODE 228.00 TO AREA (ACRE) 2.45 NODE 230.00 1120.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUM8ER (CFS) (MIN. ) (I NCH/HOUR) (ACRE) 1 19.00 16.20 1.828 25.78 LONGEST FLOWPATH FROM NODE 218.00 TO NODE 230.00 1920.00 FEET. *********************************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. ************************************************************************** ** PI;AK FLOW RATE TABLE ** STREAM RUNOFF Tc I NTENS I TY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 16.34 9.31 2.479 2 23.00 16.20 1.828 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE AS FOLLOWS: 23.00 Tc(MIN.) = 28.23 16.20 ~*********************************************************************** ,....-W PROCESS FROM NODE 230,00 TO NODE 232.00 IS CODE = 41 ----------.----------.-.------..-----..------------.-------.-_.._----------- .....COMPUTE PIPE,FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1271,14 OOWNSTREAM(FEET) FLOW LENGTH(FEET) = 70.58 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 15.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.80 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 23.00 PIPE TRAVEL TIME(MIN.) = LONGEST FLOUPATH FROM NODE 1270-35 0.13 Tc(MIN.) = 218.00 TO NODE 16.33 232.00 = 1990.58 FEET. **************************************************************************** FLOW PROCESS FROM NODE 232.00 TO NODE 232.00 IS CODE = -..----------------------.--.------------..-.....------....---------.-...... .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.33 RAINFALL INTENSITY(INCH/HR) = 1.82 TOTAL STREAM AREA(ACRES) = 28.23 ~K FLOW RATE(CFS) AT CONFLUENCE = 23.00 'IIIP*********************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 226.00 IS CODE = 21 (4(4(RATIONAL METHOD INITIAL SUBAREA ANAlYSIS===== 4.0 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL .- K*[(LENGTH**3)f(ELEVATION CHANGE)}**.2 IAL SUBAREA FLOW-LENGTH = 200.00 TREAM ELEVATION = 1297.23 DOWNSTREAM ELEVATION = 1282,65 ELEVATION DIFFERENCE = 14.58 TC = 0.303*[( 2DD.DD**3)/C 14.58)J**.2 = 4.260 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.491 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8868 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFFCCFS) = 0.93 TOTAL AREACACRES) = 0.30 TOTAL RUNOFFCCFS) = 0.93 **************************************************************************** FLOW PROCESS FROM NODE 226.00 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) = 1275.10 FLOW LENGTHCFEET) = 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(INCHl = 27.00 NUMBER OF PIPES = PIPE-FLOWCCFS) = 0.93 PIPE TRAVEL TIMECMIN.) = 1.10 TcCMIN.) = 6.10 4111tGEST FLOWPATH FROM NODE 217.00 TO NODE 233.00 432.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 233,00 TO NODE 232.00 IS CODE = 41 _~_._______~_w_______~______________________~__.___________________________~ tttttCOMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: <<<<<USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEETl = 1274.85 OOWNSTREAMCFEET) 1270.50 FLOW LENGTH(FEET) = 159.74 MANNING'S N = 0.013 DEPTH OF FLOW IN 30,0 INCH PIPE IS 2.5 INCHES PIPE,FLOW VELOCITY(FEET/SEC.) = 4.80 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES PIPE-FLOWCCFS) = 0.93 PIPE TRAVEL TIMECMIN.l = 0.55 TcCMIN.) = 6.65 LONGEST FLOWPATH FROM NODE 217.00 TO NODE 232.00 592.34 FEET. **************************************************************************** FLOW PROCESS FROM NODE 232.00 TO NODE 232.00 IS CODE = -----------------------------------------------~---------------~-~---------- tttttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<<AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT _OF CONCENTRATION(MIN.) = 6.65 FALL INTENSITYCINCH/HR) = 2.98 AL STREAM AREACACRES) = 0.30 PEAK FLOW RATE(CFSl AT CONFLUENCE = STREAM 2 ARE: 0.93 ** CONFLUENCE DATA ** ~\ STREAM RUNOFF Te INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 23.00 16.33 1.819 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 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 TABLE ** RUNOFF (CFS) 10.30 23.57 Tc INTENSITY (INCH/HOUR) 2.983 1.819 (MIN.) 6.65 16.33 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 23.57 Tc(MIN.) = 16.33 TOTAL AREA(ACRES) = 28.53 LONGEST FLOWPATH FROM NODE 218,00 TO NODE 232.00 = 1990,58 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 232,00 TO NODE 234.00 IS CODE = 41 ---~-------~-------~----------------~--------------------------------------- tttttCOMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA <<<USING USER'SPECIFIEO PIPESI2E (EXISTING ELEMENT)====: -====================================================================== LEVATION DATA: UPSTREAM(FEET) = 1270.00 DOWNSTREAM(FEET) = 1269.43 FLOW LENGTH(FEET) = 12.53 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 10.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.62 GIVEN PIPE OIAMETER(INCH) = 36.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 23.57 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 0.01 Tc(MIN.) = 16.35 218.00 TO NODE 234,00 = 2003.11 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 28.53 TC(MIN.) = 23.57 16.35 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS e /)(1/ **************************************************************************** e 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 ALton Parkway Irvine, CA 92618 --------~-------~~--------~--------~----------------------------~---------~~ TIME/DATE OF STUDY: 15:19 09/24/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * nodes 203 - 204 * 10-year * ************************************************************************** **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION==== ~-------------------------------~~-------------------~---------------------- CONSTANT STREET GRADECFEET/FEET) = 0.005000 CONSTANT STREET FLOWCCFS) = 8.51 ~AVERAGE STREET FLOW FRICTION FACTORCMANNING) = 0.015000 ~ONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 INTERIOR STREET CROSSFALL(OECIMAL) = 0.020000 OUTSIDE STREET CROSSFALLCOECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHTCFEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) 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 DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIOTH(FEET) = 18.59 AVERAGE FLOW VELOCITYCFEET/SEC.) = 2.36 PRODUCT OF DEPTH&VELOCITY = 1.15 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- e * * * ~ **************************************************************************** e 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 ************************** * basin 200 * 100~YEAR * TOTAL FLOW IN LINE D-E * * * ************************************************************************** FILE NAME: 100L200.DAT TIME/DATE OF STUDY: 09:40 07/18/2001 ._._-_.~..._---~~._-----~._---_.~~~._-----------------------------~~.._--_.- 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 ......YEAR STORM 1D'MINUTE INTENSITY(INCH/HOUR) = 2.360 ~YEAR STORM 60~MINUTE INTENSITY(INCH/HOUR) = 0.880 10D-YEAR STORM 10'MINUTE INTENSITY(INCH/HOUR) = 3.480 100-YEAR STORM 6D'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-HOUR INTENSITY(INCH/HOUR) = 1.300 SLOPE OF INTENSITY DURATION CURVE = 0.5496 RCFC&WCD 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 CROSS FALL IN, / OUT-/PARK' HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIOE/ WAY (FT) (FT) (FT) (FT) (n) --------- ----------------- --------- ----------------- ------ ----- ------ GLOBAL STREET FLOW,OEPTH 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.* **************************************************************************** .w PROCESS FROM NODE 201.00 TO NODE 202.00 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 .TREAM ELEVATION = 1300.60 NSTREAM ELEVATION = 1298.59 EVATION DIFFERENCE = 2.01 TC = 0.393*[( 120.00**3)/( 2.D1))**.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 RUNOFF(CFS) = 0.79 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.79 **************************************************************************** FLOW PROCESS FROM NODE 202. DO TO NODE 203.00 IS CODE = 61 -----..-----.-.-----.-.-.---------------------.----------------------------- <<<<<COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ~~~~~(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1298.09 DOWNSTREAM ELEVATION(FEET) = 1295.26 STREET LENGTHIFEET) = 47D,DO CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30,00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = lB.DO INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = D.OBD SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 ~ning/s fRICTION FACTOR for Streetflow Sect;on(curb-to-curb) ; ~nning/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) = 0.47 HALFSTREET FLOOD WIOTH(FEET) = 5.45 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.69 PRODUCT OF OEPTH&VELOCITY(FT*FT/SEC.) 1.27 STREET FLOW TRAVEL TIME(MIN.) = 2.91 TcIMIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.699 SINGLE'FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8517 SOIL CLASSIFICATION IS "0" SUBAREA AREAIACRES) = 1.60 TOTAL AREAIACRES) = 1,BO 3.33 8.95 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 5.04 5.83 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIOTHIFEET) = 10.41 FLOW VELOCITY(FEET/SEC.) = 2.93 OEPTH*VELOCITY(FT*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 201.00 TO NODE 203.00 = 590.00 FEET. **************************************************************************** _w PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 61 ----------------------------------------------------------------------- <<<<COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<<(STANOARD CURB SECTION USED)====: UPSTREAM ELEVATION(FEET) = 1295.26 DOWNSTREAM ELEVATION(FEET) = 1290,54 ./ be? ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET LENGTHCFEET) = 850.00 CURB HErGHr(INeHES) 6.0 STREET HALFWIorHCFEET) = 30.00 .TANCE FROM CROWN TO CROSS FALL GRAOEBREAKCFEET) IDE STREET CROSSFALLCDECIMAL) 0.020 SIDE STREET CROSSFALLCOECIMAL) = 0.080 = 18.00 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-af-Walk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.67 HALFSTREET FLOOD WIOTHCFEET) = 16.56 AVERAGE FLOW VELOCITYCFEET/SEC.) = 2.83 PRODUCT OF OEPTH&VELOCITYCFT*FT/SEC.) = 1.90 STREET FLOW TRAVEL TIME(MIN.) = 5.01 TcCMIN,) = 13,96 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.897 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8402 SOIL CLASSIFICATION IS HO" SUBAREA AREA(ACRES) 2.92 TOTAL AREA(ACRES) = 4.72 9.39 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 7.11 12,94 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.74 HALFSTREET FLOOD WIOTHCFEET) = 20.56 FLOW VELOCITYCFEET/SEC.) = 2.87 DEPTH*VELOCITYCFT*FT/SEC.) 2.11 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, ~ AND 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 201.00 TO NODE 204.00 = 1440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 204,00 IS CODE = -------------------------------------------------------------------------.-- <<<<<DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUM8ER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: rIME OF CONCENTRArIONCMrN.) = 13.96 RAINFALL INTENSITY(INCH/HR) = 2.90 TOTAL STREAM AREACACRES) = 4.72 PEAK FLOW RATECCFS) AT CONFLUENCE = 12.94 **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 21 ---------------------------------------------------------------------------- ~~~~~RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K*((LENGTH'*3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOY-LENGTH = 136.00 _rREAM ELEVATION = 1298,00 STREAM ELEVATION 1295.76 VATrON DIFFERENCE = 2.24 TC = 0.393*[( 136.00**3)/C 2.24)]**.2 = 6.368 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.459 SINGLE'FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8592 ~ SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) = 0.77 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.77 ~*********************************************************************** ~W PROCESS FROM NODE 206.00 TO NODE 207.00 IS CODE = 61 ----------...-------------------------.------------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....(STANOARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1295.26 DOWNSTREAM ELEVATION(FEET) = 1290.54 STREET LENGTH(FEET) = 850.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DECIMAL) OUTSIDE STREET CROSSFALL(OECIMAL) GRADEBREAK(FEET) = 0.020 = 0.080 = 18.00 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-~aLk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREET fLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(fEET) = AVERAGE fLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = ~EET FLOW TRAVEL TIME(MIN.) = 5.76 o YEAR RAINFALL INTENSITY(INCH/HOUR) OMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.30 TOTAL AREA(ACRES) = 1.50 2.60 5.02 2.46 1.~ Tc(MIN.) 3.130 = .BBB8 12.13 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) 3.62 4.38 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIOTH(FEET) 7.54 FLOW VELOCITY(FEET/SEC.) = 2.77 OEPTH*VELOCITY(FT*FT/SEC.) 1.46 LONGEST FLOWPATH FROM NODE 205.00 TO NODE 207.00 = 9B6.0D FEET. **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 207.00 IS CODE = ---------------------------------------------------------------------------- ~~~~~DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.13 RAINFALL INTENSITY(INCH/HR) = 3.13 TOTAL STREAM AREA(ACRES) = 1,50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4,38 **************************************************************************** ~~,~~~~~~~,~~~~,~~~~""~~~:~~-~~,~~~~,---~~~:~~,~~,~~~~,~--~~"'--_._-, ~~~RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) ~ Te = K*[(LENGTH**3)f(ElEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW'LENGTH = 140.00 UPSTREAM ELEVATION = 1301.70 DOWNSTREAM ELEVATION = 1296.56 ~ATION DIFFERENCE = 5.14 ~ 0.393*[( 140.00**3)/( 5.14)]**.2 5.488 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.839 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8504 SOIL CLASSIFICATION IS "e" SUBAREA RUNOFF(CFS) 1.03 TOTAL AREACACRES) = 0.25 TOTAL RUNOFFCCFS) = 1.03 **************************************************************************** FLOW PROCESS FROM NODE 209.00 TO NODE 204.00 IS CODE = 61 -----------------------------------------.---------------------------------- t(~t(COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: ttttt(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1296.06 DOWNSTREAM ELEVATIONCFEET) = 1290.54 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALLCOECIMAL) OUTSIDE STREET CROSSFALLCOECIMAL) GRADEBREAK(FEET) 0.020 = 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 41111ring,s FRICTION FACTOR for Back'ot'WaLk FLow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = 3.79 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 4.59 AVERAGE FLOW VELOCITYCFEET/SEC.) 4.25 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.71 STREET FLOW TRAVEL TIME(MIN.) = 1,18 Tc(MIN.) 6.66 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4,349 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8455 SOIL CLASSIFICATION IS HCH SUBAREA AREACACRES) = TOTAL AREA(ACRES) = 1.50 1. 75 SUBAREA RUNOFF(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 VElOCITY(FEET/SEC.) = 4.86 DEPTH*VELOCITY(FT*FT/SEC.) LONGEST FLOWPATH FROM NODE 208.00 TO NODE 204.00 = 440.00 2.39 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = ~-----_._------------~-----------------------------~------------------------ .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 ~LUENCE VALUES USED FOR INDEPENDENT ~ OF CONCENTRATION(MIN.) = 6.66 RAINFALL INTENSITY(INCH/HR) = 4.35 TOTAL STREAM AREA(ACRES) = 1.75 PEAK FLOW RATECCFS) AT CONFLUENCE = STREAM 3 ARE: 6.55 ~ **************************************************************************** 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 = 9.68 TC = 0.303*[( 300.00**3)/( 9.68)J**.2 = 5.898 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.652 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8897 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) 1.66 TOTAL AREA(ACRES) = 0,40 TOTAL RUNOFF(CFS) = 1.66 **************************************************************************** FLOY PROCESS FROM NODE 211.00 TO NODE 211.00 IS CODE = ~----------~--------_.~-------------_._------------~------------------------ .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE tt(ttAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) 5,90 ~FAlL INTENSITY(INCH/HR) = 4,65 ~AL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.66 ** CONFLUENCE DATA .* STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) ( INCH/HOUR) (ACRE) 1 12.94 13.96 2.897 4.72 2 4.38 12.13 3.130 1.50 3 6.55 6.66 4.349 1.75 4 1.66 5.90 4.652 0.40 *********************************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 4 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc I NTENS I TY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 15.05 5.90 4.652 .~ 16.68 6.66 4.349 21.45 12.13 3.130 4 22.39 13.96 2.897 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ~ PEAK FLOW RATE(CFS) = 22.39 Tc(MIN.) = 13.96 TOTAL AREA(ACRES) = 8.37 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 211.00 = 1440.00 FEET. **************************************************************************** ~ PROCESS FROM NODE 211.00 TO NODE 211.00 IS CODE = 10 ~~---------------_._-------------------------------------------------_.- <<<<<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 (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 COE~FICIENT = .8172 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.76 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.76 **************************************************************************** ~W PROCESS FROM NODE 213.00 TO NODE 214.00 IS CODE = 61 ~~----_._------------~~----_._----~~--_.._-----_._-~----------~------.-- <<<<<COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ~~~e~(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1322.87 DOWNSTREAM ELEVATION(FEET) = 1319.13 STREET LENGTH(FEET) = 320.00 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(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 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.) 7.57 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.054 ~LE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8421 ~ CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) 2.47 3.41 4.17 so END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOQ WIDTH(FEET) = 5.22 FLO~ VELOCITY(FEET/SEC.) = 3.66 OEPTH*VELOCITY(FT*FT/SEC.) 1.66 ~GEST FLOWPATH FROM NODE 212.00 TO NODE 214.00 = 440.00 FEET. ~*********************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 214,00 IS CODE = --------------------------------------------------------------------.------- <<<<<OESIGNATE INDEPENDENT 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 ELEVATION DIFFERENCE = 2.13 ~= 0.393*[( 130.00**3)/( 2,13)J**.2 ~O YEAR RAINFAll INTENSITY(INCH/HOUR) = 4.501 SINGLE'FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 6,261 .8471 0.76 0.20 TOTAL RUNOFF(CFS) = 0.76 **************************************************************************** FLOW PROCESS FROM NODE 216.00 TO NODE 214.00 IS CODE = 61 ----------~--------~~---------_.~----------------------_._-----------~~---~- <<<<<COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ~tttt(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ElEVATION(FEET) = 1322.87 DOWNSTREAM ElEVATION(FEET) = 1319.13 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFAll(DECIMAl) OUTSIDE STREET CROSSFALL(DECIMAL) GRADEBREAK(FEET) = 0.020 = 0.080 lB.DO 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) = ~TREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET) = 0.36 HALFSTREET FLOOO WIOTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.42 3.99 3.52 "5\ PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) 1.25 STREET FLOW TRAVEL TIMECMIN.) = 1.18 Tc(MIN.) = 7.45 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.092 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8083 ~L CLASSIFICATION IS "B" ~AREA AREA(ACRES) = 1.00 SUBAREA RUNOFFCCFS) TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATECCFS) = 3.31 4.07 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIOTHCFEET) = 4.91 FLOW VELOCITYCFEET/SEC.) = 4.00 OEPTH*VELOCITYCFT*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 = -------..------------------------------------------------------------------- .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ttt(tAND 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) = 4.09 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.07 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 4.17 4.07 Tc (MIN. ) 7.57 7,45 INTENSITY (I NCH/HOUR) 4.054 4.092 AREA (ACRE) 1.20 1.20 e~ *********************************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 2 STREAMS. ** PEAK fLOW RATE TABLE ** STREAM NUMBER 1 2 RUNOFF (CFS) 8.17 8,21 Tc CMIN. ) 7.45 7.57 INTENSITY (INCH/HOUR) 4.092 4.054 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.21 Tc(MIN.) = 7.57 TOTAL AREA(ACRES) = 2.40 LONGEST FLOWPATH FROM NODE 212.00 TO NODE 214.00 = 440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 217.00 IS CODE = 61 --..-----------.-.---------.--------------.--------..---.-------..--.------- .'COMPUTE STREET FLO~ TRAVEL TIME THRU SUBAREA "CSTANOARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1319.13 DOWNSTREAM ELEVATIONCFEET) = 1297.23 STREET LENGTHCFEET) = 450.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTH(FEET) = 33.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) 20.00 INSIDE STREET CROSSFALLCDECIMAL) 0.020 ~SIDE STREET CROSSFALLCDECIMAL) = D.OBO 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) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITYCFEET/SEC.) = PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = STREET FLOW TRAVEL TIMECMIN.) = 0.99 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS "C" SUBAREA AREACACRES) 0.50 TOTAL AREACACRES) = 2.90 9,05 5.35 7.56 3.51 TcCMIN.) = 3.789 = ,88n B,56 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 1.6B 9.B9 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTHCFEET) = 5.53 FLOW VELOCITY(FEET/SEC.) = 7.76 OEPTH*VELOCITYCFT*FT/SEC.) = 3,71 LONGEST FLOWPATH FROM NODE 212.00 TO NODE 217.00 = B90,DO FEET. ~*********************************************************************** ~W PROCESS FROM NODE 217.00 TO NODE 217.00 IS CODE = 10 --~_._---------------------------._----------------------------------------- tt(((MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 218.00 TO NODE 219.00 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 = 1344.70 DOWNSTREAM ELEVATION = 1342.58 ELEVATION DIFFERENCE = 2.12 TC = 0.393*[( 120.00**3)/( 2.12)]**.2 5.973 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.619 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8168 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.94 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.94 **************************************************************************** ~W PROCESS FROM NODE 219.00 TO NODE 220.00 IS CODE = 61 ~---------------------_._-----_._-----------------------------------._-- ~~eeeCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: ~~~~~(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ';;1- UPSTREAM ELEVATION(FEET) = 1342.08 DOWNSTREAM ELEVATION(FEET) 1303.02 STREET LENGTH(FEET) = 1400.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTH(FEET) = 30.00 ~TANCE FROM CROWN TO CROSSFALL ~;IDE STREET CROSSFALL(DECIMAL) OUTSIDE STREET CROSSFALL(DECIMAL) GRAOEBREAK(FEET) 0.020 = 0.080 = lB.DD SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curh-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) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 6.31 AVERAGE FLOW VELOCITY(FEET/SEC,) 6.08 PRODUCT OF OEPTH&VELOCITY(FT*FT/SEC,) 3.09 STREET FLOW TRAVEL TIME(MIN.) = 3.84 Tc(MIN.) 9.81 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.517 SINGLE'FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8345 SOIL CLASSIFICATION IS HC" SUBAREA AREA(ACRES) 5.30 SU8AREA RUNOFF(CFS) TOTAL AREA(ACRES) = 5.55 PEAK FLO~ RATE(CFS) 8.78 15.55 16.50 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIOTH(FEET) 13.59 FLO~ VELOCITY(FEET/SEC.) = 6.34 DEPTH*VELOCITY(FT*FT/SEC.) = 3.96 ~OTE: INITIAL SU8AREA NOMOGRAPH WITH SUBAREA PARAMETERS, ,..., AND L = 1400.0 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 NODE 218.00 TO NODE 220.00 = 1520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = ~~tttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT 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 222.00 IS CODE = 21 t(tt(RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) Te = K*[(LENGTH**3)f(ELEVATION CHANGE)]**.2 _ITIAL SUBAREA FLO~-LENGTH = 120.00 TREAM ELEVATION = 1344.70 OWNSTREAM ELEVATION = 1342.65 ELEVATION DIFFERENCE = 2.05 TC = 0.393*[( 120,00**3)/( 2,05)]**.2 6.013 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.602 ~ SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT .8166 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.94 ~AL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.94 !IIIP...............*........**.***....*...**..*..***..**.****************** FLOW PROCESS FROM NODE 222.00 TO NODE 220.00 IS CODE = 61 <<<<<COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== ~~ttt(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1342.15 DOWNSTREAM ELEVATION(FEET) = 1303.02 STREET LENGTH(FEET) = 1400.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 18.DO SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 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-~alk FLow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 5.78 AVERAGE FLOW VELOCITY(FEET/SEC.) 5.99 ~ODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.99 1IIIIEET FLOW TRAVEL TIMECMIN.) = 3.89 Tc(MIN.) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.498 SINGLE-FAMIlY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8342 SOIL CLASSIFICATION IS "e" SUBAREA AREA(ACRES) 5.00 TOTAL AREA(ACRES) = 5.25 8.30 9.91 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 14.59 15.53 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) 12.87 FLOW VELOCITY(FEET/SEC.) = 6.34 DEPTH*VELOCITY(FT*FT/SEC.) 3.89 -NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1400.0 FT WITH ELEVATION,DROP = 39.1 FT, IS 11.6 CFS, WHICH EXCEEDS THE TOP,OF-CURB STREET CAPACITY AT NODE 220,00 LONGEST FLOWPATH FROM NODE 221.00 TO NODE 220.00 = 1520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = <<<<<DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ~ttttAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 9.91 _NFALL INTENSITY(INCH/HR) = 3.50 L STREAM AREA(ACRES) = 5.25 K FLOW RATE(CFS) AT CONFLUENCE = 15.53 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA ~ NUMBER 1 2 (CFS) 16.50 15.53 (MIN. ) 9.81 9.91 (l NCH/HOUR) 3.517 3.498 (ACRE) 5.55 5.25 ~*****************************WARNING********************************** ~ 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 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc I NTENS ITY NUMBER (CFS) (MIN. ) (l NCH/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.); TOTAL AREA(ACRES) ; 10.80 LONGEST FLOWPATH FROM NODE 218.00 TO NODE 9.81 220.00; 1520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE; 7 -.-------------------------------------------------------._----------------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE:===: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~ER-SPECIFIED VALUES ARE AS FOLLOWS: .....(MIN); 9.81 RAIN INTENSITY(INCH/HOUR); 3.52 TOTAL AREA(ACRES) ; 0.01 TOTAL RUNOFF(CFS) ; 8.98 **************************************************************************** FLOW PROCESS FROM NODE 220. DO TO NODE 217.00 IS CODE; 11 ----------------------------------------------------------------.----------- .....CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc I NTENS ITY AREA NUMBER (CFS) (MIN.) (l NCH/HOUR) (ACRE) 1 8.98 9.81 3.517 0.01 LONGEST FLOWPATH FROM NODE 218.00 TO NODE 217.00 1520.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc I NTENS I TY AREA NUMBER (CFS) (MIN.) (l NCH/HOUR) (ACRE) 1 9.89 8.56 3.789 2.90 LONGEST FLOWPATH FROM NODE 212.00 TO NODE 217.00 ; 890. DO FEET. *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-' AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ~********************************************************************** ** PEAK STREAM NUMBER FLOW RATE RUNOFF (CFS) TABLE ** Tc (MIN. ) INTENSITY (l NCH/HOUR) J , 17.73 8.56 3 .789 2 18.16 9.81 3.517 COMPUTED CONFLUENCE ESTI MATES ARE AS FOLLOWS: ~ FLOW RATE(CFS) 17.73 TcCMIN.) = 8.56 AL AREA(ACRES) = 2.91 x*****************************************************w********************* FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 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) = 10,80 TOTAL RUNOFF(CFS) = 22,90 w*w************************************************************************* FLOW PROCESS FROM NODE 220. DO TO NODE 217.00 IS CODE = 41 ---------------------------------------------------------------------------- tt(((COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== tttttUSING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) FLOW LENGTH(FEET) = 85.00 ASSUME FULL'FLOWING PIPELINE PIPE'FLOW VELOCITY(FEET/SEC.) 12.96 GIVEN PIPE DIAMETER(INCH) = 18.00 PIPE'FLOW(CFS) = 22.90 PIPE TRAVEL TIME(MIN.) = 0.11 TcCMIN.) = 9.92 ~GEST FLOWPATH FROM NODE 218.00 TO NODE 217.00 1605.00 FEET. **************************************************************************** 1292.00 MANNING'S N OOWNSTREAM(FEET) = 0.013 1291.34 NUM8ER OF PIPES FLOY PROCESS FROM NOOE 220.00 TO NODE 220.00 IS CODE = ------------------------.----------------.-----------.----._------------.--. eeeeeDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) 9.92 RAINFALL INTENSITY(INCH/HR) = 3.50 TOTAL STREAM AREA(ACRES) = 10.80 PEAK FLOY RATECCFS) AT CONFLUENCE = 22.90 **************************************************************************** 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) = 8.56 RAIN INTENSITY(INCH/HOUR) = 3.79 TOTAL AREACACRES) = 2.91 TOTAL RUNOFF(CFS) = 13.20 **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 220.00 IS CODE = 41 ---------.--.-------------.-------------..---------------------------------- ......<COMPUTE PIPE,FLOW TRAVEL TIME THRU SUBAREA ~eeUSING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) FLOW LENGTH(FEET) = 97.00 1296.50 MANNING'S N DOWNSTREAMCFEET) = = 0.013 1290.99 ~ **************************************************************************** FLOW PROCESS FROM NODE 2111.00 TO NODE 211.00 IS CODE; 41 ~<COMPUTE PIPE,FLOW TRAVEL TIME THRU SUBAREA ~<USING USER,SPECIFIEO PIPESIZE IEXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMIFEET); 1284.04 DOWNSTREAMIFEET) FLOW LENGTH(FEET); 73.00 MANNING'S N; 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 11.0 INCHES PIPE'FLOW VELOCITY(FEET/SEC.); 21.60 GIVEN PIPE DIAMETER(INCH); 30.00 NUM8ER OF PIPES PIPE'FLOWICFS) ; 35,16 PIPE TRAVEL TIME(MIN.) ; LONGEST FLOWPATH FROM NODE 1277.14 0.06 TeIMIN.); 10.38 221.00 TO NODE 211.00; 1990.50 FEET. **************************************************************************** FLOY PROCESS FROM NODE 211.00 TO NODE 211.00 IS CODE; 11 ------------------------------------------------------------------.--------- ~~~~~CONFLUENCE MEMORY BANK # 1 ~ITH THE MAIN-STREAM MEMORY===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA .* STREAM RUNOFF Te I NTENS ITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 35.16 10.38 3.409 13.71 LONGEST FLOWPATH FROM NODE 221. DO TO NODE 211.00 ; 1990.50 FEET. ** MEMORY BANK # CONFLUENCE DATA ** _AM RUNOFF Te I NTENS ITY AREA ER ICFS) IMIN. ) (INCH/HOUR) IACRE) 1 22.39 13.96 2.897 8.37 LONGEST FLO~PATH FROM NODE 201.00 TO NODE 211. 00 1440.00 FEET. *********************************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, ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc I NTENS ITY NUMBER (CFS) (MIN. ) (I NCH/HOUR) 1 51.82 10.38 3.409 2 52.28 13.96 2.897 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) ; ESTIMATES ARE 51.82 22.08 AS FOLLOWS: Te(MIN.) ; 10.38 **************************************************************************** FLOW PROCESS FROM NODE 211,00 TO NODE 2112.00 IS CODE; 41 ~~et~COMPUTE PIPE-FLO~ TRAVEL TIME THRU SUBAREA===== ~:~~~~~;~~~::~:~~~:~~~;:~:~~~~~;~~:~~::~~;~~~:~~:~~;;;;;;;;;;;;;;;; ~ATION DATA: UPSTREAMIFEET); 1276.65 DOWNSTREAM(FEET); 1272.00 FLOW LENGTH(FEET); 49.00 MANNING'S N; 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 13.6 INCHES PIPE'FLOW VELOCITYIFEET/SEC.) = 24.01 .~ ? DEPTH OF FLOW IN 24,0 INCH PIPE IS 8.2 INCHES PIPE, FLOW VELOCITY(FEET/SEC.) = 13.92 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF tlE'FLOW(CFS) = 13.20 E TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = NGEST FLOWPATH FROM NODE 221.00 TO NODE PIPES 8,68 220.00 1617.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 217,00 TO NODE 217.00 IS CODE = ._------~------------------------------------------------------------------- tttttDESIGNATE 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.) 8.68 RAINFALL INTENSITY(INCH/HR) = 3.76 TOTAL STREAM AREA(ACRES) = 2.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.20 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 22.90 9.92 3.496 10.80 2 13.20 8.68 3.762 2.91 *********************************UARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCO FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA ~L 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 33.23 8.68 3.762 2 35.16 9.92 3.496 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 35.16 Tc(MIN.) = TOTAL AREA(ACRES) = 13.71 LONGEST FLOWPATH FROM NODE 221.00 TO NODE 9.92 217.00 = 1617.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 2111.00 IS CODE = 41 tttttCOMPUTE PIPE.FLOW TRAVEL TIME THRU SUBAREA===== tttttUSING USER.SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1290.30 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 300.50 MANNING/S N = 0.013 eTH OF FLOW IN 30.0 INCH PIPE IS 17.0 INCHES E'FLOW VELOCITY(FEET/SEC,) = 12.27 VEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 35.16 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 1284.12 0.41 Tc(MIN.) = 221.00 TO NODE 10,33 2111.00 1917.50 FEET. ~ GIVEN PIPE OIAMETER(INCH) = 30.00 NUMBER OF PIPES PIPE-FlOW(CFS) = 51.82 PIPE TRAVEL TIME(MIN,) = 0.03 Tc(MIN.) = 10.42 ~GEST FLOWPATH FROM NODE 221.00 TO NODE 2112.00 = 2039.50 FEET. ~*********************************************************************** FLOW PROCESS FROM NODE 2112.00 TO NODE 223.00 IS CODE = ._----~----------------------~---------------------------------------------- ~~q~~DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.42 RAINFALL INTENSITY(INCH/HR) = 3.40 TOTAL STREAM AREA(ACRES) = 22.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 51,B2 **************************************************************************** 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)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW'LENGTH = 270.00 UPSTREAM ELEVATION = 1310.00 DOWNSTREAM ELEVATION = 1288.00 ELEVATION DIFFERENCE = 22.00 ~= 0.709*[( 270.00**3)/( 22.DDl]**.2 = 10.996 ~O YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.303 SOIL CLASSIFICATION IS "S" SUBAREA RUNOFF(CFSl 1,35 TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 1.35 **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 223.00 IS CODE = 52 <<<<<COMPUTE NATURAL VALLEY CHANNEL FLOW=====: ~~~~~TRAVELTIME THRU SUBAREA=====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1288.00 DOWNSTREAM(FEET) = 1271.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 CHANNEL SLOPE = 0.0283 CHANNEL FLOW THRU SUBAREA(CFS) = 1.35 FLOW VELOCITY(FEET/SEC) = 2.68 (PER LACFCO/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.74 Tc(MIN.) = 14,73 LONGEST FLOWPATH FROM NODE 224.00 TO NODE 223.00 = 870.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 223.00 IS CODE = 81 ~~~~~ADDITION OF SUBAREA TO MAINLINE PEAK FLOW=====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.B13 tlEVELOPED WATERSHED RUNOFF COEFFICIENT = .7772 L CLASSIFICATION IS "0" BAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) 3.70 TOTAL RUNOFF(CFS) = TC(MIN) = 14.73 6.78 8.13 ~ **************************************************************************** FLOW PROCESS FROM NODE 223,00 TO NODE 223.00 IS CODE = ---------------------------------------------------------------------------- _~~DESIGNATE 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 CONCENTRATION(MIN.) 14.73 RAINFALL INTENSITY(INCH/HR) = 2.81 TOTAL STREAM AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.13 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 51.82 2 8.13 Tc (MIN.) 10.42 14.73 INTENSITY (INCH/HOUR) 3.403 2.813 AREA (ACRE) 22.08 3.70 *********************************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 ** ~ RUNOFF Tc INTENSITY BER (CFS) (MIN.) (INCH/HOUR) 1 ~.~ 10.42 3.403 2 50.97 14.73 2.813 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOYS: PEAK FLOW RATE(CFS) 57.57 Tc(MIN.) = 10.42 TOTAL AREA(ACRES) = 25.78 LONGEST FLOWPATH FROM NODE 221.00 TO NODE 223.00 = 2039.50 FEET. +--------------------------------------------------------------------------+ , MAX Q OUTLET = ~ CFS ~ PER HEC'l ROUTI~l , SEE ATTACHED HEC'l OUTPUT , , , +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 223.00 TO NODE 223.00 IS CODE = 7 ---------------------------------------------------------------------------- ~~~~tUSER SPECIFIED HYDROLOGY INFORMATION AT NODE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: tt.TC(MIN) = 16.20 RAIN INTENSITY(INCH/HOUR) 2.67 ~OTAL AREA(ACRES) = 25.78 TOTAL RUNOFF(CFS) = 19.00 ****~*~~;;*~*~*****~*~~~~~*~:~:1*~;~************************* ~., PROCESS FROM NODE 223.00 TO NODE 223.00 IS CODE = 10 ~---------------------------------------------------------------------- .....MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~ +--------------------------------------------------------------------------+ , return bypass , ~ , ~----,--,-----"'----""----""'----""---""'------"'------"""'~ **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 217.00 IS CODE = 7 ---------------------------------------------------------------------------- <<<<<USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER'SPECIFIEO VALUES ARE AS FOLLOWS: TC(MIN) = 8,56 RAIN INTENSITY(INCH/HOUR) = 3.79 TOTAL AREA(ACRES) = 0,00 TOTAL RUNOFF(CFS) = 4.53 **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 226.00 IS CODE = 61 ------------------------------------------------.--------------------------- <<<<<COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: <<<<<(STANDARO CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1297.23 DOWNSTREAM ELEVATION(FEET) = 1282.65 STREET LENGTH(FEET) = 200,00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 33.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(OECIMAL) OUTSIDE STREET CROSSFALL(DECIMAL) GRADEBREAK(FEET) 0.020 = 0.080 20.00 ~ECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF ~EET 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) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET) = 0,35 HALFSTREET FLOOD WIOTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) PRODUCT OF OEPTH&VELOCITY(FT*FT/SEC.) = STREET FLOW TRAVEL TIME(MIN.) = 0.44 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS HCH SUBAREA AREA(ACRES) 0.30 TOTAL AREA(ACRES) = 0,30 5.03 3.89 7.66 2.66 Tc(MIN.) = 3.688 = .8874 9.00 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 0.98 5.51 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) 4.05 FLOW VELOCITY(FEET/SEC.) = 7.80 OEPTH*VELOCITY(FT*FT/SEC.) 2.81 LONGEST FLOWPATH FROM NODE 221.00 TO NODE 226.00 = 2239.50 FEET. **************************************************************************** FLOY 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) = 9.00 RAIN INTENSITY(INCH/HOUR) = 3.69 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 1.21 ...' - **************************************************************************** FLOW PROCESS FROM NODE 226. DO TO NODE 227.00 IS CODE = .------------------------------.---------------------------------------.---- ~<<DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ~======================================================================= TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 9.00 RAINFALL INTENSITY(INCH/HR) = 3.69 TOTAL STREAM AREA(ACRES) = 0,01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.21 **************************************************************************** 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 CHANGEl]'*.2 INITIAL SUBAREA FLOW'LENGTH = 700.00 UPSTREAM ELEVATION = 1319.35 DOWNSTREAM ELEVATION = 12B2.65 ELEVATION DIFFERENCE = 36.70 TC = 0.303'[( 700.00**3)/( 36.70)J",2 = 7.511 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.073 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8885 SOIL CLASSIFICATION IS "C" ~AREA RUNOFF(CFS) = 3.08 ,....,AL AREA(ACRES) = D,B5 TOTAL RUNOFF(CFS) = 3.08 **************************************************************************** FLOW PROCESS FROM NODE 227.00 TO NODE 227.00 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 CONCENTRATION(MIN.) = 7.51 RAINFALL INTENSITY(INCH/HR) = 4.07 TOTAL STREAM AREA(ACRES) = 0.B5 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.08 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 1.21 2 3.08 Tc (MIN.) 9.00 7.51 INTENSITY CINCH/HOUR) 3.687 4.073 AREA (ACRE) 0.01 0.85 *********************************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, 4111J...............................*...................................... RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. tD"'" ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (l NCH/HOUR) e~ 4.09 7,51 4.073 3.99 9.00 3.687 ". COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.09 Tc(MIN,) = TOTAL AREA(ACRES) = 0.B6 LONGEST FLOWPATH FROM NODE 221.00 TO NODE 7.51 227.00 = 2239.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 227. DO TO NOD E 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 GRAOEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = D.DBD 30.00 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) 5.06 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 5.17 AVERAGE FLOW VELOCITY(FEET/SEC.) 4.52 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.03 STREET FLOW TRAVEL TIME(MIN.) = 1.55 Tc(MIN.) = 9.06 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.674 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .B874 SOIL CLASSIFICATION IS "C" SU8AREA AREA(ACRES) 0.60 SUBAREA RUNOFF(CFS) 1.96 TOTAL AREA(ACRES) = 1.46 PEAK fLOW RATE(CFS) = 6.04 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIOTH(FEET) 5.56 FLOW VELOCITY(FEET/SEC,) = 4.69 DEPTH*VELOCITY(FT*FT/SEC.) 2,26 LONGEST FLOWPATH FROM NODE 221.00 TO NODE 230.00 = 2659.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 230,00 TO NODE 230.00 IS CODE = ---------------------------------------------------------------------------- ((((~DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 eNFLUENCE VALUES USED FOR INDEPENDENT E OF CONCENTRATION(MIN,) = 9.06 INFALL INTENSITY(INCH/HR) = 3.67 TOTAL STREAM AREA(ACRES) = 1.46 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 1 ARE: 6.04 ~1? **************************************************************************** FLOW PROCESS FROM NODE 231.00 TO NODE 230.00 IS CODE = 21 ---------------------------------------------------------------.....--.--.-- 411iit:::::;;:::~:~:;~;::~;::::;:~::;;~::~:~::::============================= 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 = 27.01 TC = 0.303*[( 975.00**3)/( 27.01)]**.2 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3,530 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .B794 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 9.743 3.10 1.00 TOTAL RUNOFF(CFS) = 3.10 **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 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 CONCENTRATION(MIN.) = 9.74 RAINFALL INTENSITY(INCH/HR) = 3.53 ~AL STREAM AREA(ACRES) = 1.00 ~K FLO~ RATE(CFS) AT CONFLUENCE = 3.10 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 6.04 2 3.10 Tc (MIN. ) 9.06 9.74 I NTENS ITY (INCH/HOUR) 3.674 3,530 AREA (ACRE) 1.46 1.00 *******~*************************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 FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (I NCH/HOUR) 1 B.93 9.06 3.674 2 B.91 9.74 3.530 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.93 Tc(MIN.) = 9.06 41111raL AREA(ACRES) = 2.46 GEST FLOWPATH FROM NODE 221.00 TO NODE 230.00 = 2659.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 223. DO TO NODE 230.00 IS CODE = 11 cI' tttttCONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AMAIN _REAM NUMBER 1 LONGEST STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY CCFS) CMIN.) CINCH/HOUR) 8.93 9.06 3.674 FLOWPATH FROM NODE 221.00 TO AREA CACRE) 2.46 NODE 230. DO 2659.50 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) CMIN.) CINCH/HOUR) 19.00 16.20 2.670 FLOWPATH FROM NODE 221.00 TO NODE STREAM NUMBER 1 LONGEST AREA (ACRE) 25 .78 230.00; 2039.50 FEET. *********************************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. ************************************************************************** '** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER CCFS) (MIN. ) (I NCH/HOUR) 1 19.56 9.06 3.674 2 25.49 16.20 2.670 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ~K FLOW RATECCFS) ; 25.49 TcCMIN,); ~AL AREACACRES) ; 28.24 16.20 **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 232.00 IS CODE; 41 ---------------------------------------------------------------------------- .....COMPUTE PIPE'FLOW TRAVEL TIME THRU SUBAREA:===; .....USING USER'SPECIFIEO PIPESI2E (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET); 1271.14 DOWNSTREAMCFEET); 1270.35 FLOW LENGTHCFEET); 70.58 MANNING'S N; 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 16.B INCHES PIPE'FlOW VElOCITY(FEET/SEC.) = 9.02 GIVEN PIPE OIAMETERCINCH) = 30.00 NUMBER OF PIPES PIPE.FLOW(CFS) = 25.49 PIPE TRAVEL TIME(MIN.) = 0.13 TcCMIN.) = 16.33 LONGEST FLOWPATH FROM NODE 221.00 TO NODE 232.00 = 2730.08 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 CONCENTRATIONCMIN.); 16.33 NFALL INTENSITYCINCH/HR); 2,66 TAL STREAM AREACACRES) = 28.24 PEAK FLOW RATECCFS) AT CONFLUENCE; 25.49 **************************************************************************** /' ~-;, FLOW PROCESS FROM NODE 226.00 TO NODE 226.00 IS CODE = 7 ------------------------------------------------------------._----------._-- <<<<<USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ~:;~:~~~;~~~:~~~~:~~:;~:~::~~~~~~~~:~:::::-:--:~::---------------------- TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 4.20 **************************************************************************** FLOW PROCESS FROM NODE 226.00 TO NODE 233.00 IS CODE = 41 ------------------------------------------------------------._-------------- <<<<<COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: <<<<<USING USER-SPECIFIED PIPESI2E (EXISTING ELEMENT) ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1277.65 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 232.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 6,6 INCHES PIPE,FLOW VELOCITY(FEET/SEC.) = 5.52 GIVEN PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = PIPE'FLOW(CFS) = 4.20 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 1275.10 0.70 Tc(MIN.) = 231. DO TO NODE 9.70 233.00 1207.60 FEET. **************************************************************************** FLOY PROCESS FROM NODE 233.00 TO NODE 232.00 IS CODE = 41 ---------------------------------------------------------------------------- ~~~~~COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== ~~~~~USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~VATION DATA: UPSTREAM(FEET) = 1274.85 DOWNSTREAM(FEET) = ~W LENGTH(FEET) = 159.74 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 5.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7,53 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 4.20 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 1270.50 0.35 Te(MIN,) = 10.06 231,00 TO NODE 232.00 1367.34 FEET. **************************************************************************** FLOW PROCESS FROM NODE 232.00 TO NODE 232.00 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.) 10.06 RAINFALL INTENSITY(INCH/HR) = 3.47 TOTAL STREAM AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4,20 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) ~ 2' 25.49 .., 4.20 Te (MIN. ) 16.33 10.06 INTENSITY (l NCH/HOUR) 2.658 3,469 AREA (ACRE) 28,24 0.30 *********************************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 tk WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF 4111JFLUENCE FORMULA USED FOR 2 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 19.89 10.06 2 28.71 16.33 CONCENTRATION RATIO STREAMS. INTENSITY (INCH/HOUR) 3.469 2,658 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 28.71 Tc(MIN.) = 16.33 TOTAL AREA(ACRES) = 28.54 LONGEST FLOWPATH FROM NODE 221.00 TO NODE 232.00 = 2730.08 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: UPSTREAM(FEET) = 1270.00 DOWNSTREAM(FEET) 1269.43 FLOW LENGTH(FEET) = 12.53 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 11.1 INCHES PIPE,FLOW VELOCITY(FEET/SEC.) = 15,46 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE'FLOW(CFS) = 28.71 ~:::::;~~:~:;:~:~:~~~~:=:~:~::~~~:~~:~~~:~==~~~~:~~=:==::~:~::=::::~=== END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 28.54 TC(MIN.) = H.n 16.34 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS e ~ Ie RATIONAL HYDROLOGY OUTPUT: e DRAINAGE BASIN 300 LINES A, A 1, A2, A3, & A4 e (pi> **************************************************************************** e 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 tD 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(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 ~YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 ,...,vEAR STORM 6D'MINUTE INTENSITY(INCH/HOUR) = 0.880 lOO-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480 1DD,YEAR STORM 60,MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10'YEAR INTENSITY,DURATION CURVE = 0.5505732 SLOPE OF 10D-YEAR INTENSITY-DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 l-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 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'CROSSFALL: CURB GUTTER,GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT'/PARK' HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIOE/ 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.* **************************************************************************** .w PROCESS FROM NODE 301.00 TO NODE 302.00 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 = 370.00 .TREAM ELEVATION = 1298.09 TREAM ELEVATION = 1290.84 ATION DIFFERENCE = 7.25 TC = 0.303*(( 370.00**3)/( 7.25)]**.2 7.0B7 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.881 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8760 SOIL CLASSIFICATION IS "8" SUBAREA RUNOFF(CFS) = 0.76 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.76 **************************************************************************** FLOW 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 FLOW RATE(CFS) AT CONFLUENCE = 0.76 **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 304.00 IS CODE = 21 1Iiiij::::;::::~:;:;;;::~;::::::~::;;~::~:~::::============================= DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) Te = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1296,BD OO~NSTREAM ELEVATION = 1294.63 ELEVATION DIFFERENCE = 2.17 TC = 0.393*[( 120.00**3)/( 2.17)J**.2 5.945 10 YEAR RAINfALL INTENSITY(INCH/HOUR) = 3.174 SINGLE'FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8285 SOIL CLASSIFICATION IS "e" SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 0.84 0.32 TOTAL RUNOFF(CFS) = 0.84 **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 302.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA .....(STANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1294.13 DOWNSTREAM ELEVATION(FEET) = 1290.84 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 ~TANCE FROM CROWN TO CROSSFALL GRAOEBREAK(FEET) DE STREET CROSSFALL(DECIMAL) = 0.020 SIDE STREET CROSSFALL(DECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(OECIMAL) = 0.020 "\0 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR tor Back-ot-Walk Flow Section 0.0200 _**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TREETFLOW MODEL RESULTS USING ESTIMATED FLOW: TREET FLOW DEPTHCFEET) = 0.35 HALFSTREET FLOOD WIDTHCFEET) = 3.91 AVERAGE FLOW VELOCITYCFEET/SEC.) 2.99 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 1.04 STREET FLOW TRAVEL TIME(MIN.) = 1.67 Tc(MIN.) = 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.769 SINGLE'FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8200 SOIL CLASSIFICATION IS HCH SUBAREA AREA(ACRES) = 1.00 TOTAL AREA(ACRES) = 1.32 1.98 7.62 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) 2.27 3.11 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTHCFEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 4.71 FLOW VELOCITYCFEET/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 ~NFALL INTENSITYCINCH/HR) = 2.77 ~Al STREAM AREACACRES) = 1.32 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.11 **************************************************************************** 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 C1/4 ACRE) TC = K*((lENGTH**3)/CElEVATION 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(1/4 ACRE LOT) RUNOFF COEFFICIENT = .B288 SOIL CLASSIFICATION IS HeH SUBAREA RUNOFF(CFS) = 0.53 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFFCCFS) = 0.53 **************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 302.00 IS CODE = 61 ~~~~~~;~~~'~~~~~~.;~~~'~~~~~~.~;~~.~;~~.~~~~~~~."""".",....,..,.." ~..CSTANOARO CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1294.04 DOWNSTREAM ELEVATIONCFEET) = 1290.84 STREET LENGTHCFEET) = 220.00 CURB HEIGHT(INCHES) = 6.0 <'\\ STREET HALFWIOTH(FEET) : 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET): 18.00 .INSIDE STREET CROSSFALL(DECIMAL) 0.020 41111rIDE 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 COMPUTED USING ESTIMATED FLOW(CFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET): 0.31 HALFSTREET FLOOD WIDTH(FEET): 3.48 AVERAGE FLOW VELOCITY(FEET/SEC.): 3.22 PRODUCT OF OEPTH&VELOCITY(FT*FT/SEC.): 1.01 STREET FLOW TRAVEL TIME(MIN.): 1.14 Tc(MIN.): 10 YEAR RAINFALL INTENSITY(INCH/HOUR): 2.892 SINGLE'FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT: .8228 SOIL CLASSIFICATION IS "e" SUBAREA AREA(ACRES): 1.00 TOTAL AREA(ACRES): 1,20 1.72 7.04 SUBAREA RUNOFF(CFS) : PEAK FLOW RATE(CFS) 2.38 2.91 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) : 0.38 HALFSTREET FLOOD WIOTH(FEET): 4.32 FLOW VELOCITY(FEET/SEC.): 3.65 DEPTH*VELOCITY(FT*FT/SEC.): 1.39 LONGEST FLOWPATH FROM NOOE 305.00 TO NODE 302.00: 340.00 FEET. JIIIl*********************************************************************** ~ PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 1 ~4444DESIGNATE 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.) 7.04 RAINFALL INTENSITY(INCH/HR): 2.89 TOTAL STREAM AREA(ACRES): 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE: 2.91 ** CONFLUENCE DATA ** STREAM RUNOFF Tc 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&WCO FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ~FALL INTENSITY AND TIME OF ~FLUENCE FORMULA USED FOR 3 CONCENTRATION RATIO STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY ~ NUMBER CCFS) CMIN.) (INCH/HOUR) 1 6.53 7.04 2.892 2 6.55 7.09 2.881 3 6.62 7.62 2.769 4111tPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) 6.62 TcCMIN.) = 7.62 TOTAL AREACACRES) = 2.82 LONGEST FLOWPATH FROM NODE 303.00 TO NODE 302.00 = 420.00 FEET, **************************************************************************** FLOW PROCESS FROM NODE 307.00 TO NODE 30B.00 IS CODE = 21 tttttRATIONAL METHOD INITIAL SUBAREA ANALYSlS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) Te = 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 = D.393*[C 130.0D**3)/C 2.00)J**.2 6.340 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.063 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .7853 SOIL CLASSIFICATION IS "6" SUBAREA RUNOFF(CFS) = 0.75 TOTAL AREA(ACRES) = 0.31 TOTAL RUNOFFCCFS) = 0.75 JIIIl*********************************************************************** ~ PROCESS FROM NODE 308.00 TO NODE 309.00 IS CODE = 61 tttttCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....CSTANDARO CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1298.10 DOWNSTREAM ELEVATIONCFEET) = 1290.98 STREET LENGTHCFEET) = 370.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL INSIDE STREET CROSSFALL(OECIMAL) OUTSIOE STREET CROSSFALL(DECIMAL) GRAOEBREAKC FEET) 0.020 = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCOECIMAL) =. 0.020 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 FLOWCCFS) = FLOW: 2.33 STREETFLOW MODEL RESULTS USING ESTIMATED STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIOTHCFEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 4iEET FLOW TRAVEL TIME(MIN,) = 1.60 YEAR RAINFALL INTENSITYCINCH/HOUR) RTMENT DEVELOPMENT RUNOFF COEFFICIENT = SOIL CLASSIFICATION IS nsn SUBAREA AREA(ACRES) 1.38 TOTAL AREACACRES) = 1.69 3.73 3.B5 1.29 Tc(MIN. ) 2.706 .B498 7.94 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) 3.17 3.92 "\~ END OF SUBAREA STREET FLOW HYDRAULICS: OEPTHCFEET) = 0.40 HALFSTREET FLOOD WIDTHCFEET) 4.61 ~ VELOCITYCFEET/SEC.) = 4.36 DEPTH*VELOCITYCFT'FT/SEC.) = 1.76 .....,EST 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 --------------.-.--------.----------------------------------------.--------- tttttCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ttttt(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1290.98 DOWNSTREAM ELEVATIONCFEET) = 1282.20 STREET LENGTHCFEET) = 460.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALLCDECIMAL) OUTSIDE STREET CROSSFALLCOECIMAL) GRADEBREAKCFEET) = 0.020 = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetfl~w SectionCcurb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-af-Walk FLow Section = 0.0200 '*TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIOTHCFEET) = 5.16 ~ERAGE FLOW VELOCITYCFEET/SEC.) = 4.62 ~OOUCT OF DEPTH&VELOCITYCFT*FT/SEC.) 2.07 STREET FLOW TRAVEL TIMECMIN.) = 1.66 TcCMIN.) = 9.60 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.438 SINGLE'FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8306 SOIL CLASSIFICATION IS "OH SUBAREA AREA(ACRES) = 1.22 TOTAL AREA(ACRES) = 2.91 5.16 SUBAREA RUNOFFCCFS) PEAK FLOW RATECCFS) = 2.47 6.39 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIOTHCFEET) = 5.61 FLOW VELOCITYCFEET/SEC.) = 4.88 DEPTH*VELOCITYCFT*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 INTENSITYCINCH/HOUR) = 2.99 TOTAL AREACACRES) = 2.B2 TOTAL RUNOFFCCFS) = 7.62 **************************************************************************** FLOW PROCESS FROM NODE 302,00 TO NODE 311.00 IS CODE = 61 ---------------------------------------------------------------------------- ......~COMPUTE STREET FlOY TRAVEL TIME THRU SUBAREA ~.CSTANOARO CURB SECTION USED)====: ============================================================================ UPSTREAM ELEVATION(FEET) = 1290.84 DOWNSTREAM ELEVATIONCFEET) = 1282.19 STREET LENGTHCFEET) = 560.00 CURB HEIGHTCINCHES) = 6.0 -1~ STREET HALFWIOTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 ~OE STREET CROSSFALLCDECIMAL) 0.020 .....,IOE STREET CROSSFALLCDECIMAL) = 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-of-YaLk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOY(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 11.02 AVERAGE FLOW VELOCITYCFEET/SEC.) = 4.70 PRODUCT OF OEPTH&VELOCITYCFT*FT/SEC.) = 2.74 STREET FLOW TRAVEL TIMECMIN.) = 1,99 TcCMIN.) 8.61 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.589 SINGLE'FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8341 SOIL CLASSIFICATION IS "D" SUBAREA AREACACRES) = 2.08 SUBAREA RUNOFFCCFS) TOTAL AREACACRES) = 4.90 PEAK FLOW RATECCFS) 9.86 4.49 12.11 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.62 HALFSTREET FLOOD WIOTHCFEET) = 13.48 FLOW VELOCITYCFEET/SEC.) = 4.69 DEPTH*VELOCITYCFT*FT/SEC.) 2.92 LONGEST FLOWPATH FROM NODE 307.00 TO NODE 311.00 = 1520.00 FEET. 1IIIIr********************************************************************** ~ PROCESS FROM NODE 312.00 TO NODE 313.00 IS CODE = 21 ~--------------------------------------------------------------------------- tttttRATrONAl METHOD INITIAL SUBAREA ANAlYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY C1/4 ACRE) TC = 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(1/4 ACRE LOT) RUNOFF COEFFICIENT .7867 SOil CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.49 TOTAL AREACACRES) = 0.20 TOTAL RUNOFFCCFS) = 0.49 **************************************************************************** FLOW PROCESS FROM NODE 313.00 TO NODE 314.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: 44444(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .TREAM ELEVATION(FEET) = 1315.75 DOWNSTREAM ELEVATIONCFEETl ET LENGTH(FEET) = 420.00 CURB HEIGHTCINCHES) = 6.0 EET HALFWIOTHCFEET) = 30.00 = 1312,80 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALLCOECIMAL) = 0.020 d.::: 0, If! I (See /!-tLE-.J./ ,--,1~) a:f J2,1~".J 1 );/..;, ~'-' ~ ,\.$ OUTSIDE STREET CROSSFALL(OECIMAL) = O.DBO SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 ~ing'S FRICTION FACTOR for StreetfLow Section(curb-to-curb) = ~ing/s FRICTION fACTOR for Back-af-Walk FLow Section = 0.0200 0.0150 "TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.34 HALFSTREET FLOOD WIDTHCFEET) = 3.79 AVERAGE FLOW VELOCITYCFEET/SEC.) = 2.33 PRODUCT OF DEPTH&VELOCITYCFT'FT/SEC.) 0.79 STREET FLOW TRAVEL TIMECMIN.) = 3.00 TcCMIN.) = 9.16 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.501 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .7672 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) 1.00 SUBAREA RUNOFFCCFS) TOTAL AREACACRES) = 1,20 PEAK FLOW RATECCFS) 1.46 1.92 2.41 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTHCFEET) = 4.65 FLOW VELOCITYCFEET/SEC.) = 2.63 OEPTH'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 = -----------------.---------------------------------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ~:=:~::::=~;=;;::::;=:==;============================================== ~LUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN., 9.16 RAINFALL INTENSITY(INCH/HR) = 2.50 TOTAL STREAM AREACACRES) = 1.20 PEAK FLOW RATECCFS) AT CONFLUENCE = 2.41 **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 316.00 IS CODE = 21 ---------------------------------------------------------------------------- tttttRATrONAl 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 = 135.00 UPSTREAM ELEVATION = 1317.20 DOWNSTREAM ELEVATION = 1314.59 ELEVATION DIFFERENCE = 2.61 TC = D.393'[C 135.DD"3)/C 2.61)J".2 = 6.149 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.115 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .7B68 SOIL CLASSIFICATION IS "BN SUBAREA RUNOFFCCFS) = 0.49 TOTAL AREACACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.49 .4IIIl...................................................................... FLOW PROCESS FROM NODE 316.00 TO NODE 314.00 IS CODE = 61 ---.--------.--..-----------------.--------------.----------.----.---------- ~~~~~COMPUTE STREET FlO~ TRAVEL TIME THRU SUBAREA===== '\fe <<<<<(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1314.09 DOWNSTREAM ELEVATION(FEET) = 1312.80 STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 41111fET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(OECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = O.OBO SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMALl = 0.020 Manning's FRICTION FACTOR for Streetflow Sectlon(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(FEETl = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 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 Tc(MIN.) = 10 YEAR RAINFALL INTENSITY(INCH/HOURl = 2.825 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7783 SOIL CLASSIFICATION IS "S8 SUBAREA AREA(ACRES) = 0.40 TOTAL AREA(ACRES) = 0.60 0.93 7.35 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 0.88 1.37 END OF SUBAREA STREET FLOW HYDRAULICS: ~H(FEETl = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 3.58 VELOCITY(FEET/SEC.) = 2.43 DEPTH*VElOCITY(FT*FT/SEC.) 0.78 NGEST 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.l = 7.35 RAINFALL INTENSITY(INCH/HR) = 2.82 TOTAL STREAM AREACACRES) = 0.60 PEAK FLOW RATE(CFSl 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)! TC = K*[(LENGTH**3)/(ELEVATION CHANGE)J**,2 INITIAL SUBAREA FLOW'LENGTH = 130.00 UPSTREAM ELEVATION = 1317.30 ~STREAM ELEVATION = 1314.75 '.ATION DIFFERENCE = 2.55 lC = 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 ","- SOIL CLASSIFICATION SUBAREA RUNOFF(CFS) TOTAL AREACACRES) = IS liB" 0.57 0.23 TOTAL RUNOFF(CFS) = 0.57 ~*********************************************************************** ~W PROCESS FROM NODE 318.00 TO NODE 314.00 IS CODE = 61 (((t(COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA .....CSTANDARO CUR8 SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1314.25 DOWNSTREAM ELEVATIONCFEET) = 1312.80 STREET LENGTHCFEET) = 100.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAKCFEET) = 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-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 WIOTH(FEET) = 2.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.85 PROOUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 0.74 ~EET FLOW TRAVEL TIME(MIN.) = 0.59 TcCMIN.) ~D YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.990 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7832 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 TOTAL AREACACRES) = 0.63 1.04 6.62 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 0.94 1.51 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(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. **************************************************************************** FLOY PROCESS FROM NODE 314.00 TO NODE 314.00 IS CODE = .....OESIGNATE 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 AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.51 .CONFLUENCE DATA ** EAM RUNOFF 'MBER (CFS) 1 2.41 2 1.37 3 1.51 Tc CMIN. ) 9.16 7.35 6.62 INTENSITY (! NCH/HOUR) 2,501 2.825 2.990 AREA (ACRE) 1.20 0,60 0.63 <'\'b *********************************YARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED _HE RCFC&WCO FORMULA OF PLATE 0,1 AS DEFAULT VALUE. THIS FORMULA 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 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 RATE(CFS) = 4.88 Tc(MIN.) = 9.16 TOTAL AREA(ACRES) = 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=====: ~e~ee(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1312.80 DOWNSTREAM ELEVATION(FEET) = 1282.20 ~EET LENGTH(FEET) = 800.00 CURB HEIGHT(INCHES) = 6.0 ~EET HALFYIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRAOEBREAKCFEET) 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 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) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 5.30 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.65 PRODUCT OF OEPTH&VELOCITY(FT*FT/SEC.) = 3.06 STREET FLOW TRAVEL TIME(MIN.) = 2.01 Tc(MIN.) = 11.17 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.243 SINGLE'FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8256 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 3.17 TOTAL AREA(ACRES) = 5.60 7.82 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 5.B7 10.75 _OF SUBAREA STREET FLOW HYDRAULICS: TH(FEET) = 0.52 HALFSTREET FLOOD WIOTH(FEET) = 6.82 OW VElOCITYCFEET/SEC.) = 7.18 DEPTH*VElOCITYCFT*FT/SEC.) = LONGEST FLOWPATH FROM NODE 312.00 TO NODE 310.00 = 1345.00 3.n FEET, **************************************************************************** ~ FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ~::=:::;;:=~;=:;::::;=:==;============================================== ~FLUENCE 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 FLOW RATE(CFS) AT CONFLUENCE = 10.75 **************************************************************************** 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 (1/4 ACRE) TC = K'[(LENGTH"3)/(ELEVATION CHANGE)J".2 INITIAL SUBAREA FLOW'LENGTH = 170.00 UPSTREAM ELEVATION = 1318.40 DOWNSTREAM ELEVATION = 1316.47 ELEVATION DIFFERENCE = 1.93 TC = 0.393'[( 17D.DO"3)/( 1.93)J".2 7.501 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.793 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .B382 SOIL CLASSIFICATION J5 "0" SUBAREA RUNOFF(CFS) = 0.59 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.59 ~....................................................................... FLOW PROCESS FROM NODE 320.00 TO NODE 321.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ttttt(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1315.97 DOWNSTREAM ELEVATION(FEET) = 1312.65 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL INSIDE STREET CROSSFALL(OECIMAL) OUTSIDE STREET CROSSFALL(DECIMAL) GRAOEBREAK( FEET) 0.020 = 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-af-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOY(CFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIOTH(FEET) = 3.89 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.45 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = 0.85 ~EET FLOW TRAVEL TIME(MIN.) = 3.07 Tc(MIN.) ~;D YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.312 SINGLE'FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7597 SOIL CLASSIFICATION IS "8" SUBAREA AREA(ACRES) = 1.15 1.60 10,57 SUBAREA RUNOFF(CFS) = 2.02 ~ TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) 2.61 END OF SUBAREA STREET FLOW HYDRAULICS: .TH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 4.75 W VELOCITY(FEET/SEC.) = 2.73 DEPTH*VELOCITY(FT*FT/SEC.) = NGEST FLOWPATH FROM NODE 319.00 TO NODE 321.00 = 620.00 1.14 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) = 1282.78 STREET LENGTH(FEET) = 800.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 1B.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 MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET) = 0.38 ~ALFSTREET FLOOD WIDTH(FEET) = 4.30 ~AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.82 PRODUCT OF OEPTH&VELOCITY(FT*FT/SEC.) = 2.21 STREET FLOW TRAVEL TIME(MIN.) = 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 AREA(ACRES) = 3.74 4.60 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 3.99 6.59 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0,43 HALFSTREET FLOOO WIOTH(FEET) = 4.98 FLOW VELOCITY(FEET/SEC.) = 6.33 DEPTH*VELOCITY(FT*FT/SEC,) = 2.75 LONGEST FLOWPATH FROM NOOE 319.00 TO NODE 322.00 = 1420.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 322.00 TO NODE 310.00 IS CODE = 4~t4tDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 12,86 RAINFALL INTENSITY(INCH/HR) = 2.08 ~AL STREAM AREA(ACRES) = 3.74 ~K FLOW RATE(CFS) AT CONFLUENCE = STREAM 2 ARE: 6.59 ** CONFLUENCE DATA ** STREAM RUNOFF Te NUMBER (CFS) (MIN.) INTENSITY (I NCH/HOUR) AREA (ACRE) 16\ 1 2 10.75 6.59 11.17 12.86 2.243 2.075 5.60 3.74 t*******************************WARNING********************************** THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED 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 = ~~~~~DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 .FLUENCE VALUES USED FOR INDEPENDENT E OF CONCENTRATION(MIN.) = 1'.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 NODE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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 CONFLUENCEO STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) 9.60 RAINFALL INTENSITY(INCH/HR) = 2.44 ~AL STREAM AREA(ACRES) = 2.91 ~K FLOW RATE(CFS) AT CONFLUENCE = STREAM 2 ARE: 6.39 ** CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) INTENSITY (! NCH/HOUR) AREA (ACRE) ~ 1 2 16.48 6.39 11.17 9.60 2.243 2.438 9.34 2.91 .*****************************WARNI NG********************************** HIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED 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 CCFS) (MIN.) CINCH/HOUR) 1 20.55 9.60 2.438 2 22.35 11.17 2.243 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 22.35 TcCMIN.) = 11.17 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 CODE = .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 ~FLUENCE VALUES USED FOR INDEPENDENT ~E OF CONCENTRATION(MIN.) = 11.17 RAINFALL INTENSITYCINCH/HR) = 2.24 TOTAL STREAM AREA(ACRES) = 12.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 1 ARE: 22.35 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 311.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 8.61 RAIN INTENSITYCINCH/HOUR) = 2.59 TOTAL AREACACRES) = 4.90 TOTAL RUNOFF(CFS) = 12.11 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 311.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....ANO COMPUTE VARIOUS CONFLUENCEO STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 8,61 RAINFALL INTENSITY(INCH/HR) = 2,59 ~AL STREAM AREACACRES) = 4.90 ~ FLOW RATECCFS) AT CONFLUENCE = STREAM 2 ARE: 12.11 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) Tc CMIN.) INTENSITY CINCH/HOUR) AREA (ACRE) ~ 1 2 22.35 12.11 11.17 8.61 2.243 2.588 12.25 4.90 *********************************WARNI NG********************************** ~HIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ~HE 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 I NTENS I TY NUMBER (CFS) (MIN.) (I NCH/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 Tc(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: ~IN) = 11.17 RAIN INTENSITY(INCH/HOUR) = 2.24 ~L 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===== .....(STANOARO CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1282.19 DOWNSTREAM ELEVATION(FEET) = 1279.12 STREET LENGTH(FEET) = 250.00 CURB 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 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 FLOY(CFS) = 12.11 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.64 HALFSTREET FLOOD WIOTH(FEET) = 14,82 eERAGE FLOW VELOCITY(FEET/SEC.) = 4.20 OOUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.71 STREET FLOW TRAVEL TIME(MIN.) = 0.99 Tc(MIN.) = 12.16 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.140 SINGLE'FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8016 d ;".-0,4 q,' (')Jit.. !-IF L E - I ."-1 f it.Ju..J ) p;{ ~..,{,oV -1 /ttu/ /(.~ ~ SOIL CLASSIFICATION SUBAREA AREA(ACRES) = TOTAL AREA(ACRES) = IS nen 0.91 9.49 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 1.56 12.89 ~OF SUBAREA STREET FLOW HYDRAULICS: ~H(FEET) = 0.66 HALFSTREET FLOOD WIDTH(FEET) = 15.64 FLOW VELOCITY(FEET/SEC.) = 4.18 DEPTH*VELOCITY(FT*FT/SEC.) 2.75 LONGEST FLOWPATH FROM NODE 319.00 TO NODE 323.00 = 1670.00 FEET. **************************************************************************** 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) = 11,17 RAIN INTENSITY(INCH/HOUR) = 2.24 TOTAL AREA(ACRES) = 8.58 TOTAL RUNOFF(CFS) = 11.33 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 324.00 IS CODE = 61 ..------------------------.---------------..---------.--------._------------ .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA .....(STANOARO CUR8 SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1282.20 DOWNSTREAM ELEVATION(FEET) = 1279.12 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 ~IDE STREET CROSSFALL(DECIMAL) 0.020 ~IOE STREET CROSSFALL(OECIMAL) = 0.080 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 Flaw Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) = 14.82 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.13 PRODUCT OF OEPTH&VELOCITY(FT*FT/SEC.) = 2.66 STREET FLOY TRAVEL TIME(MIN.) = 1.05 Tc(MIN.) 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.135 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8014 SOIL CLASSIFICATION IS "en SUBAREA AREA(ACRES) = 0.67 TOTAL AREA(ACRES) = 9.25 11.90 12.22 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) 1.15 12.48 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.65 HALFSTREET FLOOD WIDTH(FEET) 15.43 FLOW VELOCITY(FEET/SEC.) = 4.12 DEPTH*VELOCITY(FT*FT/SEC.) = LONGEST FLOWPATH FROM NODE 319.00 TO NODE 324.00 = 1930.00 2.69 FEET. ~********************************************************************** ~ PROCESS FROM NODE 325.00 TO NODE 326.00 IS CODE = 21 ----------------..------------------------------------------------.-.---.--- tttttRATIONAL METHOD INITIAL SUBAREA ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- d.:::-o.'fi? I (Se..?' ,iJH.f-i ) ~ihtJLLj) ~ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) Te = K*((LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 110.00 ~TREAM ELEVATION = 1288.10 ~NSTREAM ELEVATION = 12B6.D6 ELEVATION DIFFERENCE = 2.04 TC = 0.393*[( 110.00**3)/( 2.D4)J**.2 5.713 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.244 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8299 SOIL CLASSIFICATION IS "en SUBAREA RUNOFF(CFS) = 0.57 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 0.57 **************************************************************************** FLOW PROCESS FROM NODE 326. DO TO NOOE 327.00 IS CODE = 61 .-.------------.-.------------.--------------.------------------------------ ~~tttCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<<(STANOARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1285.56 DOWNSTREAM ELEVATION(FEET) = 1282.00 STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTH(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 .EET PARKWAY CROSSFALL(OECIMAL) = 0.020 ning'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 MOOEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET) = 0.36 HALFSTREET FLOOD WIOTH(FEET) = 4.03 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.59 PRODUCT OF OEPTH&VELOCITY(FT*FT/SEC.) = 0.93 STREET FLOW TRAVEL TIME(MIN.) = 2.83 Tc(MIN.) = 8.54 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.599 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8157 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1,17 TOTAL AREA(ACRES) = 1.38 1.82 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 2.48 3.05 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 4.96 FLOW VELOCITY(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 PROCESS FROM NODE 327.00 TO NODE 327.00 IS CODE = -------.-.--.--------------------------------------------------------------- .<<<~:~:~~~~:~:=~~~:::~~:~~=:~::::=:~:=~~~:~~:~~:========================== AL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 8.54 RAINFALL INTENSITY(INCH/HR) = 2.60 ~ TOTAL STREAM AREA(ACRES) = 1.38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.05 **************************************************************************** ~ PROCESS FROM NODE 328.00 TO NODE 329.00 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 = 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 .....EET LENGTH(FEET) = 360.00 CURB HEIGHT(INCHES) = 6.0 1IIIIEET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(OECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(OECIMAL) = 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) 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.) = 8.33 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.637 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8167 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1.35 TOTAL AREA(ACRES) = 1.69 2.32 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 2.91 3.77 tI OF SUBAREA STREET FLOW HYDRAULICS: TH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 5.20 OW VELOCITY(FEET/SEC.) = 3.33 DEPTH*VELOCITY(FT*FT/SEC.) = 1.51 LONGEST FLOWPATH FROM NODE 328.00 TO NOOE 327.00 = 490,00 FEET. **************************************************************************** ~ FLOW PROCESS FROM NODE 327.00 TO NODE 327.00 IS CODE = .--------------~---------._._-----------.-._---------------------------._--- .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: _...ANO COMPUTE VARIOUS CONFLUENCED STREAM VALUES ======================================================================= TAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) B.33 RAINFALL INTENSITY(INCH/HR) = 2.64 TOTAL STREAM AREA(ACRES) = 1.69 PEAK FLOW RATECCFS) AT CONFLUENCE = 3.77 ** CONFLUENCE DATA ** STREAM NUMBER 1 2 RUNOFF CCFS) 3.05 3.77 Tc (MIN. ) 8.54 8.33 INTENSITY (I NCH/HOUR) 2.599 2.637 AREA (ACRE) 1.38 1.69 *********************************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 eB~R CCFS) (MIN.) (INCH/HOUR) 6.74 B.33 2.637 2 6.76 8.54 2.599 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.74 TcCMIN.) = 8.33 TOTAL AREA(ACRES) = 3.07 LONGEST FLOWPATH FROM NODE 325.00 TO NODE 327.00 = 550.00 FEET, **************************************************************************** FLOW PROCESS FROM NOOE 327.00 TO NOOE 323.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: ~~~~t(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1282.00 DOWNSTREAM ELEVATIONCFEET) = 1279.12 STREET LENGTHCFEET) = 220.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALLCDECIMAL) OUTSIDE STREET CROSSFALLCDECIMAL) GRADEBREAK(FEET) = 0.020 = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = , STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 ~nnlng's FRICTION FACTOR for Streetflaw Section{curb-ta-curb) = ~ning'S FRICTION FACTOR far 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) = 0.54 7.22 d~D,,+r' (5<v #ELf-J; "c1+~.-<_AcL-t) ~ HALFSTREET FLOOD WIDTH(FEET) = 8.36 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.28 PRODUCT OF OEPTH&VELOCITY(FT*FT/SEC.) = 2.32 STREET FLOW TRAVEL TIME(MIN.) = 0.86 Tc(MIN.) = ~1D YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.498 ~NGLE'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 WIOTH(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 = .-..-.---------------------------------------------.--------------.--.-----. ~<<~<<tDESIGNATE 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 ~....""'."'..""".."'.......,"",.....,.,.,..,."""-"-"""'" ~tttUSER 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 NODE 323.00 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 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 TY (I NCH/HOUR) 2.498 2.140 AREA (ACRE) 3.54 9.49 ~*****************************YARNING********************************** ~ 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 ** EAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 17.43 9,18 2.498 2 19.48 12.16 2.140 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 19.48 TcCMIN.) = 12.16 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 CODE = 21 .....RATIONAL METHOD INITIAL SU8AREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY C1/4 ACRE) TC = K*[CLENGTH'*3)/CELEVATION CHANGE)]**.2 ~ITIAL SUBAREA FLDW'LENGTH = 120.00 TREAM ELEVATION = 1285,50 OWNSTREAM ELEVATION = 1282.87 ELEVATION DIFFERENCE = 2.63 TC = 0.393*[( 120.00**3)/( 2.63)]**.2 = 5.721 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.242 SINGLE"FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8298 SOIL CLASSIFICATION IS "e" SUBAREA RUNOFF(CFS) 0.40 TOTAL AREACACRES) = 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===== .....CSTANDARO CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1282.37 DOWNSTREAM ELEVATION(FEET) = 1279.12 STREET LENGTH(FEET) = 300.00 CURB HEIGHTCINCHES) = 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 = 1 ~EET PARKWAY CROSSFALL(OECIMAL) = 0.020 ~ning'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) = 1.67 ~ STREET FlaY MODEL RESULTS USING ESTIMATED FLaY: STREET FLOW OEPTHCFEET) = 0.33 HALFSTREET FLOOD WIOTHCFEET) = 3.66 _VERAGE FLOW VELOCITYCFEET/SEC.) = 2.84 ROOUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.94 REET FLOW TRAVEL TIMECMIN.) = 1.76 TcCMIN.) 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.797 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1.10 TOTAL AREA(ACRES) = 1.25 7.~ .8206 SU8AREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 2.52 2.93 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTHCFEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 4.61 FLOW VELOCITY(FEET/SEC.) = 3.26 DEPTH*VELOCITYCFT*FT/SEC.) 1.32 LONGEST FLOWPATH FROM NODE 330.00 TO NODE 324.00 = 420.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 331.00 TO NODE 324.00 IS CODE = ---------------------------------------------------------------------------- tttttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 7.48 RAINFALL INTENSITY(INCH/HR) = 2,80 TOTAL STREAM AREACACRES) = 1.25 PEAK FLOW RATECCFS) AT CONFLUENCE = 2.93 ..-..*********************************************************************** ~y PROCESS FROM NODE 310.00 TO NODE 324.00 IS CODE = 7 ----------------.----------------------------------------------------------. tttttUSER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER'SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 12.22 RAIN INTENSITYCINCH/HOUR) = 2.13 TOTAL AREA(ACRES) = 9.25 TOTAL RUNOFF(CFS) = 12.48 **************************************************************************** FLOW PROCESS FROM NODE 324.00 TO NODE 324.00 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 CONCENTRATION(MIN.) = 12.22 RAINFALL INTENSITYCINCH/HR) = 2.13 TOTAL STREAM AREA(ACRES) = 9.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.48 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) ~ 21 2.93 ,..., 12.48 Tc (MIN.) 7.48 12.22 INTENSITY CINCH/HOUR) 2.797 2.134 AREA CACRE) 1.3 9.25 *********************************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. ************************************************************************** ~NFALL INTENSITY AND TIME OF CONCENTRATION RATIO FLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (I NCH/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 CODE = 11 --.--------------------------------------------------.---------------------- .....CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM NUMBER 1 LONGEST STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) 14.71 12.22 2,134 FLOWPATH FROM NODE 328.00 TO NODE AREA (ACRE) 10.50 323.00 490. DO FEET. ~ MEMORY BANK # 3 CONFLUENCE DATA ** ~EAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 19.48 12.16 2.140 13.03 LONGEST FLOWPATH FROM NODE 325.00 TO NODE 323.00 = 770.00 FEET. *********************************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. ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc I NTENS ITY 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 ~,---,._-""'-"-,----"'--"""""""---"'-,---,-----_..__.,""'~ **************************************************************************** FLOW PROCESS FROM NODE 324,00 TO NODE 324.00 IS CODE = 7 (\11 .....USER SPECIFIED HYDROLOGY INFORMATION AT NOOE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: ~IN) = 12.16 RAIN INTENSITY(INCH/HOUR) = 2.14 ~L AREACACRES) = 11,77 TOTAL RUNOFFCCFS) = 17.06 **************************************************************************** FLOW PROCESS FROM NODE 324.00 TO NODE 323.00 IS CODE = 41 -----------.---------.-----------------.--------------.-.------------._----- .....COMPUTE PIPE,FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1273.62 OOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 33.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 13.6 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 7.85 GIVEN PIPE DIAMETERCINCH) = 30.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 17.06 PIPE TRAVEL TIMECMIN,) = 0.07 TcCMIN.) = LONGEST FLOWPATH FROM NODE 325.00 TO NODE 1273.28 12.23 323.00 803.60 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 1 ARE: TIME OF CONCENTRATIONCMIN.) = 12.23 ~FALL INTENSITY(INCH/HR) = 2.13 ~AL STREAM AREA(ACRES) = 11.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.06 **************************************************************************** FLOY PROCESS FROM NODE 332.00 TO NODE 332.00 IS CODE = 7 ~~~~~USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER,SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 12.16 RAIN INTENSITY(INCH/HOUR) = 2.14 TOTAL AREA(ACRES) = 11.77 TOTAL RUNOFFCCFS) = 17.06 **************************************************************************** FLOW PROCESS FROM NODE 323.00 TO NODE 332.00 IS CODE = 41 ~~~~~COMPUTE PIPE-FlOY TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1273.40 OOWNSTREAMCFEET) = FLOW LENGTHCFEET) = 38.82 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 16.9 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 5.98 GIVEN PIPE DIAMETERCINCH) = 30.00 NUMBER OF PIPES = PIPE'FLOWCCFS) = 17.06 ~ TRAVEL TIME(MIN.) = 0.11 Tc(MIN,) = ......EST FLOWPATH FROM NODE 328.00 TO NODE 1273.21 12.27 332.00 = 528.82 FEET. **************************************************************************** FlOY PROCESS FROM NODE 332.00 TO NODE 332.00 IS CODE = ~ tttttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....ANO COMPUTE VARIOUS CONFLUENCED STREAM VALUES====; ============================================================================ TOTAL NUMBER OF STREAMS = 2 ~LUENCE VALUES USED FOR INDEPENDENT ~ OF CONCENTRATION(MIN.) = 12.27 RAINFALL INTENSITY(INCH/HR) = 2.13 TOTAL STREAM AREA(ACRES) = 11.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 2 ARE: 17.06 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 17.06 2 17.06 Tc (MIN. ) 12.23 12.27 INTENSITY (! NCH/HOUR) 2.133 2.130 AREA (ACRE) 11.77 11. 77 *********************************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 2 STREAMS. ** PEAK STREAM NUMBER 1 FLOW RATE RUNOFF (CFS) 34.07 34.09 (MIN.) 12.23 12.27 INTENSITY (! NCH/HOUR) 2.133 2.130 TABLE ** Tc e2 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 34.07 Tc(MIN.) = TOTAL AREA(ACRES) = 23.54 LONGEST FLOWPATH FROM NODE 12.23 325.00 TO NODE 332.00 = 803.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 332.00 TO NODE 333.00 IS CODE = 41 .....COMPUTE PIPE'FLOW TRAVEL TIME THRU SUBAREA====; tttttUSING USER-SPECIFIED PIPESIZE (EXISTING ElEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1273.19 DOWNSTREAM(FEET) 1272.56 FLOW LENGTH(FEET) = 51.96 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.90 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES PIPE'FLOW(CFS) = 34.07 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 12,32 LONGEST FLOWPATH FROM NODE 325.00 TO NODE 333.00 855.56 FEET. **************************************************************************** FLOW PROCESS FROM NODE 333.00 TO NODE 333.00 IS CODE = 10 ~::~~::~~:~~:=:~:~::=~~:~~~=~:~~=:~:~::=:~:~=:=:======================= **************************************************************************** FLOW PROCESS FROM NODE 311.00 TO NODE 311.00 IS CODE = 7 ~bt.. tttttUSER SPECIFIED HYDROLOGY INFORMATION AT NODE ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: ~IN) = 11.17 RAIN INTENSITY(INCH/HOUR) = 2.24 .....,L AREA(ACRES) = 0.00 TOTAL RUNOFF(CFS) = 5.10 **************************************************************************** FLOW PROCESS FROM NODE 311.00 TO NODE 334.00 IS CODE = 41 .....COMPUTE PIPE'FLOW TRAVEL TIME THRU SUBAREA====: .....USING USER,SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1276.97 DO~NSTREAMCFEET) 1276.30 FLOW LENGTH(FEET) = 66.32 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.0 INCHES PIPE,FLOW VELOCITYCFEET/SEC.) = 5.81 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 5.10 PIPE TRAVEL TIMECMIN.) = 0.19 TcCMIN.) = 11.36 LONGEST FLOWPATH FROM NODE 325.00 TO NODE 334.00 = 921.88 FEET, **************************************************************************** FLOW PROCESS FROM NODE 334.00 TO NODE 334.00 IS CODE = .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.36 ~NFALL INTENSITY(INCH/HR) = 2.22 ~Al STREAM AREA(ACRES) = 0.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.10 **************************************************************************** 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: TCCMIN) = 11.17 RAIN INTENSITY(INCH/HOUR) = 2.24 TOTAL AREA(ACRES) = 0.00 TOTAL RUNOFF(CFS) = 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 (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1276.71 DOWNSTREAM(FEET) FLOW LENGTHCFEET) = 20.49 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.86 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOWCCFS) = 5.10 ~: TRAVEL TIMECMIN.) = 0.04 TcCMIN.) = ~EST FLOWPATH FROM NODE 328.00 TO NODE = 1276.24 11.21 334.00 549.31 FEET. **************************************************************************** FLOW PROCESS FROM NODE 334.00 TO NODE 334.00 IS CODE = o...~ .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE (ttttAND COMPUTE VARIOUS CONFlUENCED STREAM VALUES===== ============================================================================ .AL NUMBER OF STREAMS = 2 FLUENCE VALUES USED FOR INDEPENDENT IME OF CONCENTRATION(MIN.) = 11.21 RAINFALL INTENSITY(INCH/HR) = 2.24 TOTAL STREAM AREA(ACRES) = 0.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 2 ARE: 5.10 ** CONFLUENCE DATA *. STREAM RUNOFF NUMBER (CFS) 1 5.10 2 5.10 Tc (MIN.) 11.36 11.21 INTENSITY (INCH/HOUR) 2.222 2.238 AREA (ACRE) 0.00 0.00 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0,' 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 10.13 11.21 2.238 e2 10.16 11.36 2.222 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.16 Tc(MIN.) = 11.36 TOTAL AREA(ACRES) = 0.00 LONGEST FLOWPATH FROM NODE 325.00 TO NOOE 334.00 = 921,88 FEET. **************************************************************************** FLOW PROCESS FROM NODE 334.00 TO NODE 333.00 IS CODE = 41 .....COMPUTE PIPE,FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1276.21 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 148.33 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.B INCHES PIPE'FLOW VELOCITY(FEET/SEC.) = 9.15 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 10.16 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE = '273.00 0.27 Tc(MIN.) = 11.63 325.00 TO NODE 333.00 = 1070.21 FEET. **************************************************************************** FLOY PROCESS FROM NODE 333.00 TO NODE 333.00 IS CODE = 11 ~tttCONFLUENCE MEMORY BANK # 1 WITH THE MAIN~STREAM MEMORY ~======================================================================= ** MAIN STREAM NUMBER STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY CCFS) (MIN.) (INCH/HOUR) AREA (ACRE) O(sz 1 10.16 11.63 LONGEST FLOWPATH FROM NODE 2.193 325. DO TO NODE 0.00 333.00 = 1070.21 FEET. _** MEMORY BANK # 1 CONFLUENCE DATA ** EAM RUNOFF Tc INTENSITY BER (CFS) (MIN.) (INCH/HOUR) 1 34.07 12.32 2.125 LONGEST FLOWPATH FROM NODE 325.00 TO NODE AREA (ACRE) 23.54 333.00 = 855.56 FEET. *********************************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. **_*<It**.*******.*__.**._*_********___*******************__****__***_****_* -* PEAK FLOW RATE TABLE ..." STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (I NCH/HOUR) 1 42.33 11.63 2.193 2 43.92 12.32 2.125 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE AS FOLLOWS: = 43.92 Tc(MIN.) = 23.54 12.32 .*******.**-**********************-*****************.***-*.***************** FLOW PROCESS FROM NODE 334.00 TO NODE 335.00 IS CODE = 41 ~ttttCOMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== ~<<USING USER'SPECIFIED PIPESIZE (EXISTING ELEMENT) ~======================================================================= ELEVATION DATA: UPSTREAM(FEET) = 1271.97 OOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 142.62 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 20.4 INCHES PIPE'FLOW VELOCITY(FEET/SEC.) = 10.64 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE,FLOW(CFS) = 43.92 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 1270.24 0.22 Tc(MIN.) = 12.54 325.00 TO NODE 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'SPECIFIED PIPESIZE (EXISTING ELEMENT)==-== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1269.70 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 128.80 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 8.6 INCHES PIPE,FLOW VELOCITY(FEET/SEC.) = 33.94 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 43.92 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE = 1232.00 0.06 Tc(MIN.) = 12.61 325.00 TO NODE 336.00 = 1341.63 FEET. --=-========================================================================= OF STUDY SUMMARY: AL AREA(ACRES) = 23.54 TC(MIN.) = 12.61 PEAK FLOW RATE(CFS) 43.92 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- q'\ END OF RATIONAL METHOD ANALYSIS e e . ~ **************************************************************************** e 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: 16:02 09/24/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * nodes 311- 323 * 10=year . . . . ************************************************************************** **************************************************************************** ....STREETFLOW MOCEL INPUT INFORMATION==== ----_.~------------~---------------------------~---------------------~------ CONSTANT STREET GRADECFEET/FEET) = 0.012300 CONSTANT STREET FLOWCCFS) = 12.89 ~AVERAGE STREET FLOW FRICTION FACTOR(MANNING) = 0.015000 ,...,CONSTANT SYMMETRICAL STREET HALF-WIOTHCFEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = lB.DD INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALLCDECIMAL) = 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-HIKECFEET) = 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 WIDTHCFEET) = 18.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.58 PRODUCT OF OEPTH&VELOCITY = 1.75 ============================================================================ e ~ **************************************************************************** e 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: 16:03 09/24/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * nodes 310 -324 . . . * 10-year . ************************************************************************** **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION==== ---------~-----_._---------_._---------------------------------------------- CONSTANT STREET GRADECFEET/FEET) = 0.012300 CONSTANT STREET FLOW(CFS) = 12.48 ~AVERAGE STREETFLOW FRICTION FACTORCMANNING) = 0.015000 ,...,CONSTANT SYMMETRICAL STREET HALF-WIOTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAKCFEET) = 18.00 INTERIOR STREET CROSSFALLCDECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIOTHCFEET) = 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 DEPTHCFEET) = 0.48 HALFSTREET FLOOD WIOTHCFEET) = 18.03 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.67 PRODUCT OF DEPTH&VELOCITY = 1.75 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- e ~ **************************************************************************** e 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: 16:07 09/24/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * nodes . 327 - 323 . . . . ************************************************************************** **************************************************************************** eettSTREETFLOW MODEL INPUT INFORMATION==== ---------------------------------------------------------------------------- CONSTANT STREET GRADECFEET/FEET) = 0.013000 CONSTANT STREET FLOWCCFS) = 7.69 .VERAGE STREETFLOW FRICTION FACTORCMANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIOTH(FEET) 20.00 DISTANCE FROM CROWN TO CROSS FALL GRAOEBREAKCFEET) = 18.00 INTERIOR STREET CROSSFALLCDECIMAL) = 0.020000 OUTSIDE STREET CROSSFALLCOECIMAL) = 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 MOOEL RESULTS: --------~----------~~------------------------------------------~------------ STREET FLOW DEPTHCFEET) = 0.41 HALFSTREET FLOOD WIDTHCFEET) = 14.66 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.35 PRODUCT OF OEPTH&VELOCITY = 1.37 ************************** DESCRIPTION OF STUDY ************************** * nodes 327 323 . . . . . ************************************************************************** **************************************************************************** ~TREETFLOW MOOEL INPUT INFORMATION ~-------------------------~--------~----~-----------~------------------~ CONSTANT STREET GRAOECFEET/FEET) = 0.013000 CONSTANT STREET FLOWCCFS) = 7.69 AVERAGE STREET FLOW FRICTION FACTORCMANNING) = 0.015000 ~ CONSTANT SYMMETRICAL STREET HALF-WIOTHCFEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INTERIOR STREET CROSSFALL(OEClMAL) = 0.020000 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080000 4IIalCONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 ""'CONSTANT SYMMETRICAL GUTTER-WIOTH(FEET) = 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) = 0.41 HALFSTREET FLOOD WIOTH(FEET) = 14.66 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.35 PRODUCT OF OEPTH&VELOCITY = 1.37 ************************** DESCRIPTION OF STUDY ************************** * nodes 327 323 * 10-year . . . . ************************************************************************** **********************************.***************************************** ....STREETFLOW MODEL INPUT INFORMATION====: --------------------~-------------________________M_________________________ CONSTANT STREET GRAOECFEET/FEET) = 0.013000 CONSTANT STREET FLOWCCFS) = 7.69 ~VERAGE STREET FLOW FRICTION FACTORCMANNING) = 0.015000 ,...,cONSTANT SYMMETRICAL STREET HALF-WIOTH(FEET) 20.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 INTERIOR STREET CROSSFALL(OECIMAL) = 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-LIPCFEET) = 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 DEPTHCFEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.66 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.35 PRODUCT OF OEPTH&VELOCITY = 1.37 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ~ **************************************************************************** e RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT CRCFC&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.DAT TIME/DATE OF STUDY: 09:1905/30/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENTCYEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZECINCH) = 18.00 SPECIFIED PERCENT OF GRADIENTSCDECIMAL) TO USE FOR FRICTION SLOPE 0_95 ~EAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 ~EAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 100-YEAR STORM 10-MINUTE INTENSITYCINCH/HOUR) = 3.480 100-YEAR STORM 60-MINUTE INTENSITYCINCH/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-HOUR INTENSITY(INCH/HOUR) = 1.300 SLOPE OF INTENSITY DURATION CURVE = 0.5496 RCFC&WCO 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-DEFINEO STREET-SECTIONS FOR COUPLED PIPE FLOW AND STREETFLOW MODEL' HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. CFT) (FT) SIDE / SIDE/ WAY CFT) (FT) CFT) CFT) Cn) --------- --------- ----------------- ----------------- 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) 'SI2E PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.' **************************************************************************** . PROCESS FROM NODE 301.00 TO NODE 302_00 IS CODE = 21 _ ~----~----------------------------------_._-------_._------------------ eeeeeRATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM \l:J"J DEVELOPMENT IS COMMERCIAL TC = K*[CLENGTH**3)fCELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 370.00 UPSTREAM ELEVATION = 129B.09 ~STREAM ELEVATION = 1290.84 ~ATION DIFFERENCE = 7.25 TC = 0.303*[C 370.00**3)/C 7.25)J**.2 = 7.087 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.205 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8820 SOIL CLASSIFICATION IS "Bn SUBAREA RUNOFFCCFS) 1.11 TOTAL AREACACRES) = 0.30 TOTAL RUNOFFCCFS) = 1.11 **************************************************************************** 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 STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 7.09 RAINFALL INTENSITYCINCH/HR) = 4.21 TOTAL STREAM AREACACRES) = 0.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.11 **************************************************************************** \ FLOW PROCESS FROM NODE 303.00 TO NODE 304.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: tIIIt====:;;:::~=~:~;~::=;::::::=::~;~::==================================== DEVELOPMENT IS SINGLE FAMILY C1/4 ACRE) Te = K*[CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1296.80 DOWNSTREAM ELEVATION = 1294.63 ELEVATION DIFFERENCE = 2_17 TC = 0.393*[C 120.00**3)/C 2.17)]**.2 = 5.945 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.631 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8485 SOIL CLASSIFICATION IS "e" SUBAREA RUNOFFCCFS) = TOTAL AREACACRES) = 1.U 0.32 TOTAL RUNQFFCCFS) = 1.U **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 302.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....CSTANOARO CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1294.13 DOWNSTREAM ELEVATION(FEET) = 1290.84 STREET LENGTH(FEET) = 300.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAKCFEET) ~DE STREET CROSSFALLCDECIMAL) = 0.020 ~SIDE STREET CROSSFALLCDECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(OECIMAL) = 0.020 ~~ Manning's FRICTION FACTOR for Streetftow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 e""TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = TREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTHCFEET) = 4.63 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.29 PRODUCT OF DEPTH&VELOCITY(FT"FT/SEC.) = 1.34 STREET FLOW TRAVEL TIMECMIN.) = 1.52 TcCMIN.) = 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.086 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8425 SOIL CLASSIFICATION IS "C" SUBAREA AREACACRES) = 1.00 TOTAL AREACACRES) = 1.32 2.98 7.47 SUBAREA RUNOFFCCFS) PEAK FLOW RATECCFS) = 3.44 4.70 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIOTHCFEET) 5.55 FLOW VELOCITYCFEET/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 = ~--------------._------------------------------_.~--------------_.~~-------- ~eeeeOESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 7.47 ~INFALL INTENSITYCINCH/HR) = 4.09 ~AL STREAM AREA(ACRES) = 1.32 PEAK FLOW RATECCFS) AT CONFLUENCE = 4.70 **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 306.00 IS COOE = 21 ------------------------~_._-----------------------~------------------------ eteeeRATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K"[(LENGTH""3)/CELEVATION CHANGE)]"".2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1296.80 DOWNSTREAM ELEVATION = 1294.54 ELEVATION DIFFERENCE = 2.26 TC = 0.393"[C 120.00""3)/C 2.26)J"".2 = 5.897 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.652 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8487 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 0.79 TOTAL AREACACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.79 **************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 302.00 IS CODE = 61 ~~~~~~;~;~-~;~~~;-;~~~-;~~~~~-;;~~-;;~~-~~~~~~~~-------------------- ~tt(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1294.04 DOWNSTREAM ELEVATIONCFEET) = 1290.84 STREET LENGTH(FEET) = 220.00 CURB HEIGHTCINCHES) = 6.0 ~ ~ STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROYN TO CROSS FALL GRAOEBREAKCFEET) = 18.00 ~OE STREET CROSSFALLCOECIMAL) = 0.020 ~IDE 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-Walk FLow Section = 0.0200 ""TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.37 HALFSTREET FLOOD WIOTHCFEET) = 4.14 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.52 PRODUCT OF DEPTH&VELOCITYCFT"FT/SEC.) = 1.29 STREET FLOW TRAVEL TIMECMIN.) = 1.04 TcCMIN.) 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.254 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8445 SOIL CLASSIFICATION IS "C" SUBAREA AREACACRES) = 1.00 TOTAL AREACACRES) = 1.20 2.59 6.94 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) 3.59 4.38 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTHCFEET) = 0.44 HALFSTREET FLOOD WIOTH(FEET) = 5.10 FLOW VELOCITYCFEET/SEC.) = 4.02 DEPTH"VELOCITYCFT"FT/SEC.) 1.78 LONGEST FLOWPATH FROM NODE 305.00 TO NODE 302.00 = 340.00 FEET. ~*********************************************************************** ~ PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 1 -------~_._------------------------------~-_._-----_.~---------------------- teteeDESIGNATE 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 CONCENTRATIONCMIN.) = 6.94 RAINFALL INTENSITYCINCH/HR) = 4.25 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.38 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER CCFS) CMIN.) (INCH/HOUR) CACRE) 1 1.11 7.09 4.205 0.30 2 4.70 7.g 4.086 1.~ 3 4.38 6.94 4.254 1.~ *********************************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. ************************************************************************** ......FALL INTENSITY AND TIME OF CONCENTRATION RATIO ~LUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOY RATE TABLE ** STREAM RUNOFF Tc INTENSITY ~ NUMBER CCFS) CMIN.) (INCH/HOUR) 1 9.84 6.94 4.254 2 9.91 7.09 4.205 ...... 3 9.99 7.47 4.086 ~UTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 9.99 TcCMIN.) = 7.47 TOTAL AREACACRES) = 2.82 LONGEST FLOWPATH FROM NODE 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 C1/4 ACRE) TC = K*[CLENGTH**3)fCELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 130.00 UPSTREAM ELEVATION = 1300.60 DOWNSTREAM ELEVATION = 1298.60 ELEVATION DIFFERENCE = 2.00 TC = 0.393"[( 13D.00""3)/C 2.00)]"".2 6.340 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.470 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8146 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.13 TOTAL AREACACRES) = 0.31 TOTAL RUNOFFCCFS) = 1.13 1IIIi*********************************************************************** ,....w PROCESS FROM NODE 308.00 TO NODE 309.00 IS CODE = 61 --------------------------~--~-------------------------------~-------------- eeeeeCOMPUTE STREET FLO~ TRAVEL TIME THRU SUBAREA .....CSTANOARO CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1298.10 DOWNSTREAM ELEVATIONCFEET) = 1290.98 STREET LENGTHCFEET) = 370.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL INSIDE STREET CROSSFALLCDECIMAL) OUTSIDE STREET CROSSFALLCOECIMAL) GRAOEBREAKCFEET) 0.020 = 0.080 18.00 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) = 0.39 HALFSTREET FLOOD WIDTHCFEET) = 4.40 AVERAGE FLOW VELOCITYCFEET/SEC.) 4.25 PRODUCT OF DEPTH&VELOCITY(FT"FT/SEC.) = 1.65 _EET FLOW TRAVEL TIMECMIN.) = 1.45 TcCMIN.) YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.991 RTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8626 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.38 TOTAL AREA(ACRES) = 1.69 3.51 7.79 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) 4.75 5.88 ~ \ END OF SUBAREA STREET FLOY HYDRAULICS: OEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) 5_43 ~ VELOCITYCFEET/SEC.) = 4.78 OEPTH"VELOCITY(FT"FT/SEC.) = 2.25 ~EST 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====: .....CSTANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1290.98 DOWNSTREAM ELEVATIONCFEET) = 1282.20 STREET LENGTHCFEET) = 460.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALLCDECIMAL) OUTSIDE STREET CROSSFALLCDECIMAL) GRADEBREAKCFEET) = 0.020 = 0.080 18.00 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) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.52 HALFSTREET FLOOD WIOTHCFEET) = 7.02 .....VERAGE FLOW VELOCITYCFEET/SEC.) = 5.10 ~RODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) 2.65 STREET FLOW TRAVEL TIME(MIN.) 1.50 TcCMIN.) = 9.30 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.623 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8508 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) = 1.22 SUBAREA RUNOFFCCFS) TOTAL AREA(ACRES) = 2.91 PEAK FLOW RATECCFS) 7.76 " 3.76 9.64 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTHCFEET) = 0.56 HALFSTREET FLOOD WIOTH(FEET) 9.59 FLOW VELOCITYCFEET/SEC.) = 5.18 OEPTH"VELOCITYCFT"FT/SEC.) = 2.90 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: TCCMIN) = 7.47 RAIN INTENSITYCINCH/HOUR) = 4.09 TOTAL AREACACRES) = 2.82 TOTAL RUNOFFCCFS) = 9.99 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 311.00 IS CODE = 61 4111!::~~~:~::~~;~~:~-;~~~:i:~~:~~:;~~-;;~~-~~~~~~~------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1290.84 DOWNSTREAM ELEVATIONCFEET) = 1282.19 STREET LENGTH(FEET) = 560.00 CURB HEIGHT(INCHES) = 6.0 ~~ STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAKCFEET) = 18.00 ~DE STREET CROSSFALLCOECIMAL) = 0.020 ~IDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLCOECIMAL) = 0.020 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 ESTIMATED FLOWCCFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.64 HALFSTREET FLOCD WIDTHCFEET) = 14.51 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.68 PRODUCT OF OEPTH&VELOCITYCFT"FT/SEC.) = 3.00 STREET FLOW TRAVEL TIME(MIN.) = 1.99 TcCMIN.) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.587 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8504 SOIL CLASSIFICATION IS HO" SUBAREA AREACACRES) = 2.08 TOTAL AREA(ACRES) = 4.90 13.16 9.46 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) 6.35 16.34 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTHCFEET) = 0.68 HALFSTREET FLOOD WIDTHCFEET) = 17.07 FLOW VELOCITYCFEET/SEC.) = 4.72 OEPTH"VELOCITYCFT"FT/SEC.) = 3.21 LONGEST FLOWPATH FROM NODE 307.00 TO NODE 311.00 = 1520.00 FEET. ~*********************************************************************** ~w PROCESS FROM NODE 312.00 TO NODE 313.00 IS CODE = 21 eetttRATIONAL 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 = 125.00 UPSTREAM ELEVATION = 1318.30 DOWNSTREAM ELEVATION = 1316.25 ELEVATION DIFFERENCE = 2.05 TC = 0.393*[( 125.00**3)/( 2.05)]**.2 6.162 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.541 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8156 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) 0.74 TOTAL AREACACRES) = 0.20 TOTAL RUNOFFCCFS) = 0.74 **************************************************************************** FLOW PROCESS FROM NODE 313.00 TO NODE 314.00 IS CODE = 61 tetteCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====== .....CSTANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 4ITREAM ELEVATION(FEET) = 1315.75 DOWNSTREAM ELEVATIONCFEET) ET LENGTH(FEET) = 420.00 CURB HEIGHTCINCHES) = 6.0 REET HALFWIDTHCFEET) = 30.00 = 1312.80 DISTANCE FROM CROWN TO CROSS FALL GRAOEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCOECIMAL) = 0.020 ~ OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUM8ER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(OECIMAL) = 0.020 ~ing's FRICTION FACTOR for Streetflow SectionCcurb-to-curb) = 0.0150 ~ning/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 DEPTHCFEET) = 0.40 HALFSTREET FLOOD WIOTHCFEET) = 4.50 AVERAGE FLOW VELOCITYCFEET/SEC.) 2.60 PRODUCT OF DEPTH&VELOCITYCFT"FT/SEC.) = 1.03 STREET FLOW TRAVEL TIMECMIN.) = 2.70 Tc(MIN.) = 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.720 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8011 SOIL CLASSIFICATION IS "B" SUBAREA AREACACRES) 1.00 TOTAL AREACACRES) = 1.20 2.24 8.86 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 2.98 3.72 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTHCFEET) = 0.48 HALFSTREET FLOOD WIOTHCFEET) 5_51 FLOW VELOCITYCFEET/SEC.) = 2.94 DEPTH"VELOCITYCFT"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 = .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE , tIIIf::=:~::::=~;=;;::::;=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.86 RAINFALL INTENSITYCINCH/HR) = 3.72 TOTAL STREAM AREACACRES) = 1.20 PEAK FLOW RATECCFS) AT CONFLUENCE = 3.72 **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 316.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY Cl/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"[C 135.00""3)/C 2.61)]"".2 = 6.149 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.546 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8157 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFFCCFS) = 0.74 ~AL AREACACRES) = 0.20 TOTAL RUNOFFCCFS) = 0.74 1IIIIP*********************************************************************** FLOW PROCESS FROM NOOE 316.00 TO NODE 314.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: \\0 .....CSTANDARO CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1314.09 DOWNSTREAM ELEVATIONCFEET) = 1312_80 ~:ET LENGTHCFEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 ~ET HALFWIOTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRAOEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCOECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 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) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTHCFEET) = 3.62 AVERAGE FLOW VELOCITYCFEET/SEC.) 2.46 PRODUCT OF DEPTH&VELOCITYCFT"FT/SEC_) 0.80 STREET FLOW TRAVEL TIMECMIN.) = 1.08 TcCMIN.) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.158 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8094 SOIL CLASSIFICATION IS "B" SUBAREA AREACACRES) = 0.40 TOTAL AREACACRES) = 0.60 1.U 7.23 SUBAREA RUNOFFCCFS) PEAK FLOW RATE(CFS) = 1.35 2.09 END OF SUBAREA STREET FLOW HYDRAULICS: eTHCFEET) = 0.38 HALFSTREET FLOOD WIDTHCFEET) = 4.26 W VELOCITYCFEET/SEC.) = 2.69 DEPTH*VELOCITYCFT*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 = eeteeDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 7.23 RAINFALL INTENSITYCINCH/HR) = 4.16 TOTAL STREAM AREACACRES) = 0.60 PEAK FLOW RATECCFS) AT CONFLUENCE = 2.09 **************************************************************************** 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 Cl/4 ACRE) TC = K*(CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 130.00 4ITREAM ELEVATION = 1317.30 NSTREAM ELEVATION = 1314.75 EVATION DIFFERENCE = 2.55 TC = 0.393"[( 130.00""3)/C 2.55)]"".2 = 6.040 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.591 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8164 ~ SOIL CLASSIFICATION IS SUBAREA RUNOFFCCFS) = TOTAL AREA(ACRES) = "6/' 0.86 0.23 TOTAL RUNOFFCCFS) = 0.86 ~*********************************************************************** ~W PROCESS FROM NODE 318.00 TO NODE 314.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....(STANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1314.25 DOWNSTREAM ELEVATION(FEET) = 1312_80 STREET LENGTH(FEET) = 100.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 18.00 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 FLOWCCFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET) = 0.30 HALFSTREET FLOOD WIOTHCFEET) = 3.36 AVERAGE FLOW VELOCITYCFEET/SEC.) 3.14 PRODUCT OF OEPTH&VELOCITY(FT"FT/SEC.) 0.96 ~EET FLOW TRAVEL TIMECMIN.) = 0.53 TcCMIN_) = ~O YEAR RAINFALL INTENSITYCINCH/HOUR) = 4_384 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8132 SOIL CLASSIFICATION IS "B" SUBAREA AREACACRES) 0.40 TOTAL AREACACRES) = 0.63 1.58 6.57 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 1.43 2.29 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.35 HALFSTREET FLOOD WIOTHCFEET) = 3.93 FLOW VELOCITYCFEET/SEC.) = 3.42 DEPTH"VELOCITYCFT"FT/SEC.) = 1.20 LONGEST FLOWPATH FROM NOOE 317.00 TO NODE 314.00 = 230.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 314.00 TO NODE 314.00 IS CODE = .1 .....DESIGNATE 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 CONCENTRATIONCMIN.) = 6.57 RAINFALL INTENSITY(INCH/HR) = 4.38 TOTAL STREAM AREA(ACRES) = 0.63 PEAK FLOW RATECCFS) AT CONFLUENCE = 2.29 _** CONFLUENCE DATA ** EAM RUNOFF Tc BER (CFS) 1 3.72 2 2.09 3 2.29 CMIN. ) 8.86 7.23 6.57 INTENSITY (I NCH/HOUR) 3.720 4.158 4.384 AREA CACRE) 1.20 0.60 0.63 \\t.. *********************************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 ~ 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 CCFS) (MIN.) CINCH/HOUR) 1 6.94 6.~ 4.384 2 7.30 7.23 4.158 3 7.53 8.86 3.720 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 7.53 TcCMIN.) = 8.86 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====: .....(STANOARO CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1312.80 DOWNSTREAM ELEVATIONCFEET) = 1282.20 ~EET LENGTHCFEET) = 800.00 CURB HEIGHTCINCHES) = 6.0 ~ET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAK(FEET) INSIDE STREET CROSSFALLCOECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.080 18.00 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 OEPTHCFEET) = 0.54 HALFSTREET FLOOD WIDTHCFEET) = 8.05 AVERAGE FLOW VELOCITYCFEET/SEC.) = 7.32 PRODUCT OF DEPTH&VELOCITY(FT"FT/SEC.) 3.92 STREET FLOW TRAVEL TIMECMIN.) = 1.82 TcCMIN.) = 10.68 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.357 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .B474 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) 3.17 TOTAL AREA(ACRES) = 5.60 12.04 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 9.02 16.55 END OF SUBAREA STREET FLOW HYDRAULICS: ~H(FEET) = 0.60 HALF STREET FLOOD WIOTHCFEET) = 11.84 ~W VELOCITY(FEET/SEC.) = 7.36 OEPTH"VELOCITYCFT"FT/SEC_) = LONGEST FLOWPATH FROM NODE 312.00 TO NODE 310.00 = 1345.00 4.39 FEET. **************************************************************************** ~ FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = --------~-------------------------------~-----------~----------------------- .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ~~::~~:~~:~~::;~:::~:~:-~:::::::::~-:~::::--:-:::~--------------------- TIME OF CONCENTRATIONCMIN.) = 10.68 RAINFALL INTENSITYCINCH/HR) = 3.36 TOTAL STREAM AREACACRES) = 5.60 PEAK FLOW RATE(CFS) 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 Cl/4 ACRE) TC = K"[(LENGTH""3)/CELEVATION CHANGE)j"".2 INITIAL SUBAREA FLOW-LENGTH = 170.00 UPSTREAM ELEVATION = 1318.40 DOWNSTREAM ELEVATION = 1316.47 ELEVATION DIFFERENCE = 1.93 TC = 0.393"[C 170.00""3)/( 1.93)]"".2 7.501 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.076 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8558 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) = 0.87 TOTAL AREACACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.87 ~********************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 321.00 IS CODE = 61 ..~..COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....(STANOARO CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1315.97 DOWNSTREAM ELEVATIONCFEET) = 1312.65 STREET LENGTHCFEET) = 450.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAKCFEET) INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCOECIMAL) = 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) 2.45 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTHCFEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 4.63 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.70 tfoODUCT OF OEPTH&VELOCITY(FT"FT/SEC.) = 1.10 ET FLOW TRAVEL TIMECMIN.) = 2.78 TcCMIN.) = 10.28 o YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.42B SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .7947 SOIL CLASSIFICATION IS "B" SUBAREA AREACACRES) = 1.15 SUBAREA RUNOFFCCFS) = 3.13 \'A TOTAL AREACACRES) = 1.40 PEAK FLOW RATECCFS) = 4.00 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.49 HALFSTREET FLOOD WIOTHCFEET) = 5_63 ~W VELOCITY(FEET/SEC.) = 3.03 DEPTH"VELOCITYCFT"FT/SEC.) = ~GEST FLOWPATH FROM NODE 319.00 TO NODE 321.00 = 620.00 1.48 FEET. **************************************************************************** FLOW PROCESS FROM NODE 321.00 TO NODE 322.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....CSTANOARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1312.65 DOWNSTREAM ELEVATIONCFEET) = 1282.20 STREET LENGTHCFEET) = 800.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAK(FEET) INSIDE STREET CROSSFALLCOECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCOECIMAL) = 0.080 18.00 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-Walk Flow Section = 0.0200 ""TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.44 ~ALFSTREET FLOOD WIOTHCFEET) = 5.10 ~VERAGE FLOW VELOCITYCFEET/SEC.) = 6.48 PRODUCT OF OEPTH&VELOCITYCFT"FT/SEC.) = 2.B8 STREET FLOW TRAVEL TIMECMIN.) = 2.06 TcCMIN.) = 12.34 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.101 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8436 SOIL CLASSIFICATION IS "D" SUBAREA AREACACRES) = 2.34 TOTAL AREACACRES) = 3.74 7.07 SUBAREA RUNOFF(CFS) = PEAK FLOW RATECCFS) 6.12 10.12 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.50 HALFSTREET FLOOD WIOTHCFEET) = 6.10 FLOW VELOCITY(FEET/SEC.) = 7.11 OEPTH*VELOCITYCFT*FT/SEC.) = 3.59 LONGEST FLOWPATH FROM NOOE 319.00 TO NODE 322.00 = 1420.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 322.00 TO NODE 310.00 IS CODE = .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: .....ANO COMPUTE VARIOUS CONFLUENCED STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INOEPENOENT TIME OF CONCENTRATIONCMIN.) = 12.34 RAINFALL INTENSITYCINCH/HR) = 3.10 TOTAL STREAM AREA(ACRES) = 3.74 ~K FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) STREAM 2 ARE: 10.12 Tc CMIN.) INTENSITY (I NCH/HOUR) AREA CACRE) ....., \\? 1 2 16.55 10.12 10.68 12.34 3.357 3.1~ 5.60 3.74 *********************************WARNI NG********************************** ~HIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ~HE 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 Tc INTENSITY NUMBER CCFS) CMIN.) CINCH/HOUR) 1 25.31 10.6B 3.357 2 25.41 12.34 3.101 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 25.31 TcCMIN.) = 10.68 TOTAL AREACACRES) = 9.34 LONGEST FLOWPATH FROM NODE 319.00 TO NODE 310.00 = 1420.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 322.00 TO NOOE 310.00 IS CODE = .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 ~LUENCE VALUES USED FOR INDEPENDENT ~ OF CONCENTRATIONCMIN.) = 10.68 RAINFALL INTENSITYCINCH/HR) = 3.36 TOTAL STREAM AREACACRES) = 9.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 1 ARE: 25.31 **************************************************************************** FLOW PROCESS FROM NODE 309.00 TO NODE 310.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 9.30 RAIN INTENSITY(INCH/HOUR) = 3.62 TOTAL AREACACRES) = 2.91 TOTAL RUNOFFCCFS) = 9.64 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE .....ANO COMPUTE VARIOUS CONFLUENCED STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATIONCMIN.) = 9.30 RAINFALL INTENSITYCINCH/HR) = 3.62 ~~L STREAM AREACACRES) = 2_91 ~ FLOW RATECCFS) AT CONFLUENCE = STREAM 2 ARE: 9.64 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) Tc (MIN.) INTENSITY CINCH/HOUR) AREA CACRE) ~ 1 2 25.31 9.64 10.68 9.30 3.357 3.622 9.34 2.91 *********************************WARNI NG********************************** ~HIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ~HE 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 CCFS) (MIN.) (INCH/HOUR) 1 31.68 9.30 3.622 2 34.25 10.68 3.357 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 34.25 Tc(MIN.) = 10.68 TOTAL AREACACRES) = 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 CODE = -------------------------.-------------------------------------------------- eeeetDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 ~LUENCE VALUES USED FOR INDEPENDENT ~ OF CONCENTRATIONCMIN.) = 10.68 RAINFALL INTENSITYCINCH/HR) = 3.36 TOTAL STREAM AREA(ACRES) = 12.25 PEAK FLOW RATECCFS) AT CONFLUENCE = STREAM 1 ARE: 34.25 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 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 AREACACRES) = 4_90 TOTAL RUNOFFCCFS) = 16_34 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 311.00 IS CODE = --------------------------------.-----------------------_._--------------~-- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE .....AND COMPUTE VARIOUS CONFLUENCEO STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATIONCMIN.) = 9.46 RAINFALL INTENSITYCINCH/HR) = 3.59 ~L STREAM AREA(ACRES) = 4.90 ~ FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) STREAM 2 ARE: 16.34 Tc INTENSITY CINCH/HOUR) AREA (ACRE) \\1 CMIN. ) 1 2 34.25 16.34 10.6B 9.46 3.357 3.588 12.25 4.90 *********************************WARNI NG********************************** ~THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED """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 CCFS) (MIN.) CINCH/HOUR) 1 46.67 9.46 3.588 2 49.53 10.68 3.357 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 49_53 TcCMIN.) = 10.68 TOTAL AREACACRES) = 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 ------------------------~~-------------------------------------------------- tetetUSER SPECIFIED HYDROLOGY INFORMATION AT NODE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: ~MIN) = 10_68 RAIN INTENSITYCINCH/HOUR) = 3.36 ~AL AREACACRES) = 8.58 TOTAL RUNOFFCCFS) = 18.57 **************************************************************************** FLOW PROCESS FROM NODE 311.00 TO NODE 323.00 IS CODE = 61 ---------~---------_._---------------------~----------~----------_.~._------ ....~COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA tttttCSTANOARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1282.19 DOWNSTREAM ELEVATIONCFEET) = 1279.12 STREET LENGTH(FEET) = 250_00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRAOESREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED 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 for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) 19.78 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTHCFEET) = 0.74 HALFSTREET FLOOD WIOTH(FEET) = 20.97 ~VERAGE FLOW VELOCITY(FEET/SEC.) = 4.26 ~RODUCT OF OEPTH&VELOCITYCFT*FT/SEC.) = 3.16 STREET FLOW TRAVEL TIME(MIN.) = 0.98 TcCMIN.) = 11.66 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.199 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8290 d;;:- 0 ('i 2.. c HEL-I i-'lAfUt \ ....e.t..; r-ee'4 ~, fvf 017(;4 (AS;P @ ~oPE 3'7 '3 \\fO SOIL CLASSIFICATION IS SUBAREA AREA(ACRES) = TOTAL AREA'ACRES) = "C" 0.91 9.49 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 2.41 20.98 ~ OF SUBAREA STREET FLOW HYDRAULICS: """THCFEET) = 0.75 HALFSTREET FLOOD WIDTHCFEET) = 21.69 FLOW VELOCITYCFEET/SEC.) = 4.29 DEPTH"VELOCITYCFT"FT/SEC.) = 3.24 LONGEST FLOWPATH FROM NODE 319.00 TO NODE 323.00 = 1670.00 FEET. **************************************************************************** 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: TCCMIN) = 10.68 RAIN INTENSITYCINCH/HOUR) = 3.36 TOTAL AREACACRES) = 8.58 TOTAL RUNOFFCCFS) = 18.57 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 324.00 IS CODE = 61 ------------------_._------------~------------------------------------------ .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....CSTANOARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 12B2.20 DOWNSTREAM ELEVATIONCFEET) = 1279.12 STREET LENGTHCFEET) = 260.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAKCFEET) = 18.00 ~IDE STREET CROSSFALLCDECIMAL) = 0.020 ,...,SIOE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(OECIMAL) = 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 OEPTHCFEET) = 0.74 HALFSTREET FLOOD WIDTH(FEET) = 20.97 AVERAGE FLOW VELOCITYCFEET/SEC.) = 4.19 PRODUCT OF DEPTH&VELOCITY(FT"FT/SEC.) = 3.11 STREET FLOW TRAVEL TIMECMIN.) = 1.03 TcCMIN.) = 11.71 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.190 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8289 SOIL CLASSIFICATION IS HCH SUBAREA AREACACRES) = 0.67 TOTAL AREACACRES) = 9.25 19.46 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 1.77 20.34 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTHCFEET) = 0.75 HALFSTREET FLOOD WIDTHCFEET) = 21.48 FLOW VELOCITYCFEET/SEC.) = 4.22 OEPTH"VELOCITYCFT"FT/SEC_) = 3.17 LONGEST FLOWPATH FROM NODE 319.00 TO NODE 324.00 = 1930.00 FEET. e*********************************************************************** W PROCESS FROM NODE 325.00 TO NODE 326.00 IS CODE = 21 ------~--------------~----------------------_.~~-----------~---------------- tttteRATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- y ::::. 0, j 2.- S.ee..o f.(ELf-! o..;-l-fJ't- a;;{ .t"c.li~' f'r~- CA -u(-!- j5,q ;; W t<./f l,Jolll: 'l~- 4 \\<\ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K"[CLENGTH""3)/CElEVATION CHANGE))"".2 INITIAL SUBAREA FLOW-LENGTH = 110.00 ~REAM ELEVATION = 1288.10 ~STREAM ELEVATION = 1286.06 ELEVATION DIFFERENCE = 2.04 TC = 0.393"[C 110.00""3)/C 2.04)]"".2 5.713 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.734 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8495 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFFCCFS) = 0.84 TOTAL AREACACRES) = 0.21 TOTAL RUNOFFCCFS) = 0.84 **************************************************************************** FLOW PROCESS FROM NODE 326.00 TO NODE 327.00 IS CODE = 61 ~------------------~-_._-------------------_._----------------------------~- ~~tttCOMPuTE STREET FLO~ TRAVEL TIME THRU SUBAREA .....CSTANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1285.56 DOWNSTREAM ELEVATIONCFEET) = 1282.00 STREET LENGTHCFEET) = 440.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALLCOECIMAL) OUTSIDE STREET CROSSFALL(OECIMAL) GRADEBREAK(FEET) 0.020 = 0.080 = 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 .ET PARKWAY CROSSFALLCDECIMAL) = 0.020 ing/s FRICTION FACTOR for Streetflow SectionCcurb-to-curb) = anning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 0.0150 ""TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.42 HALFSTREET FLOOD WIOTH(FEET) = 4.77 AVERAGE FLOW VELOCITYCFEET/SEC.) 2.87 PRODUCT OF OEPTH&VELOCITYCFT"FT/SEC.) 1.20 STREET FLOW TRAVEL TIMECMIN.) = 2.56 TcCMIN.) = 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 AREACACRES) = 1.38 2.75 8.27 SUBAREA RUNOFF(CFS) = PEAK FLOW RATECCFS) 3.79 4.64 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTHCFEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 6.10 FLOW VELOCITY(FEET/SEC.) = 3.26 DEPTH"VELOCITYCFT"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 = _________________~_____________w~_______________________________.~__________ 1Iiiii:~::::;:~~;~;;:;::;::~=;~::~:=:~:=~~::~~::~:========================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 8.27 RAINFALL INTENSITYCINCH/HR) = 3.86 ,11> TOTAL STREAM AREACACRES) = 1.38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.64 **************************************************************************** ~W PROCESS FROM NODE 328.00 TO NODE 329.00 IS CODE = 21 ~--~--------~--_._--------------------_._----_._----------~------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY C1/4 ACRE) TC = K"[(LENGTH""3)/CELEVATION CHANGE)]"".2 INITIAL SUBAREA FLOW-LENGTH = 130.00 UPSTREAM ELEVATION = 1288.10 DOWNSTREAM ELEVATION = 1286.04 ELEVATION DIFFERENCE = 2.06 TC = 0.393"[C 130.00""3)/C 2.06)]"".2 6.303 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.485 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8470 SOIL CLASSIFICATION IS "e" SUBAREA RUNOFFCCFS) = 1.29 TOTAL AREACACRES) = 0.34 TOTAL RUNOFFCCFS) = 1.29 **************************************************************************** FLOW PROCESS FROM NODE 329.00 TO NODE 327.00 IS CODE = 61 ------~-._------_._--._-----------------------------~..-----------.--------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....CSTANOARO CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1285.54 DOWNSTREAM ELEVATION(FEET) = 1282.00 41111fEET LENGTHCFEET) = 360.00 CURB HEIGHTCINCHES) = 6.0 ~EET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 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 DEPTHCFEET) = 0.44 HALFSTREET FLOOD WIOTH(FEET) = 5.04 AVERAGE FLOW VELOCITYCFEET/SEC.) 3.29 PRODUCT OF OEPTH&VELOCITYCFT"FT/SEC.) = 1.45 STREET FLOW TRAVEL TIMECMIN.) = 1.82 TcCMIN.) 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.901 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8401 SOIL CLASSIFICATION IS "C" SUBAREA AREACACRES) 1.35 TOTAL AREACACRES) = 1.69 3.51 8.13 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 4.42 5.72 ~D OF SUBAREA STREET FLOW HYDRAULICS: THCFEET) = 0.52 HALFSTREET FLOOD WIOTHCFEET) = 7.33 OW VELOCITY(FEET/SEC.) = 3.67 DEPTH"VELOCITYCFT"FT/SEC.) = 1.93 LONGEST FLOWPATH FROM NODE 328.00 TO NODE 327.00 = 490.00 FEET. **************************************************************************** \ -z). FLOW PROCESS FROM NODE 327.00 TO NODE 327.00 IS CODE = ----_.._-------------~~--------------------------_._---------~------------~. .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: _etAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ======================================================================= TAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 8.13 RAINFALL INTENSITYCINCH/HR) = 3.90 TOTAL STREAM AREACACRES) = 1.69 PEAK FLOW RATECCFS) AT CONFLUENCE = 5.72 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 4.64 2 5.72 Tc CMIN. ) 8.27 8.13 I NTENS I TY (INCH/HOUR) 3.862 3.901 AREA CACRE) 1.38 1.69 *********************************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 eB~R CCFS) CMIN.) (I NCH/HOUR) 10.27 8.13 3.901 2 10.30 8.27 3.862 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 10.27 TcCMIN.) = 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 eeeeeCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARO CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1282.00 DOWNSTREAM ELEVATION(FEET) = 1279.12 STREET LENGTHCFEET) = 220.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRAOEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALL(OECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 ~ning/s FRICTION FACTOR for Streetflow SectionCcurb-to-curb) = ~ning/s FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 0_0150 ""TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTHCFEET) = 0.62 11.00 \'1-1-- HALFSTREET FLOOD WIOTHCFEET) = 13.28 AVERAGE FLOW VELOCITYCFEET/SEC.) 4.34 PRODUCT OF DEPTH&VELOCITY(FT"FT/SEC.) = 2.69 STREET FLOW TRAVEL TIMECMIN.) = 0_85 Tc(MIN.) = 8.97 ~ YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.694 ""'GLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8372 SOIL CLASSIFICATION IS HCR SUBAREA AREA(ACRES) 0.47 TOTAL AREACACRES) = 3.54 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 1.45 11.72 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTHCFEET) = 0.63 HALFSTREET FLOOD WIDTHCFEET) = 14.10 FLOW VELOCITYCFEET/SEC.) = 4.32 OEPTH"VELOCITYCFT"FT/SEC.) 2.73 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 = --------------~------_._--------------------------_._-_._-----_.~----------- ..~~~OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 8.97 RAINFALL INTENSITY(INCH/HR) = 3.69 TOTAL STREAM AREACACRES) = 3.54 PEAK FLOW RATECCFS) AT CONFLUENCE = 11.72 **************************************************************************** FLOW PROCESS FROM NODE 311.00 TO NOOE 323.00 IS CODE = 7 ~----------------------------_._---------------------------------------- ~.USER SPECIFIED HYDROLOGY INFORMATION AT NODE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS, TCCMIN) = 11.66 RAIN INTENSITY(INCH/HOUR) = 3.20 TOTAL AREA(ACRES) = 9.49 TOTAL RUNOFFCCFS) = 20.98 **************************************************************************** FLOW PROCESS FROM NODE 323.00 TO NODE 323.00 IS CODE = ---~-------------------------~--------------~-----------------.----------.-- teeeeDESIGNATE 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 CONCENTRATIONCMIN.) = 11.66 RAINFALL INTENSITYCINCH/HR) = 3.20 TOTAL STREAM AREA(ACRES) = 9.49 PEAK FLOW RATECCFS) AT CONFLUENCE = 20.98 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 11.72 2 20.98 Tc CMIN.) 8.97 11.66 I NTENS ITY (INCH/HOUR) 3.694 3.198 AREA CACRE) 3.54 9.49 .****************************WARNI NG********************************** HIS 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. ************************************************************************** \130 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS_ _ PEAK FLOW RATE TABLE "" REAM RUNOFF Tc INTENSITY NUMBER CCFS) CMIN. ) CINCH/HOUR) 1 27.87 8.97 3.694 2 31.13 11.66 3.198 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) 31.13 TcCMIN.) = 11.66 TOTAL AREACACRES) = 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 CODE = 21 --------~-~--------~----------~--------------------------------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K"[CLENGTH""3)/CELEVATION CHANGE)]"".2 ~ITIAL SUBAREA FLOW-LENGTH = 120.00 ~STREAM ELEVATION = 1285.50 DOWNSTREAM ELEVATION = 1282.B7 ELEVATION DIFFERENCE = 2.63 TC = 0.393"(C 120.00""3)/C 2.63)J**.2 = 5.721 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.730 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8494 SOIL CLASSIFICATION IS PC" SUBAREA RUNOFF(CFS) = 0.60 TOTAL AREACACRES) = 0.15 TOTAL RUNOFFCCFS) = 0.60 **************************************************************************** FLOW PROCESS FROM NODE 331.00 TO NODE 324.00 IS CODE = 61 ~~~~.COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: eeeeeCSTANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1282.37 DOWNSTREAM ELEVATION(FEET) = 1279.12 STREET LENGTHCFEET) = 300.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ~REET PARKWAY CROSSFALLCOECIMAL) = 0.020 ~nning'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 FLOWCCFS) = 2.53 \ ?"It STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.38 HALFSTREET FLOOD WIOTH(FEET) = 4.34 AVERAGE FLOW VELOCITYCFEET/SEC.) 3.14 ~ODUCT OF DEPTH&VELOCITYCFT"FT/SEC.) = 1.20 ~ET FLOW TRAVEL TIMECMIN.) = 1.59 TcCMIN.) 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.133 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8430 SOIL CLASSIFICATION IS "e" SUBAREA AREA(ACRES) = 1.10 TOTAL AREA(ACRES) = I 1.25 i END OF SUBAREA STREErr FLOW HYDRAULICS: DEPTHCFEET) = 0.47 \HALFSTREET FLOOD WIDTH(FEET) = 5.43 FLOW VELOCITY(FEET/SEC.) = 3.61 DEPTH"VELOCITYCFT"FT/SEC.) = 1.70 LONGEST FLOWPATH FROM~ODE 330.00 TO NODE 324.00 = 420.00 FEET. , *************************\************~************************************* FLOW PROCESS FROM NODE \ 331.00 TO NODE 324.00 IS CODE = 1 \ --------------._-----------,------------------------------------------------ --~~~~~~==~:~~~=-~~~=~=~~=~~\=~~=~~-~~~-=~~~~~=~==-------------------------- -----------------------------,---------------------------------------------- TOTAL NUMBER OF STREAMS = 2, CONFLUENCE VALUES USED FOR INpEPENOENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) =\ 7.31 RAINFALL INTENSlTY(lNCH/HR) = \ 4.13 TOTAL STREAM AREACACRES) = 1;25 PEAK FLOW RATECCFS) AT CONFLUENCE = 7.31 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 3.83 4.44 4.44 ~****************************************.****************************** ~ PROCESS FROM NODE 310.00 TO NODE 324.00 IS CODE = 7 ----------~~----------_.__._---------------------------~~------------------- / .....USER SPECIFIED HYDROLOGY INFORMATION/AT NODE _________________________________________~L_________________________________ -----------------------------------------7c--------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: ! TC(MIN) = 11.71 RAIN INTENSITYCINC~/HOUR) = 3.19 TOTAL AREACACRES) = 9.25 TOTAL/RUNOFF(CFS) = 20.34 , I , ************************************~************************************** , FLOW PROCESS FROM NODE 324.00 rb NODE 324.00 IS CODE = ____________________.______________J________________________________________ ~.~~.DESIGNATE 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.) = 1;.71 RAINFALL INTENSITY(INCH/HR) = 3.19 TOTAL STREAM AREA(ACRES) = 9.25 PEAK FLOW RATECCFS) AT CONFLUENCE'= 20.34 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 4.44 e2 20.34 Tc (MIN.) 7.31 11.71 INTENSITY \ (INCH/HOUR) 4.133 3.191 AREA CACRE) 1.25 9.25 *********************************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 \p WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **********w*************************************************************** ~NFALL INTENSITY AND TIME OF CONCENTRATION ....,FLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOY RATE TABLE ** STREAM RUNOFF Tc NUMBER CCFS) CMIN.) 1 17.14 7.31 2 23.76 11.71 RATIO INTENSITY (I NCH/HOUR) 4.133 3.191 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 23.76 TcCMIN.) = 11.71 TOTAL AREACACRES) = 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 Tc INTENSITY (CFS) CMIN.) CINCH/HOUR) 23.76 11.71 3.191 FLOWPATH FROM NODE 328.00 TO NODE AREA CACRE) 10.50 324.00 = 490.00 FEET. .MEMORY BANK # 3 CONFLUENCE DATA "" EAM RUNOFF Te INTENSITY AREA NUMBER (CFS) CMIN.) CINCH/HOUR) CACRE) 1 31.13 11.66 3.198 13.03 LONGEST FLOWPATH FROM NODE 325.00 TO NOOE 324.00 = 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 STREAM NUMBER 1 2 FLOW RATE TABLE "" RUNOFF Tc CCFS) (MIN.) 54.79 11.66 54.82 11.71 INTENSITY (I NCH/HOUR) 3.198 3.191 COMPUTED CONFLUENCE PEAK FLOW RATECCFS) TOTAL AREACACRES) = ESTIMATES ARE AS FOLLOWS: = 54.79 TcCMIN.) = 23.53 11.66 +---_._~----------_._-------------_.~~~------------------------------------+ , START STORM DRAIN FLOWS , , , , , ~------------------_._----------_..__._---------_.._-------------------+ **************************************************************************** FLOW PROCESS FROM NODE 324.00 TO NODE 324.00 IS COOE = 7 \'tf ----~----------------------------------------------------------------------- e~tttUSER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: ~IN) = 11.66 RAIN INTENSITYCINCH/HOUR) = 3.20 ~L AREACACRES) = 11.77 TOTAL RUNOFF(CFS) = 27.40 **********************************************~~*~********************* FLOW PROCESS FROM NODE 324.00 TO NODE ~OO IS CODE = 41 ---------------------~~----------~_._~----------------._-----~._------------ .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1273_62 DOWNSTREAMCFEET) = 1273.28 FLOW LENGTHCFEET) = 28.38 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 17_2 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 9.41 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 27.40 PIPE TRAVEL TIMECMIN.) = 0.05 TcCMIN.) = 11.71 LONGEST FLOWPATH FROM NOOE 325.00 TO NODE 323.00 798.38 FEET. ****************************~*~*~*********~*1*~*********************** FLOW PROCESS FROM NODE ~O TO NODE ~.OO IS CODE = . _.~----_._-------------~._------_._--------_.~------------------------~----- tttt~DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) 11.71 ~FALL INTENSITYCINCH/HR) = 3.19 ""'AL STREAM AREA(ACRES) = 11.77 PEAK FLOW RATECCFS) AT CONFLUENCE = 27_40 *****************************~*?*~***********~*~~*********************** FLOW PROCESS FROM NODE ~O TO NODE ~OO IS CODE = 7 teee~USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 11.66 RAIN INTENSITY(INCH/HOUR) = 3.20 TOTAL AREACACRES) = 11.77 TOTAL RUNOFFCCFS) = 27.40 **************************************************************************** FLOW PROCESS FROM NODE 323.00 TO NODE 332.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1273.40 DOWNSTREAMCFEET) = FLOW LENGTHCFEET) = 38_82 MA~NING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.1 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 6.50 GIVEN PIPE OIAMETERCINCH) = 30.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 27.40 ~ TRAVEL TIMECMIN.) = 0.10 TcCMIN.) = ~EST FLOWPATH FROM NOOE 328.00 TO NODE 1273.21 11.76 332.00 = 528.82 FEET. **************************************************************************** FLOW PROCESS FROM NODE 332.00 TO NODE 332.00 IS CODE = ,-z..1 teteeDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCEO STREAM VALUES===== ============================================================================ TOTAL NUMBER OF STREAMS = 2 ~FLUENCE VALUES USED FOR INDEPENDENT ~E OF CONCENTRATION(MIN.) = 11.76 RAINFALL INTENSITYCINCH/HR) = 3.18 TOTAL STREAM AREACACRES) = 11.77 PEAK FLOW RATECCFS) AT CONFLUENCE STREAM 2 ARE: 27.40 ** CONFLUENCE DATA ** STREAM NUMBER 1 2 RUNOFF CCFS) 27.40 27.40 Tc (MIN.) 11. 71 11.76 INTENSITY (I NCH/HOUR) 3.191 3.183 AREA CACRE) 11.77 11. 77 *********************************~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 Tc INTENSITY NUMBER (CFS) CMIN.) (I NCH/HOUR) 1 54.69 11.71 3.191 e2 54.74 11.76 3.183 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) 54.69 TcCMIN.) = 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 33J.00.IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPS~~lSE!) = 1273.19 OO~NSTREAMCFEET) = 1272.56 FLOW LENGTHCFEE~~~- 51.96'~ANNING'S N = 0.013 ASSUME FULL-FLOWING'PIP~[TIif- PIPE-FLOW VELOCITYCFEET/SEC.) = 11.14 GIVEN PIPE OIAMETER(INCH) = 30.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 54.69 PIPE TRAVEL TIMECMIN.) = 0.08 TcCMIN.) = 11.79 LONGEST FLOWPATH FROM NODE 325.00 TO NODE 333.00 = 850.34 FEET. **************************************************************************** FLOW PROCESS FROM NODE 333.00 TO NODE 333.00 IS CODE = 10 ~::::~~::::~::=:~:~::=~~:~~~=~~:~=:::~::=::~~=:=:======================= **************************************************************************** FLOW PROCESS FROM NOOE 311.00 TO NODE 311.00 IS CODE = 7 \11> .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.68 RAIN INTENSITYCINCH/HOUR) = 3.36 ~L AREACACRES) = 0.00 TOTAL RUNOFFCCFS) = 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 PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1277.97 OOWNSTREAM(FEET) = 1276.30 FLOW LENGTH(FEET) = 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-FLOW(CFS) = 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 NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 10.81 4FALL INTENSITYCINCH/HR) = 3_33 L STREAM AREACACRES) = 0.00 AK FLOW RATE(CFS) AT CONFLUENCE = 6.20 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO,NOOE 310.00 IS CODE = c ---------------------~._---------------------_.~-~------~------------_._---- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10_68 RAIN INTENSITY(lNCH/HOUR) = ..3.36 TOTAL AREACACRES) = 0.00 TOTAL RUNOFFCCFS) = 6.20 **************************************************************************** FLOW PROCESS FROM NODE 310.00.TO NODE 334.00 I_S CODE = 41 ------------------------------------------~-----------~--------------------- eeeteCOMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1276.71 DOWNSTREAMCFEET) = FLOW LENGTH(FEET) = 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-FLOWCCFS) = 6.20 PIPE TRAVEL TIMECMIN.) = ~EST FLOWPATH FROM NODE 1276.24 0_04 Tc(MIN.) = 328.00 TO NODE 10.72 334.00 = 549.31 FEET. **************************************************************************** FLOW PROCESS FROM NODE 334.00 TO NODE 334.00 IS CODE = \'P. tteetDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCEO STREAM VALUES ============================================================================ TOTAL NUMBER OF STREAMS = 2 ~LUENCE VALUES USED FOR INDEPENDENT """E OF CONCENTRATION(MIN.) = 10.72 RAINFALL INTENSITYCINCH/HR) = 3.35 TOTAL STREAM AREACACRES) = 0.00 PEAK FLOW RATECCFS) AT CONFLUENCE = STREAM 2 ARE: 6.20 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 6.20 2 6.20 Tc (MIN. ) 10.81 10.72 I NTENS ITY (INCH/HOUR) 3.334 3.349 AREA CACRE) 0.00 0.00 *********************************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 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) CMIN.) CINCH/HOUR) 1 12.35 10.72 3.349 .. 2 12.37 10.81 3.334 ~PUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.37 Tc(MIN.) = 10.81 TOTAL AREACACRES) = 0.00 LONGEST FLOWPATH FROM NODE 325.00 TO NODE 334.00 = 916.37 FEET. **************************************************************************** FLOW PROCESS FROM NODE 334.00 .TO NODE 333.00 IS CODE =' 41 ---.-.-------------------------------------------------------~-------------- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1276.21 DOWNSTREAM(FEET) = 1273.00 FLOW LENGTHCfEET) = 148.33 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE, IS 12.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.52 GIVEN PIPE DIAMETERCINCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 12.37 PIPE TRAVEL TIMECMIN.) = 0.26 TcCMIN.) = 11.07 LONGEST FLOWPATH FROM NODE 325.00 TO NODE 333.00 = 1064.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 333.00 TO NODE 333.00 IS CODE = 11 , ~:~~:~~~::~:=:::~:~=:::~=:=:=~~::=:::=::~::::::::=:::~:~=============== ** MAIN STREAM NUMBER STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY CCFS) CMIN.) CINCH/HOUR) AREA CACRE) ,'1;/J 1 12.37 11.07 LONGEST FLOWPATH FROM NODE 3.291 325.00 TO NODE 0.00 333.00 1064.70 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** ~AM RUNOFF Tc INTENSITY AREA ~ER (CFS) CMIN.) (INCH/HOUR) CACRE) 1 54.69 11.79 3.179 23.54 LONGEST FLOWPATH FROM NODE 325.00 TO NODE 333.00 = 850.34 FEET. *********************************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. ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc I NTENS I TY NUMBER (CFS) CMIN.) (l NCH/HOUR) 1 63.72 11.07 3.291 2 66.64 11. 79 3.179 COMPUTED CONFLUENCE PEAK FLOW RATECCFS) TOTAL AREA(ACRES) = ESTIMATES ARE AS FOLLOWS: = 66.64 TcCMIN.) = 23.54 11.79 **************************************************************************** FLOW PROCESS FROM NODE 334100 TO NODE 335.00 IS CODE = 41 , -----.----------------.~_________.~__________~w____________~~__w______.~____ tteeeCOMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA ~.USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT) ~====================================================================== ELEVATION DATA: UPSTREAM(FEET) = 1271.97 OOWNSTREAM(FEET) FLOW LENGTHCFEET) = 142.62 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.5 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 11.51 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOWCCFS) = 66.64 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 1270.24 0.21 TcCMIN.) = 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 CEXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1269.70 OOWNSTREAM(FEET) FLOW LENGTH(FEET) = 128.80 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 10.6 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 38.26 GIVEN PIPE DIAMETERCINCH) = 36_00 NUMBER OF PIPES = PIPE-FLOWCCFS) = 66.64 PIPE TRAVEL TIMECMIN.) = LONGEST FLOWPATH FROM NODE = 1232.00 0.06 TcCMIN.) = 325.00 TO NODE 12.05 336.00 = 1336.12 FEET. ~;=;;~;~=;~==:;~~===================================================== ~~ AREACACRES) = 23.54 TC(MIN.) = 12.05 PEAK FLOW RATE(CFS) = 66.64 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- \~ **************************************************************************** e HYDRAULIC ELEMENTS - I PROGRAM PACKAGE Ce) 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: 15:35 09/24/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * nodes 311 323 " " " * 100-year " ************************************************************************** **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION --------~~----------------------------------------------------_._----~------ CONSTANT STREET GRADE(FEET/FEET) = 0.012300 CONSTANT STREET FLOWCCFS) = 20.98 eVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 ONSTANT SYMMETRICAL STREET HALF-WIDTHCFEET) 20.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 INTERIOR STREET CROSSFALLCOECIMAL) = 0_020000 OUTSIDE STREET CROSSFALLCOECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHTCFEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIOTHCFEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKECFEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ***STREET FLOW SPLITS OVER STREET-CROWN*** FULL OEPTHCFEET) = 0.52 FLOOD WIOTHCFEET) 20.00 FULL HALF-STREET FLOWCCFS) 15.68 FULL HALF-STREET VELOCITY(FEET/SEC.) = 3.78 SPLIT OEPTHCFEET) = 0.38 SPLIT FLOOD WIOTH(FEET) = SPLIT FLOW(CFS) = 5.30 SPLIT VELOCITY(FEET/SEC.) 12.97 2.90 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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) = 0.52 ~LFSTREET FLOOD WIDTH(FEET)' 20.00 ~VERAGE FLOW VELOCITY(FEET/SEC.) = 3.78 PRODUCT OF OEPTH&VELOCITY = 1.95 ============================================================================ \ ,,;1.7 **************************************************************************** e HYDRAULIC 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 & Associ ates 14725 Alton Parkway Irvine, CA 92618 ----------------------------------~-------~~-------------------------------- TIME/DATE OF STUDY: 15:54 09/24/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * nodes 310 324 *~ " 'tiC) - Yi'Arf ************************************************************************** **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION====: -----.-.---------------------------------------------------------------._--- CONSTANT STREET GRADE(FEET/FEET) = 0.012300 CONSTANT STREET FLOWCCFS) = 20.34 ~VERAGE STREET FLOW FRICTION FACTORCMANNING) 0.015000 ""'ONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) 20.00 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAKCFEET) = 18.00 INTERIOR STREET CROSSFALLCOECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHTCFEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTHCFEET) = 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 SPLITS OVER STREET-CROYN*** FULL OEPTHCFEET) = 0.52 FLOOD WIDTH(FEET) = 20.00 FULL HALF-STREET FLOWCCFS) = 15.68 FULL HALF-STREET VELOCITYCFEET/SEC.) = 3.78 SPLIT DEPTHCFEET) = 0.36 SPLIT FLOOD WIDTHCFEET) = SPLIT FLOWCCFS) = 4.66 SPLIT VELOCITYCFEET/SEC.) 12.41 2.76 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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. ~REET FLOW DEPTHCFEET) = 0.52 ~LFSTREET FLOOC WIOTHCFEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.78 PRODUCT OF DEPTH&VELOCITY = 1.95 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- " " " \~ I . e RATIONAL HYDROLOGY OUTPUT: . DRAINAGE BASIN 400 LINE B3 (E-1, A.D.159) e \~ **************************************************************************** e RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCO) 1978 HYDROLOGY MANUAL (e) Copyright 1982-2000 Advanced Engineering Software Caes) 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 400 * 10~year " " " " ************************************************************************** FILE NAME: 10L400.DAT TIME/DATE OF STUDY: 11:5505/30/2001 -~~------------~~~----------~------------------~----------~-~--------------- 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 ~EAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 ~EAR STORM 60-MINUTE INTENSITYCINCH/HOUR) = 0.880 100-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 = 0.5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 l-HOUR INTENSITY(INCH/HOUR) = 0.889 SLOPE OF INTENSITY DURATION CURVE = 0.5506 RCFC&WCO HYDROLOGY MANUAL "CO-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES 'USER-DEFINEO STREET-SECTIONS FOR COUPLED PIPE FLOW AND STREET FLOW MODEL" HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. CFT) (FT) SIDE / SIDE/ WAY (FT) CFT) (FT) CFT) Cn) --------- --------- ----------------- ----------------- GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative FLow-Depth = 0.00 FEET as (Maximum ALlowable Street Flow Depth) - CTop-of-Curb) 2. CDepth)*(Velocity) Constraint = 0.0 CFT*FT/S) "SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE." **************************************************************************** ~ PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 21 ~w.________________________________._____~~~____________.______________ e(~ttRATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM ~ DEVELOPMENT IS COMMERCIAL TC = K"[CLENGTH""3)/(ELEVATION CHANGE)J"".2 INITIAL SUBAREA FLOW-LENGTH = 325.00 UPSTREAM ELEVATION = 1319.38 ~NSTREAM ELEVATION = 1307.44 ~VATION DIFFERENCE = 11.94 TC = 0.303"[C 325.00""3)/C 11.94)J"".2 5.934 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.177 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8777 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFFCCFS) 0.89 TOTAL AREACACRES) = 0.32 TOTAL RUNOFFCCFS) = 0.89 **************************************************************************** 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 1 ARE: TIME OF CONCENTRATIONCMIN_) = 5.93 RAINFALL INTENSITY(INCH/HR) = 3.18 TOTAL STREAM AREACACRES) = 0.32 PEAK FLOW RATECCFS) AT CONFLUENCE = 0.89 **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 404.00 IS CODE = 21 ------~------------_._-------------~--------------------------.------------- tetttRATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ~====::::::~=;:;;;::=:::::::=::;;~::==================================== DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K"[CLENGTH*"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"[( 128.00""3)/( 2.07)]"".2 6.239 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.091 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .7861 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = TOTAL AREACACRES) = 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 SUBAREA ((tte(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1313.03 DOWNSTREAM ELEVATION(FEET) = 1307.44 STREET LENGTHCFEET) = 300.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 18.00 .IOE STREET CROSSFALL(OECIMAL) = 0.020 SIDE STREET CROSSFALLCOECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALLCOECIMAL) = 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) ~:REETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.31 HALFSTREET FLOOD WIDTHCFEET) = 3.40 AVERAGE FLOW VELOCITYCFEET/SEC.) 3.59 PRODUCT OF OEPTH&VELOCITYCFT"FT/SEC.) = 1.11 STREET FLOW TRAVEL TIMECMIN.) = 1.39 TcCMIN.) = 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.766 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8377 SOIL CLASSIFICATION IS "D" SUBAREA AREACACRES) = 1.00 TOTAL AREACACRES) = 1.28 1.84 7.63 SUBAREA RUNOFFCCFS) PEAK FLOW RATECCFS) = 2.32 3.00 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.37 HALFSTREET FLOOD WIDTHCFEET) 4.16 FLOW VELOCITY(FEET/SEC.) = 4.04 DEPTH"VELOCITYCFT"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 = .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) 7.63 .....NFALL INTENSITYCINCH/HR) = 2.77 ~AL STREAM AREACACRES) = 1.28 PEAK FLOW RATECCFS) AT CONFLUENCE = 3.00 **************************************************************************** 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 Cl/4 ACRE) Te = K*CCLENGTH**3)f(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1315.60 DOWNSTREAM ELEVATION = 1313.65 ELEVATION DIFFERENCE = 1.95 TC = 0.393"[C 120.00""3)/C 1.95)]"".2 6.074 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.137 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8442 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFFCCFS) = 0.53 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFFCCFS) = 0.53 **************************************************************************** FLOW PROCESS FROM NODE 406.00 TO NODE 402.00 IS CODE = 61 -------------------------------------------------------------------------- ..COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: eetCSTANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1313.15 DOWNSTREAM ELEVATION(FEET) = 1307.44 STREET LENGTH(FEET) = 230.00 CURB HEIGHTCINCHES) = 6.0 @ STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 18.00 ~IOE STREET CROSSFALLCDECIMAL) = 0.020 .....,SIOE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCOECIMAL) = 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 FLOWCCFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.28 HALFSTREET FLOOD WIDTHCFEET) = 3.03 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.89 PRODUCT OF DEPTH&VELOCITY(FT"FT/SEC.) = 1.08 STREET FLOW TRAVEL TIME(MIN.) = 0.99 TcCMIN.) 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.887 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) = 0.90 TOTAL AREACACRES) = 1.10 1.~ 7.06 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) 2.18 2.71 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.34 HALFSTREET FLOOD WIOTHCFEET) 3.77 FLOW VELOCITYCFEET/SEC.) = 4.39 OEPTH"VELOCITY(FT"FT/SEC.) 1.48 LONGEST FLOWPATH FROM NODE 405.00 TO NOOE 402.00 = 350.00 FEET. ~*********************************************************************** ~u PROCESS FROM NODE 402.00 TO NODE 402.00 IS CODE = 1 eeee;OESIGNATE 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.) 7.06 RAINFALL INTENSITYCINCH/HR) = 2.89 TOTAL STREAM AREACACRES) = 1.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.71 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 0.89 2 3.00 3 2.71 Tc CMIN.) 5.93 7.63 7.06 INTENSITY CINCH/HOUR) 3.177 2.766 2.887 AREA CACRE) 0.32 1.28 1.10 *********************************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. ************************************************************************** ~NFALL INTENSITY AND TIME OF CONCENTRATION RATIO ~FLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY ~ NUMBER (CFS) (MIN_) (INCH/HOUR) 1 5.50 5.93 3_177 2 6.30 7.06 2.887 3 6.37 7.63 2.766 ~PUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) 6.37 TcCMIN.) = 7.63 TOTAL AREACACRES) = 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 CODE = 61 ------------------_.._--------_._---~------------------~------------~_._---- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....CSTANOARD CURB SECTION USED)====: ============================================================================ UPSTREAM ELEVATIONCFEET) = 1307.14 DOWNSTREAM ELEVATIONCFEET) = 1296.14 STREET LENGTHCFEET) = 280.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 33.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCOECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY 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 FLOW(CFS) = ~REETFLOY MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTHCFEET) = 0.43 HALFSTREET FLOOD YIDTHCFEET) = 4.93 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.47 PRODUCT OF OEPTH&VELOCITYCFT"FT/SEC.) 2.78 STREET FLOW TRAVEL TIME(MIN.) = 0.72 TcCMIN.) = 8.35 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.632 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8870 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) 0.20 SUBAREA RUNOFFCCFS) TOTAL AREACACRES) = 2.90 PEAK FLOW RATECCFS) 6.61 0.47 6.84 END OF SUBAREA STREET FLOY HYDRAULICS: DEPTHCFEET) = 0.44 HALFSTREET FLOOD WIOTHCFEET) = 4.99 FLOW VELOCITY(FEET/SEC.) = 6.53 OEPTH"VELOCITY(FT"FT/SEC.) = 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 = .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: .ME OF CONCENTRATIONCMIN.) = 8.35 FALL INTENSITYCINCH/HR) = 2.63 AL STREAM AREA(ACRES) = 2.90 PEAK FLOW RATECCFS) AT CONFLUENCE = 6.84 **************************************************************************** ~ FLOW PROCESS FROM NODE 408.00 TO NODE 409.00 IS CODE = 21 ~-~~--------_._----------------------------------~~--------------------~.~-- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS 4iIIil====~~~~:~~:~:~;::::~~~~::;:~~:~~~~::=::::~============================ TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1302.00 DOWNSTREAM ELEVATION = 1299.95 ELEVATION DIFFERENCE = 2.05 TC = 0.393"[C 120.00""3)/C 2.05)J"".2 = 6.013 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.154 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8444 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFFCCFS) = TOTAL AREACACRES) = 0.67 0.25 TOTAL RUNOFFCCFS) = 0.67 **************************************************************************** FLOW PROCESS FROM NODE 409.00 TO NODE 407.00 IS CODE = 61 ---._-----------------------------_.~------------------------------+-------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....CSTANDARO CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1299.45 DOWNSTREAM ELEVATION(FEET) = 1296.14 STREET LENGTH(FEET) = 280_00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRAOEBREAKCFEET) = 18.00 ~IOE STREET CROSSFALL(OECIMAL) = 0.020 ~SIOE STREET CROSSFALL(OECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 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 FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIOTHCFEET) = 3.73 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.03 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) 1.01 STREET FLOW TRAVEL TIMECMIN.) = 1.54 Tc(MIN.) 10 YEAR RAIN'ALL INTENSITY(INCH/HOUR) = 2.782 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8380 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) = 1.00 TOTAL AREACACRES) = 1.25 1.83 7.55 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) 2.33 3.00 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 4.57 FLOW VELOCITYCFEET/SEC.) = 3.39 DEPTH"VELOCITY(FT"FT/SEC.) 1.36 LONGEST FLOWPATH FROM NODE 408.00 TO NODE 407.00 = 400.00 FEET. ~*********************************************************************** ~W PROCESS FROM NODE 407.00 TO NOOE 407.00 IS CODE = 1 ---------------------------------_._----------~--------_.~-------------~~._- .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ,^O TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 7.55 .NFALL INTENSITY(INCH/HR) = 2.78 AL STREAM AREACACRES) = 1.25 AK FLOW RATE(CFS) AT CONFLUENCE = 3.00 **************************************************************************** FLOW PROCESS FROM NODE 410_00 TO NODE 411.00 IS CODE = 21 -----.------------------------------------------------------~.-------------- ttteeRATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K*[CLENGTH**3)/CELEVATION CHANGE)]*..2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1302.00 DOWNSTREAM ELEVATION = 1299.74 ELEVATION DIFFERENCE = 2_26 TC = 0.393"[( 120.00""3)/C 2.26)]"".2 = 5.897 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.188 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8449 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFFCCFS) 0.81 TOTAL AREACACRES) = 0.30 TOTAL RUNOFFCCFS) = O_Bl **************************************************************************** FLOW PROCESS FROM NODE 411.00 TO NODE 407.00 IS CODE = 61 .<<COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: ~~CSTANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1299.24 DOWNSTREAM ELEVATIONCFEET) = 1296.14 STREET LENGTH(FEET) = 180.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTH(FEET) = 30_00 DISTANCE FROM CROWN TO CROSS FALL GRAOEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALL(OECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow sect;onCcurb~to.curb) 0.0150 Manning'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 OEPTHCFEET) = 0.31 HALFSTREET FLOOD WIDTHCFEET) = 3.42 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.48 PRODUCT OF OEPTH&VELOCITY(FT"FT/SEC.) = 1.08 STREET FLOW TRAVEL TIMECMIN.) = 0_86 TcCMIN.) = 6.76 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.957 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8412 ~IL CLASSIFICATION IS "0" AREA AREA(ACRES) = 0.80 SUBAREA RUNOFFCCFS) = TAL AREACACRES) = 1.10 PEAK FLOW RATECCFS) 1.80 1.99 2.80 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTHCFEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 4.11 ~ FLOW VELOCITYCFEET/SEC.) = 3.84 OEPTH"VELOCITYCFT"FT/SEC.) = 1.40 LONGEST FLOWPATH FROM NODE 410.00 TO NODE 407.00 = 300.00 FEET. **************************************************************************** ~W PROCESS FROM NODE 407.00 TO NODE 407.00 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 CONCENTRATIONCMIN.) = 6.76 RAINFALL INTENSITYCINCH/HR) = 2.96 TOTAL STREAM AREACACRES) = 1.10 PEAK FLOW RATECCFS) AT CONFLUENCE = 2.80 ** CONFLUENCE DATA "" STREAM RUNOFF Tc I NTENS I TY AREA NUMBER CCFS) CMIN. ) (I NCH/HOUR) CACRE) 1 6.84 8.35 2.632 2.90 2 3.00 7.55 2.782 1.25 3 2.80 6.76 2.957 1.10 *********************************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. ******************************************.******************************* ~INFALL INTENSITY AND TIME OF CONCENTRATION RATIO NFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER CCFS) CMIN.) (INCH/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 RATECCFS) = 12.17 TcCMIN.) = 8.35 TOTAL AREACACRES) = 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 CODE = 61 .....COMPUTE STREET FLOW. TRAVEL TIME THRU SUBAREA====: teeeeCSTANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1296.14 DOWNSTREAM ELEVATION(FEET) = 1286.45 STREET LENGTHCFEET) = 530.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTHCFEET) = 33.00 _STANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) SIDE STREET CROSSFALL(OECIMAL) 0.020 UTSIOE STREET CROSSFALLCDECIMAL) = 0.080 = 20_00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(OECIMAL) = 0.020 A..'V \ 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 FLOWCCFS) EETFLOW MODEL RESULTS USING ESTIMATED FLOW: REET FLOW OEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 13.01 AVERAGE FLOW VELOCITYCFEET/SEC.) 5.10 PRODUCT OF OEPTH&VELOCITYCFT"FT/SEC.) = STREET FLOW TRAVEL TIMECMIN.) = 1.73 10 YEAR RAINFALL INTENSITYCINCH/HOUR) COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS "CO SUBAREA AREA(ACRES) = 0.45 TOTAL AREA(ACRES) = 5.70 12.64 3.14 Tc(MIN.) = 2.373 = .8819 10.08 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 0.94 13.11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 13.46 FLOW VELOCITY(FEET/SEC.) = 5.09 OEPTH"VELOCITYCFT"FT/SEC.) = 3.17 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 = .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 10.08 .FALL INTENSITYCINCH/HR) = 2.37 L STREAM AREACACRES) = 5.70 PEAK FLOW RATECCFS) AT CONFLUENCE = 13.11 **************************************************************************** FLOW PROCESS FROM NODE 413.00 TO NODE 414.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K"[CLENGTH""3)/CELEVATION CHANGE)]"".2 INITIAL SUBAREA fLOW' LENGTH = 140.00 UPSTREAM ELEVATION = 1295.00 DOWNSTREAM ELEVATION = 1292.40 ELEVATION DIFFERENCE = 2.60 TC = 0.393"[C 140.00""3)/( 2.60)]"".2 = 6.290 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3_077 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8267 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFFCCFS) = 0.64 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.64 **************************************************************************** FLOW PROCESS FROM NODE 414.00 TO NODE 412.00 IS CODE = 61 ~.COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: ~e(STANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1291.90 DOWNSTREAM ELEVATION(FEET) = 1286.44 STREET LENGTH(FEET) = 400.00 CURB HEIGHTCINCHES) = 6.0 ~ STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) 0.020 ~IDE STREET CROSSFALLCOECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) = 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 FLOWCCFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTHCFEET) = 0.33 HALFSTREET FLOOD WIDTHCFEET) = 3.62 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.16 PRODUCT OF OEPTH&VELOCITYCFT"FT/SEC.) = 1.03 STREET FLOW TRAVEL TIME(MIN.) = 2.11 TcCMIN.) = 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.624 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8164 SOIL CLASSIFICATION IS Hcn SUBAREA AREACACRES) 1.10 TOTAL AREA(ACRES) = 1.35 1.82 B.40 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 2.36 2.99 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTHCFEET) = 4.44 FLOW VELOCITY(FEET/SEC.) = 3.56 OEPTH"VELOCITY(FT"FT/SEC.) = 1.39 LONGEST FLOWPATH FROM NODE 413.00 TO NODE 412.00 = 540.00 FEET. ~*********************************************************************** ~ PROCESS FROM NODE 412.00 TO NODE 412.00 IS CODE = 1 eeteeDESIGNATE 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 C1/4 ACRE) TC = K"[(LENGTH""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)/( 1.67)]"".2 6.872 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.930 ~LE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8236 ~ CLASSIFICATION IS "e" SUBAREA RUNOFF(CFS) = 0.60 TOTAL AREACACRES) = 0.25 TOTAL RUNOFFCCFS) = 0.60 ~ **************************************************************************** FLOW PROCESS FROM NODE 416.00 TO NODE 412.00 IS CODE = 61 ti..COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .CSTANOARO CURB SECTION USED) = ======================================================================= UPSTREAM ELEVATIONCFEET) = 1292.83 DOWNSTREAM ELEVATION(FEET) = 1286.45 STREET LENGTH(FEET) = 400.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTHCFEET) = 33.00 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAKCFEET) = 20.00 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 SectionCcurb-to.curb) 0.0150 Manning's FRICTION FACTOR for Back-of-~alk Flow Section 0.0200 ""TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 3.26 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.27 PRODUCT OF OEPTH&VELOCITY(FT"FT/SEC.) 0.97 STREET FLOW TRAVEL TIMECMIN.) = 2.04 TcCMIN.) = 8.91 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.539 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8330 SOIL CLASSIFICATION IS HOH ~REA AREA(ACRES) = 0.90 ""'AL AREA(ACRES) = 1.15 1.~ SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 1.~ 2.51 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.36 HALF STREET FLOOD WIDTH(FEET) = 4.00 FLOW VELOCITY(FEET/SEC.) = 3.62 OEPTH"VELOCITYCFT"FT/SEC.) 1.29 LONGEST FLOWPATH FROM NODE 415.00 TO NODE 412.00 = 540.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 412.00 TO NODE 412.00 IS COOE = .....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 CONCENTRATIONCMIN.) = 8.91 RAINFALL INTENSITY(INCH/HR) = 2.54 TOTAL STREAM AREACACRES) = 1.15 PEAK FLOW RATE(CFS) AT CONFLUENCE 2.51 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 13.11 ~ 32 2_99 ,...., 2_51 Tc CMIN.) 10.08 8_40 8.91 INTENSITY CINCH/HOUR) 2.373 2.624 2.539 AREA CACRE) 5.70 1.35 1.15 *********************************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 ~ p WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ~NFALL INTENSITY AND TIME OF CON CENTRA T ION RATIO FLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER CCFS) CMIN. ) (! NCH/HOUR) 1 16.27 8.40 2.624 2 16.99 8.91 2.539 3 18.16 10.08 2.373 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 18.16 Tc(MIN.) = 10.08 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 SUBAREA====: .....(STANOARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1286.45 DOWNSTREAM ELEVATIONCFEET) = 1285.39 STREET LENGTHCFEET) = 115.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 33.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 20.00 .IDE STREET CROSSFALL(OECIMAL) = 0.020 SIDE 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-Yalk Flow Section 0.0200 ""TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.76 HALFSTREET FLOOD WIDTH(FEET) = 21.99 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.72 PRODUCT OF DEPTH&VELOCITYCFT"FT/SEC.) = 2.82 STREET FLOW TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.308 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8855 SOIL CLASSIFICATION IS "DR SUBAREA AREACACRES) = 0.40 TOTAL AREACACRES) = 8.60 18.56 10.60 SUBAREA RUNOFFCCFS) PEAK FLOW RATECCFS) = 0.82 18.97 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTHCFEET) = 0.76 HALFSTREET FLOOD WIOTHCFEET) = 22.22 FLOW VELOCITY(FEET/SEC.) = 3.74 DEPTH"VELOCITYCFT"FT/SEC.) 2.85 LONGEST FLOWPATH FROM NODE 403.00 TO NODE 417.00 = 1353.00 FEET. ~*********************************************************************** ~OW PROCESS FROM NODE 418.00 TO NODE 419.00 IS CODE = 21 tttttRATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ,\hr.~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K"[(LENGTH."3)/(ELEVATION CHANGE)J"".2 .IAL SUBAREA FLOW-LENGTH = 725.00 REAM ELEVATION = 1319.37 NSTREAM ELEVATION = 1296.14 ELEVATION DIFFERENCE = 23.23 TC = 0.303"[( 725.00""3)/C 23.23)J"".2 8.406 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.623 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8870 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFFCCFS) = 2.09 TOTAL AREACACRES) = 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 .....CSTANDARO CURB SECTION USED)==-=: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1296.14 DOWNSTREAM ELEVATIONCFEET) = 1286.45 STREET LENGTHCFEET) = 550.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTHCFEET) = 33.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALLCOECIMAL) OUTSIDE STREET CROSSFALLCDECIMAL) GRADEBREAK(FEET) 0.020 = O.OBO 20.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = ~ET PARKWAY CROSSFALLCDECIMAL) = 0.020 ~ning'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) = 3.00 STREET FLOW MDDEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIOTHCFEET) = 4.21 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.96 PRODUCT OF DEPTH&VELOCITY(FT"FT/SEC.) = 1.48 STREET FLOW TRAVEL TIMECMIN.) = 2.31 TcCMIN.) = 10.72 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.294 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8814 SOIL CLASSIFICATION IS SUBAREA AREACACRES) TOTAL AREACACRES) = "C" 0.90 1.80 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 1.82 3.91 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIOTHCFEET) 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 ttetCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .CSTANOARD CURB SECTION USED) ==-========================================================================= UPSTREAM ELEVATION(FEET) = 1286.45 DOWNSTREAM ELEVATIONCFEET) = 1285.39 STREET LENGTHCFEET) = 115.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTHCFEET) = 33.00 ~\ DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) 20.00 INSIDE STREET CROSSFALLCOECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 ~CIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCOECIMAL) = 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) 4.31 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIOTHCFEET) = 5.53 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.38 PRODUCT OF OEPTH&VELOCITYCFT"FT/SEC.) 1.62 STREET FLOW TRAVEL TIMECMIN.) = 0.57 TcCMIN.) = 11.29 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.230 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8850 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = TOTAL AREA(ACRES) = 0.40 2.20 SUBAREA RUNOFFCCFS) = PEAK FLOW RATE(CFS) = 0.79 4.70 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTHCFEET) = 0.49 HALFSTREET FLOOD WIDTHCFEET) = 5.73 FLOW VELOCITYCFEET/SEC.) = 3.44 DEPTH"VELOCITYCFT"FT/SEC.) = 1.70 LONGEST FLOWPATH FROM NODE 418.00 TO NODE 421.00 = 1390.00 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: ~AL AREACACRES) ~K FLOW RATE(CFS) = 2_20 TC(MIN.) = 4.70 11.29 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS e ~ **************************************************************************** e RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT CRCFC&WCD) 1978 HYDROLOGY MANUAL (e) 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 400 * 100-year " " " " ************************************************************************** FILE NAME: 100L400_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 SIZECINCH) = 18.00 SPECIFIED PERCENT OF GRAOIENTSCDECIMAL) TO USE FOR FRICTION SLOPE 0.95 .EAR STORM 10-MINUTE INTENSITYCINCH/HOUR) = 2.360 EAR STORM 60-MINUTE INTENSITYCINCH/HOUR) = 0.880 DO-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 = 100.00 l-HOUR INTENSITYCINCH/HOUR) = 1.300 SLOPE OF INTENSITY DURATION CURVE = 0.5496 RCFC&WCD HYDROLOGY MANUAL "CO-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 CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. CFT) CFT) SIDE / SIDE/ WAY CFT) (FT) CFT) CFT) Cn) --------- --------- GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum ALlowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Veloeity) Constraint = 0.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE." **************************************************************************** tIIIIt-~~~~:~~-~~~~-~~~:_---~~~:~~-~~-~~~:_---~~~:~~_:~-~~:_:_-~~---------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM ~ DEVELOPMENT IS COMMERCIAL TC = K*[CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 325.00 UPSTREAM ELEVATION = 1319.38 ~NSTREAM ELEVATION = 1307.44 ~VATION DIFFERENCE = 11.94 TC = 0_303"[( 325.00""3)/C 11.94)J"".2 = 5.934 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.636 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8834 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFFCCFS) 1.31 TOTAL AREA(ACRES) = 0.32 TOTAL RUNOFFCCFS) = 1.31 **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 402.00 IS CODE = eee~eDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) 5.93 RAINFALL INTENSITY(INCH/HR) = 4.64 TOTAL STREAM AREACACRES) = 0.32 PEAK FLOW RATECCFS) AT CONFLUENCE = 1.31 **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 404.00 IS CODE = 21 et<<e~RATIONAL METHOD INITIAL SUBAREA ANALYSIS====== ~====:;;~:;~=;:;;;:~=;~:::;:=~:;;~::==================================== DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K"[(LENGTH""3)/CELEVATION CHANGE)]"".2 INITIAL SUBAREA FLOW-LENGTH = 128.00 UPSTREAM ELEVATION = 1315.60 DOWNSTREAM ELEVATION = 1313.53 ELEVATION DIFFERENCE = 2.07 TC = 0.393"[C 128.00""3)/( 2.07)J"".2 = 6.239 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.510 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8152 SOIL CLASSIFICATION IS "Bn SUBAREA RUNOFF(CFS) = TOTAL AREACACRES) = 1.~ 0.28 TOTAL RUNOFFCCFS) = 1.03 **************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 402.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====== .....(STANDARD CURB SECTION USED) ====== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1313.03 DOWNSTREAM ELEVATION(FEET) STREET LENGTH(FEET) = 300_00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTHCFEET) = 30.00 = 1307.44 . DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAK(FEET) ~IOE STREET CROSSFALLCDECIMAL) 0.020 ~SIOE STREET CROSSFALL(OECIMAL) = 0.080 = 18.00 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-Yalk Flow Section 0.0200 _**TRAVEl TIME COMPUTED USING ESTIMATED FLOWCCFS) TREETFLOW MODEL RESULTS USING ESTIMATED FLOW: TREET FLOW OEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 4.03 AVERAGE FLOW VELOCITYCFEET/SEC.) 3.96 PRODUCT OF DEPTH&VELOCITYCFT"FT/SEC_) = 1.42 STREET FLOW TRAVEL TIMECMIN.) = 1.26 TcCMIN.) = 7.50 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.075 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8558 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) = 1.00 SUBAREA RUNOFFCCFS) TOTAL AREA(ACRES) = 1.28 PEAK FLOW RATECCFS) 2.77 3.49 4.52 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.43 HALFSTREET FLOOD WIDTHCFEET) = 4.91 FLOW VELOCITY(FEET/SEC.) = 4.44 OEPTH"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 CONCENTRATIONCMIN.) = 7.50 ~NFALL INTENSITYCINCH/HR) = 4.08 ""'AL STREAM AREACACRES) = 1.28 PEAK FLOW RATECCFS) AT CONFLUENCE = 4.52 **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 406.00 IS CODE = 21 tttetRATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K*[(LENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1315.60 DOWNSTREAM ELEVATION = 1313.65 ELEVATION DIFFERENCE = 1.95 TC = 0.393"[C 120.00""3)/C 1.95)]"".2 6.074 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.577 SINGLE-FAMILYC1/4 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 ~::~~~;~~~-~~~~~~-;~~~-~~~~~~-~;~~-~~~~-~~~~~~~-----.------------------- ~..(STANOARO CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1313.15 DOWNSTREAM ELEVATIONCFEET) = 1307.44 STREET LENGTH(FEET) = 230.00 CURB HEIGHT(INCHES) = 6.0 \~\ STREET HALFWIOTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 ~:OE STREET CROSSFALLCOECIMAL) = 0.020 ~IOE STREET CROSSFALLCOECIMAL) = 0.080 SPECIFIED 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 for Back.of~Walk Flow Section = 0.0200 ""TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET) = 0.32 HALFSTREET FLOOD WIOTHCFEET) = 3.60 AVERAGE FLOW VELOCITYCFEET/SEC.) = 4.26 PRODUCT OF DEPTH&VELOCITY(FT"FT/SEC.) = 1.38 STREET FLOW TRAVEL TIMECMIN.) = 0.90 TcCMIN.) = 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.242 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8573 SOIL CLASSIFICATION IS "OH SUBAREA AREA(ACRES) = 0.90 TOTAL AREACACRES) = 1.10 2.43 6.97 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) 3.27 4.06 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) 4_44 FLOW VELOCITY(FEET/SEC.) = 4.83 DEPTH"VELOCITYCFT"FT/SEC.) = 1.89 LONGEST FLOWPATH FROM NODE 405.00 TO NODE 402.00 = 350.00 FEET. ~*********************************************************************** ~W PROCESS FROM NODE 402.00 TO NODE 402.00 IS CODE = 1 .....OESIGNATE 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 AREACACRES) = 1.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.06 "" CONFLUENCE DATA "" STREAM RUNOFF Tc INTENSITY AREA NUMBER CCFS) (MIN. ) (I NCH/HOUR) CACRE) 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 *********************************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. ************************************************************************** ~NFALL INTENSITY AND TIME OF CONCENTRATION RATIO ~FlUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Te INTENSITY \ /)V' NUMBER CCFS) CMIN.) CINCH/HOUR) 1 8.34 5.93 4.636 2 9.46 6.97 4.242 _ 3 9.57 7.50 4.075 ~PUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 9.57 TcCMIN_) = 7.50 TOTAL AREACACRES) = 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 CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: ttettCSTANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1307.14 DOWNSTREAM ELEVATIONCFEET) = 1296.14 STREET LENGTHCFEET) = 280.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTHCFEET) = 33.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) = 20.00 INSIDE STREET CROSSFALLCOECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 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-af-Walk Flow Section = 0.0200 ~"TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) ~TREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIOTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) PRODUCT OF DEPTH&VELOCITY(FT"FT/SEC.) = STREET FLOW TRAVEL TIME(MIN.) = 0.65 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS OD" SUBAREA AREA(ACRES) = 0.20 TOTAL AREACACRES) = 2.90 9.92 5.78 7.15 3.57 TcCMIN.) = 3_B93 = .8908 8.15 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 0.69 10.26 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.51 HALFSTREET FLOOD WIOTHCFEET) = 6.16 FLOW VELOCITY(FEET/SEC.) = 7.18 DEPTH"VELOCITYCFT"FT/SEC.) = 3.63 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 = .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: _OF CONCENTRATION(MIN.) = 8.15 FALL INTENSITYCINCH/HR) = 3.89 TAL STREAM AREACACRES) = 2.90 PEAK FLOW RATECCFS) AT CONFLUENCE = 10.26 **************************************************************************** y5'!? FLOW PROCESS FROM NODE 408.00 TO NODE 409_00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS ~====::~~:~~:~:~~:~~:~~:~::~~~~~~~~::=::::~============================ TC = K*[CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1302.00 DOWNSTREAM ELEVATION = 1299.95 ELEVATION DIFFERENCE = 2.05 TC = 0.393"[( 120.00""3)/C 2.05)J"".2 = 6.013 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.602 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8604 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 0.99 0.25 TOTAL RUNOFFCCFS) = 0.99 **************************************************************************** FLOW PROCESS FROM NODE 409.00 TO NODE 407.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA:===: .....CSTANDARD CURB SECTION USED):===: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1299.45 DOWNSTREAM ELEVATIONCFEET) = 1296.14 STREET LENGTH(FEET) = 2BO.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 18.00 ~SIDE STREET CROSSFALLCDECIMAL) 0.020 ~SIOE 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 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) = 0.39 HALFSTREET FLOOD WIOTHCFEET) = 4.40 AVERAGE FLOW VELOCITYCFEET/SEC.) 3.33 PRODUCT OF DEPTH&VELOCITY(FT"FT/SEC.) 1.29 STREET FLOW TRAVEL TIMECMIN.) = 1_40 TcCMIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.102 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8560 SOIL CLASSIFICATION IS "DR SUBAREA AREACACRES) = 1.00 TOTAL AREACACRES) = 1.25 2.75 7.42 SUBAREA RUNOFFCCFS) PEAK FLOW RATECCFS) = 3.51 4.50 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.47 HALFSTREET FLOOD WIOTHCFEET) = 5.37 FLOW VELOCITYCFEET/SEC.) = 3.74 DEPTH"VELOCITYCFT"FT/SEC.) 1.74 LONGEST FLOWPATH FROM NODE 408.00 TO NODE 407.00 = 400.00 FEET. ~*********************************************************************** ~OW PROCESS FROM NODE 407.00 TO NODE 407.00 IS CODE = 1 eeeeeDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 7.42 RAINFALL INTENSITYCINCH/HR) = 4.10 ~L STREAM AREACACRES) = 1.25 ~ FLOW RATECCFS) 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 Cl/4 ACRE) TC = K"[CLENGTH""3)/CELEVATION CHANGE)j"".2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1302.00 DOWNSTREAM ELEVATION = 1299.74 ELEVATION DIFFERENCE = 2.26 TC = 0.393"[( 120.00""3)/C 2.26)]"".2 5.897 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.652 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8608 SOIL CLASSIFICATION IS HO" SUBAREA RUNOFFCCFS) = 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 ~.COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ~.CSTANOARO CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1299.24 DOWNSTREAM ELEVATION(FEET) = 1296.14 STREET LENGTH(FEET) = 180.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCOECIMAL) = 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-of-Walk 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 VELOCITYCFEET/SEC;) 3.80 PRODUCT OF OEPTH&VELOCITYCFT"FT/SEC.) = 1.37 STREET FLOW TRAVEL TIMECMIN.) = 0.79 TcCMIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.342 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8582 SOIL CLASSIFICATION IS "OH .REA AREACACRES) = 0.80 L AREACACRES) = 1.10 2.69 6.69 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) 2.98 4.18 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.42 HALFSTREET FLOOD WIOTH(FEET) = 4.83 \fJ4 FLOW VELOCITYCFEET/SEC.) = 4.25 DEPTH"VELOCITYCFT"FT/SEC.) = 1.80 LONGEST FLOWPATH FROM NODE 410.00 TO NODE 407.00 = 300.00 FEET. JiIIi;**********************~************************************************ .....,W PROCESS FROM NODE 407.00 TO NODE 407.00 IS CODE = 1 ----~---------------~---------_._-~----------------------------------------- .....OESIGNATE 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.) 6.69 RAINFALL INTENSITY(INCH/HR) = 4.34 TOTAL STREAM AREA(ACRES) = 1.10 PEAK FLOW RATECCFS) AT CONFLUENCE = 4.18 "" CONFLUENCE DATA "" STREAM RUNOFF Tc INTENSITY AREA NUMBER CCFS) (MIN_ ) (I NCH/HOUR) CACRE) 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 *********************************YARNING********************************** 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. ************************************************************************** 4IIIINFALL INTENSITY AND TIME OF CONCENTRATION RATIO fLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/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 RATECCFS) = 18.28 Tc(MIN.) = 8.15 TOTAL AREACACRES) = 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 CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: ..~~.(STANOARO CURB SECTION USEO)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1296.14 DOWNSTREAM ELEVATION(FEET) = 12B6.45 STREET LENGTHCFEET) = 530.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTHCFEET) = 33.00 _lANCE FROM CROWN TO CROSS FALL GRADEBREAKCfEET) IDE STREET CROSSFALL(OECIMAL) 0.020 TSIDE STREET CROSSFALLCOECIMAL) = 0.080 2D_DD SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 \4> 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) = REETFLOW MODEL RESULTS USING ESTIMATED FLOW: TREET FLOW OEPTHCFEET) = 0.69 HALFSTREET FLOOD WIOTHCFEET) = 17.84 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.17 PRODUCT OF DEPTH&VELOCITY(FT"FT/SEC.) 3.58 STREET FLOW TRAVEL TIME(MIN.) = 1.71 Tc(MIN.) 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.507 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8869 SOIL CLASSIFICATION IS DC" SUBAREA AREACACRES) = 0.45 TOTAL AREACACRES) = 5.70 18.98 9.86 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 1.40 19.68 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.70 HALFSTREET FLOOD WIDTHCFEET) = 18.40 FLOW VELOCITYCFEET/SEC_) = 5.13 OEPTH"VELOCITYCFT"FT/SEC.) 3.60 LONGEST FLOWPATH FROM NODE 403.00 TO NODE 412.00 = 123B.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 412.00 TO NODE 412.00 IS CODE = eeeeeDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 9.86 ~FALL INTENSITY(INCH/HR) = 3.51 ~L STREAM AREA(ACRES) = 5.70 PEAK FLOW RATECCFS) AT CONFLUENCE = 19.68 **************************************************************************** FLOW PROCESS FROM NODE 413.00 TO NODE 414.00 IS CODE = 21 eeettRATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY C1/4 ACRE) TC = K*[(lENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FlOY.LENGTH = 140.00 UPSTREAM ELEVATION = 1295.00 DOWNSTREAM ELEVATION = 1292.40 ELEVATION DIFFERENCE = 2.60 TC = 0.393"[C 140.00""3)/C 2.60)]"".2 6.290 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.490 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8470 SOIL CLASSIFICATION IS OCO SUBAREA RUNOFF(CFS) = 0_95 TOTAL AREACACRES) = 0.25 TOTAL RUNOFFCCFS) = 0.95 **************************************************************************** FLOW PROCESS FROM NODE 414.00 TO NODE 412.00 IS CODE = 61 -- ------------------------------------------------------------------------ <COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: ~4e(STANDARD CURB SECTION USEO)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1291.90 DOWNSTREAM ELEVATIONCFEET) = 1286.44 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 6.0 \~\ STREET HALFWIOTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAKCFEET) = 18_00 ~OE STREET CROSSFALLCOECIMAL) = 0.020 ~IDE 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 ""TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTHCFEET) = 4.28 AVERAGE FLOW VELOCITYCFEET/SEC.) 3.51 PRODUCT OF OEPTH&VELOCITY(FT"FT/SEC.) = 1.33 STREET FLOW TRAVEL TIMECMIN.) = 1.90 TcCMIN.) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.884 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8399 SOIL CLASSIFICATION IS "CD SUBAREA AREA(ACRES) = 1.10 TOTAL AREACACRES) = 1_35 2.75 8.19 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 3.59 4.54 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.46 HALFSTREET FLOOD WIOTHCFEET) = 5.24 FLOW VELOCITY(FEET/SEC.) = 3.95 DEPTH"VELOCITY(FT"FT/SEC.) = 1.80 LONGEST FLOWPATH FROM NODE 413.00 TO NODE 412.00 = 540.00 FEET. JIIIl*********************************************************************** ~ PROCESS FROM NODE 412.00 TO NODE 412.00 IS CODE = 1 ettt(OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 8.19 RAINFALL INTENSITYCINCH/HR) = 3.88 TOTAL STREAM AREACACRES) = 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 SUBAREA ANALYSIS:===: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K*[CLENGTH**3)/CELEVATION CHANGE)J**.2 INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 1295.00 DOWNSTREAM ELEVATION = 1293.33 ELEVATION DIFFERENCE = 1.67 TC = 0.393"[( 140.00""3)/C 1.67)]"".2 = 6.872 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.277 .LE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8447 L CLASSIFICATION IS DC" SUBAREA RUNOFFCCFS) = 0.90 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFFCCFS) = 0.90 ~ **************************************************************************** FLOW PROCESS FROM NODE 416.00 TO NODE 412.00 IS CODE = 61 --------------------------.-------------.---------.----------.-------------- e.....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: ..(STANOARD CURB SECTION USED)====: -======================================================================= UPSTREAM ELEVATION(FEET) = 1292.83 DOWNSTREAM ELEVATIONCFEET) = 1286.45 STREET LENGTH(FEET) = 400.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCOECIMAL) = 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) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTHCFEET) = 3.89 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.57 PRODUCT OF OEPTH&VELOCITY(FT"FT/SEC.) 1.24 STREET FLOW TRAVEL TIMECMIN.) = 1.86 Tc(MIN.) = 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.748 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8523 SOIL CLASSIFICATION IS HOH ~AREA AREACACRES) = 0.90 ""'AL AREA(ACRES) = 1.15 2.34 B.74 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) 2.88 3.78 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.41 HALFSTREET FLOOD WIOTHCFEET) = 4.71 FLOW VELOCITY(FEET/SEC.) = 4.03 OEPTH"VELOCITYCFT"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 = ee;eeDESIGNATE 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.) 8_74 RAINFALL INTENSITY(INCH/HR) = 3.75 TOTAL STREAM AREA(ACRES) = 1.15 PEAK FLOW RATECCFS) AT CONFLUENCE = 3.78 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 19.68 2 4.54 3 3.78 Tc CMIN.) 9.86 8.19 8.74 INTENSITY ( INCH/HOUR) 3.507 3.B84 3.748 AREA CACRE) 5.70 1.35 1.15 e *********************************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 \~'1\ WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF ~FLUENCE FORMULA USED FOR 3 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 24.42 8.19 2 25.60 8.74 3 27.32 9.86 CONCENTRATION RATIO STREAMS. INTENSITY (INCH/HOUR) 3.884 3.748 3.507 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 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 SUBAREA====: .....CSTANDARO CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1286.45 DOWNSTREAM ELEVATIONCFEET) = 12B5.39 STREET LENGTHCFEET) = 115.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTH(FEET) = 33_00 DISTANCE FROM CROWN TO CROSS FALL GRAOEBREAKCFEET) = 20.00 ~IOE STREET CROSSFALL(OECIMAL) 0.020 ~SIOE 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-of-Walk Flow Section = 0.0200 '"TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTHCFEET) = 0.85 HALFSTREET FLOOD WIOTH(FEET) = 27.61 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.87 PRODUCT OF DEPTH&VELOCITY(FT"FT/SEC.) = 3.28 STREET FLOW TRAVEL TIMECMIN.) = 0.50 TcCMIN.) = 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.413 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8896 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 0.40 TOTAL AREACACRES) = 8.60 27.92 10.36 SUBAREA RUNOFF(CFS) = PEAK FLOW RATECCFS) 1.~ 28.53 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.85 HALFSTREET FLOOD WIOTHCFEET) = 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. ~******************************************************~**************** ~W PROCESS FROM NODE 418.00 TO NODE 419.00 IS CODE = 21 ---------------.--------------.--------------.-------.---------------------- tttteRATIONAL METHOO INITIAL SUBAREA ANALYSIS===== \~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K"[(LENGTH""3)/(ELEVATION CHANGE)]"".2 ~TIAL SUBAREA FLOW-LENGTH = 725.00 ,REAM ELEVATION = 1319.37 NSTREAM ELEVATION = 1296.14 ELEVATION DIFFERENCE = 23.23 TC = 0.303"[( 725.00""3)/C 23.23)]"".2 8.406 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.828 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8906 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFFCCFS) = 3.07 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFFCCFS) = 3.07 **************************************************************************** FLOW PROCESS FROM NODE 419.00 TO NODE 420.00 IS CODE = 61 eeettCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....CSTANOARO CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1296.14 DOWNSTREAM ELEVATIONCFEET) = 12B6.45 STREET LENGTH(FEET) = 550.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTHCFEET) = 33.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) INSIDE STREET CROSSFALLCOECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = O.OBO 20.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ~EET PARKWAY CROSSFALLCDECIMALl = 0.020 ~ning's FRICTION FACTOR for Streetflow SectlonCcurb-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 OEPTHCFEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITYCFEET/SEC.) = PRODUCT OF DEPTH&VELOCITYCFT"FT/SEC.) STREET FLOW TRAVEL TIMECMIN.) = 2.12 100 YEAR RAINFALL INTENSITYCINCH/HOUR) COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS "CD SUBAREA AREACACRES) 0.90 TOTAL AREA(ACRES) = 1.80 4.42 4.93 4.33 1.86 TcCMIN.) = 3.384 = .8865 10.52 SUBAREA RUNOFFCCFS) PEAK FLOW RATECCFS) = 2.70 5.77 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTHCFEET) = 0.47 HALFSTREET FLOOD WIOTHCFEET) = 5.46 FLOW VELOCITYCFEET/SEC.) = 4.63 DEPTH"VELOCITYCFT"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 .-...COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: ..(STANDARO CURB SECTION USED)====: - ======================================================================== UPSTREAM ELEVATION(FEET) = 12B6.45 DOWNSTREAM ELEVATION(FEET) = 12B5.39 STREET LENGTHCFEET) = 115.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTH(FEET) = 33.00 ~ DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAKCFEET) 20.00 INSIDE STREET CRDSSFALL(DECIMAL) = 0.020 ~SIOE STREET CROSSFALLCDECIMAL) = 0.080 ~CIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 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 OEPTHCFEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 8.96 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.59 PRODUCT OF OEPTH&VELOCITYCFT"FT/SEC.) = 1.98 STREET FLOW TRAVEL TIME(MIN_) = 0.53 TcCMIN_) = 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.293 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8893 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) = 0.40 TOTAL AREACACRES) = 2.20 6.35 11.06 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 1.17 6.94 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.57 HALFSTREET FLOOD WIOTH(FEET) 9.97 FLOW VELOCITYCFEET/SEC.) = 3.61 OEPTH"VELOCITYCFT"FT/SEC.) = 2.05 LONGEST FLOWPATH FROM NODE 418.00 TO NODE 421.00 = 1390.00 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: eAL AREA(ACRES) K FLOW RATECCFS) = 2.20 TCCMIN.) = 6_94 11.06 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS e \lp~ e ," ., RATIONAL HYDROLOGY OUTPUT: ,e DRAINAGE BASIN 500 LINE B (E, A.D.159) . \t:J **************************************************************************** e RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT CRCFC&WCO) 1978 HYDROLOGY MANUAL Cc) Copyrignt 1982-2000 Advanced Engineering Software Caes) Ver. 1.SA ReLease Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** * basin 500 * 10-year " . " " ************************************************************************** FILE NAME: 10L500.DAT TIME/DATE OF STUDY: 13:24 05/30/2001 ~-------_._------~~------------------~-------~------_.---------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -------~--~~---------~-----------------------~--------------------------~~-- USER SPECIFIED STORM EVENTCYEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZECINCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(OECIMAL) TO USE FOR FRICTION SLOPE 0.95 .-YEAR STORM 10-MINUTE INTENSITYCINCH/HOUR) = 2.360 YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 O-YEAR STORM 10-MINUTE INTENSITYCINCH/HOUR) = 3.480 100-YEAR STORM 60-MINUTE INTENSITYCINCH/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 INTENSITYCINCH/HOUR) = 0_889 SLOPE OF INTENSITY DURATION CURVE = 0.5506 RCFC&WCD HYDROLOGY MANUAL RCR-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCn 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 CROSS FALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. CFT) (FT) SIDE / SIDE/ WAY (FT) CFT) CFT) (FT) (n) --------- --------- ----------------- ----------------- GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. ReLative Flow-Depth = 0.00 FEET as CMaximum ALLowable Street Flow Depth) - CTop-of~Curb) 2. (Depth)*CVelocity) Constraint = 0.0 (FT*FT/S) "SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** ew PROCESS FROM NODE 500.00 TO NOOE 501.00 IS CODE = 21 ------_._-----~~--------------~-------_._~-------------_._~-~---------- .....RATIONAL METHOO INITIAL SUBAREA ANALYSIS====: ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM ~ DEVELOPMENT IS COMMERCIAL TC = K"[CLENGTH""3)/CELEVATION CHANGE)]"".2 INITIAL SUBAREA FLOW-LENGTH = 830.00 UPSTREAM ELEVATION = 1303_26 .TREAM ELEVATION = 1291.21 TION DIFFERENCE = 12.05 = 0.303"[C 830.00""3)/C 12.05)]"".2 = 10.395 10 YEAR RAINFALL INTENSITY(INCH/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 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 CONCENTRATIONCMIN.) 10.40 RAINFALL INTENSITY(INCH/HR) = 2.33 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATECCFS) AT CONFLUENCE = 2.07 **************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE = 21 -------------------~---------------_.._-------------------~~---~------------ .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===:. ~===~:~~:~~:~~~~::::~~:~::;:~~~~~~~::=:::::============================ TC = K"[(LENGTH""3l/CELEVATION CHANGE)]"".2 INITIAL SUBAREA FLOW-LENGTH = 125.00 UPSTREAM ELEVATION = 1299.80 OOYNSTREAM ELEVATION = 1297.67 ELEVATION DIFFERENCE = 2.13 TC = 0.393"[( 125.00""3)/C 2.13)]"".2 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.125 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8440 SOIL CLASSIFICATION IS "ON SUBAREA RUNOFF(CFS) = TOTAL AREACACRES) = 6.115 0.40 0.15 TOTAL RUNOFF(CFS) = 0.40 **************************************************************************** FLOW PROCESS FROM NODE 503.00 TO NODE 501.00 IS CODE = 61 ------------------------------------~----------------------~---------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===:. ~t~~~CSTANDARD CURB SECTION USEO)===:= ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1297.17 DOWNSTREAM ELEVATIONCFEET) = 1291.21 STREET LENGTHCFEET) = 950.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRAOEBREAKCFEET) ~OE STREET CROSSFALL(OECIMAL) = 0.020 ~IOE STREET CROSSFALL(OECIMAL) = 0.080 = 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLCOECIMAL) = 0.020 \~~ Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-~atk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) ~TREETFLOW MODEL RESULTS USING ESTIMATED FLOW: ~TREET FLOW DEPTHCFEET) = 0.50 HALFSTREET FLOOD WIOTH(FEET) = 6.00 AVERAGE FLOW VELOCITYCFEET/SEC.) = 2.87 PRODUCT OF OEPTH&VELOCITYCFT"FT/SEC.) 1.44 STREET FLOW TRAVEL TIME(MIN.) = 5.52 TCIMIN.) = 11.64 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.193 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8242 SOIL CLASSIFICATION IS "D" SUBAREA AREACACRES) = 4.00 TOTAL AREACACRES) = 4.15 4.05 SUBAREA RUNOFFCCFS) PEAK FLOW RATECCFS) = 7.23 7.62 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTHCFEET) = 0.62 HALFSTREET FLOOD WIDTHCFEET) = 13.28 FLOW VELOCITYIFEET/SEC.) = 3.01 DEPTH"VELOCITYCFT"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 = -------------------~-------------------------------------------------------- .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE=====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 ~FLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ~~E OF CONCENTRATIONCMIN_) = 11.64 RAINFALL INTENSITYCINCH/HR) = 2.19 TOTAL STREAM AREAIACRES) = 4.15 PEAK FLOW RATECCFS) 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 Cl/4 ACRE) TC = K*[ClENGTH**3)fCELEVATION 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)/C 2.03)]"".2 = 5.401 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.346 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8472 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFFCCFS) = 0.43 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFFICFS) = 0.43 .******************************************************~**************** W PROCESS FROM NODE 505.00 TO NODE 501.00 IS CODE = 61 --------------------------------~~._-----~----------~--------------------~-- eeteeCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== eeeeeCSTANDARO CURB SECTION USEO)===== ~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1297.27 DOWNSTREAM ELEVATIONCFEET) = 1291.21 STREET LENGTH(FEET) =' 830.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 ......NCE FROM CROWN TO CROSS FALL GRAOEBREAKCFEET) = 18.00 ~~E STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCOECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLCOECIMAL) = 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) = 0.52 HALFSTREET FLOOD WIDTHCFEET) = AVERAGE FLOW VELOCITYCFEET/SEC.) = PRODUCT OF DEPTH&VELOCITYCFT"FT/SEC.) = STREET FLOW TRAVEL TIMECMIN.) = 4.36 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS non SUBAREA AREACACRES) = 4.20 TOTAL AREACACRES) = 4.35 4.94 7.33 3.17 1.67 TcCMIN_) 2.416 = .8860 9.76 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) 8.99 9.42 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTHCFEET) = 0.65 HALFSTREET FLOOD WIOTHCFEET) = 14.92 FLOW VELOCITYCFEET/SEC.) = 3.24 DEPTH"VELOCITY(FT"FT/SEC.) = 2.09 ~E: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, ~ AND L = 830.0 FT WITH ELEVATION.DROP = 6.1 FT, IS 8.0 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 501.00 LONGEST FLOWPATH FROM NODE 504.00 TO NOOE 501.00 = 930.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 501.00 IS CODE = -------------~~-----------._---_._----_._----------._---~-~._-------------~- .....OESIGNATE 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 FLOW RATECCFS) AT CONFLUENCE = 9.42 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 2.07 2 7.62 3 9.42 Tc CMIN.) 10.40 11.64 9.76 INTENSITY CINCH/HOUR) 2.333 2.193 2.416 AREA CACRE) 1.00 4.15 4.35 .*****************************WARNING********************************** HIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED HE 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. _EAK "AM NUMBER 1 2 3 FLOW RATE TABLE "" RUNOFF CCFS) 17.75 17.97 18.11 Tc INTENSITY (INCH/HOUR) 2.416 2.333 2.193 CMIN.) 9.76 10.40 11.64 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 17.75 Tc(MIN.) = 9.76 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 CODE = 61 --------------.------------------_._-------------~~---------~--------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA .....CSTANOARO CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1291.91 DOWNSTREAM ELEVATIONCFEET) = 1285.79 STREET LENGTHCFEET) = 330.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTHCFEET) = 33.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DECIMAL) OUTSIDE STREET CROSSFALLCOECIMAL) GRADEBREAKCFEET) 0.020 = 0.080 = 20.00 ~IFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF ~ET 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 ESTIMATEO FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTHCFEET) = 0.68 HALFSTREET FLOOD WIDTHCFEET) = 17.27 AVERAGE FLOW VELOCITYCFEET/SEC.) = 5.17 PRODUCT OF OEPTH&VELOCITYCFT"FT/SEC.) 3.53 STREET FLOW TRAVEL TIMECMIN.) = 1.06 TcCMIN.) = 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.282 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = _8853 SOIL CLASSIFICATION IS nDn SUBAREA AREA(ACRES) 0.40 TOTAL AREA(ACRES) = 9.90 18.15 10.82 SUBAREA RUNOFFCCFS) = PEAK FLOW RATE(CFS) = 0.81 18.56 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0_69 HALFSTREET FLOOD WIOTHCFEET) = 17.50 FLOW VELOCITYCFEET/SEC.) = 5.19 DEPTH"VELOCITYCFT"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 JIIIl----------------------------------------------------------------------- ~~RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL \~~ TC = K*[CLENGTH**3)f(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLO~-LENGTH = 830.00 UPSTREAM ELEVATION = 1303.24 DOWNSTREAM ELEVATION = 1291.21 aVATlON DIFFERENCE = 12.03 ,...,= 0.303"[( 830.00""3)/C 12.03)J"".2 = 10.399 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.333 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8856 SOIL CLASSIFICATION IS "DO SUBAREA RUNOFF(CFS) = 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====: ttt~~CSTANOARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1291.21 DOWNSTREAM ELEVATION(FEET) = 1285.79 STREET LENGTHCFEET) = 330_00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTH(FEET) = 33.00 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAKCFEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCOECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCOECIMAL) = 0.020 Manning/s FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 ~nlng,S FRICTION FACTOR for Back-of-WaLk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = 2.45 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTHCFEET) = 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 POH SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFFCCFS) = 0.77 TOTAL AREACACRES) = 1.40 PEAK FLOW RATECCFS) = 2.83 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIOTHCFEET) = 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 RATE(CFS) = 1.40 TCCMI N.) = 2.B3 11.90 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS e \~~ **************************************************************************** e 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 ************************** " 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 EVENTCYEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZECINCH) = 18.00 SPECIFIED PERCENT OF GRAOIENTSCDECIMAL) TO USE FOR FRICTION SLOPE = 0.95 4IYEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 EAR STORM 60-MINUTE INTENSITYCINCH/HOUR) = 0.880 -YEAR STORM 10-MINUTE INTENSITYCINCH/HOUR) = 3.480 100-YEAR STORM 60-MINUTE INTENSITYCINCH/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&YCD 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-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) CFT) SIDE / SIDE/ WAY CFT) (FT) (FT) (FT) Cn) --------- --------- ----------------- ----------------- 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." **********~***************************************************************** ~w PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE = 21 ,...,----------------------~.~-_._----------------------~-----.------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS ~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM ~ DEVELOPMENT IS COMMERCIAL TC = K"[CLENGTH""3)/(ELEVATION CHANGE)j"".2 INITIAL SUBAREA FLOW-LENGTH = 830.00 UPSTREAM ELEVATION = 1303.26 ~STREAM ELEVATION = 1291.21 ""'ATION DIFFERENCE = 12.05 TC = 0.303"[( 830.00""3)/C 12.05)]"".2 = 10.395 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.407 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8B96 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) 3.03 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFFCCFS) = 3.03 ***********************************************************--***-*********** 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 1 ARE: TIME OF CONCENTRATIONCMIN.) = 10.40 RAINFALL INTENSITYCINCH/HR) = 3.41 TOTAL STREAM AREACACRES) = . 1.00 PEAK FLOW RATECCFS) AT CONFLUENCE = 3.03 ******************************************************x**.*.**************** FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE = 21 -----------------------------------~-----------_._-~----------------~---~--- ~~tttRATIONAL METHOD INITIAL SUBAREA ANALYSIS=====: iIIIiI===~:~~:~~:~~~;:~::~~:~:;;:~~~~~~~::=:::::============================ TC = K"[(LENGTH""3)/CELEVATION CHANGE)]"".2 INITIAL SUBAREA FLOW-LENGTH = 125.00 UPSTREAM ELEVATION = 1299.80 DOWNSTREAM ELEVATION = 1297.67 ELEVATION DIFFERENCE = 2.13 TC = 0.393"[C 125.00""3)/( 2.13)]"".2 6.115 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4_560 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8600 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFFCCFS) = TOTAL AREACACRES) = 0.59 0.15 TOTAL RUNOFF(CFS) = 0.59 **************************************************************************** FLOW PROCESS FROM NODE 503 _ 00 TO NODE 501.00 IS CODE = 61 ---------------------------._------------------~---------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....(STANOARO CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1297.17 DOWNSTREAM ELEVATIONCFEET) = 1291.21 STREET LENGTHCFEET) = 950.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAKCFEET) = 18.00 ~IDE STREET CROSSFALLCOECIMAl) = 0.020 ~IOE STREET CROSSFALL(OECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALLCOECIMAL) = 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 FLOYCCFS) = ~REETFLOW MODEL RESULTS USING ESTIMATED FLOW: REET FLOW DEPTHCFEET) = 0.58 ALFSTREET FLOOD WIOTHCFEET) = 10.61 AVERAGE FLOW VELOCITYCFEET/SEC.) = 2.99 PRODUCT OF DEPTH&VELOCITYCFT"FT/SEC.) = 1.73 STREET FLOW TRAVEL T1MECMIN.) = 5.29 TcCMIN.) 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.237 SINGLE-FAMILY(I/4 ACRE LOT) RUNOFF COEFFICIENT = .8457 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) = 4.00 TOTAL AREACACRES) = 4.15 6_07 11.41 SUBAREA RUNOFFCCFS) = PEAK FLOW RATEICFS) = 10.95 11.54 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.70 HALFSTREET FLOOD WIDTHCFEET) = 18.30 FLOW VELOCITYCFEET/SEC.) = 3.03 DEPTH"VELOCITYCFT"FT/SEC.) = 2.12 "NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 950_0 FT WITH ELEVATION-DROP = 6.0 FT, IS 8.7 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 = --~------~------------------------------------------------------------------ eeettDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 'TAL NUMBER OF STREAMS = 3 FLUENCE VALUES USED FOR INDEPENDENT E OF CONCENTRATIONCMIN.) = 11.41 RAINFALL INTENSITYCINCH/HR) = 3.24 TOTAL STREAM AREACACRES) = 4.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 2 ARE: 11.54 **************************************************************************** FLOW PROCESS FROM NODE 504.00 TO NODE 505.00 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)]**.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)/C 2.03)]"".2 = 5.401 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.882 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8625 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFFCCFS) = 0.63 TOTAL AREACACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.63 ~*********************************************************************** ~y PROCESS FROM NODE 505.00 TO NODe 501.00 IS CODE = 61 ______~_____________~___________4_.________________~_____._____~.~__~___~~~_ tte(tCOMPUTE STREET FLOW TRAVEL TIME THRU teeeeCSTANDARD CURB SECTION USED)====: SUBAREA = \,\1A ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1297.27 DOWNSTREAM ELEVATIONCFEET) = 1291.21 STREET LENGTHCFEET) = 830.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 ~TANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = lB.OO INSIDE STREET CROSSFALLCDECIMAL) = 0.020 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) = 7.25 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTHCFEET) = 0.60 HALFSTREET FLOOD WIDTHCFEET) = 11.84 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.23 PRODUCT OF DEPTH&VELOCITY(FT"FT/SEC.) 1.93 STREET FLOW TRAVEL TIME(MIN.) = 4.29 Tc(MIN.) = 9.69 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.541 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8900 SOIL CLASSIFICATION IS "On SUBAREA AREACACRES) = TOTAL AREACACRES) = 4.20 4_35 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) 13.24 13_87 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.72 HALFSTREET FLOOD WIDTHCFEET) = 19.74 _OW VELOCITYCFEET/SEC.) = 3.27 DEPTH"VELOCITYCFT"FT/SEC.) TE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 830.0 FT YITH ELEVATION-DROP = 6.1 FT, IS 11.8 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 501.00 LONGEST FLOWPATH FROM NODE 504.00 TO NODE 501.00 = 930.00 FEET. 2.36 **************************************************************************** FLOW PROCESS FROM NODE 501. 00 TO NODE 501.00 IS CODE = .....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 CONCENTRATIONCMIN.) 9.69 RAINFALL INTENSITYCINCH/HR) = 3.54 TOTAL STREAM AREACACRES) = 4.35 PEAK FLOW RATE(CFS) AT CONFLUENCE 13.87 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 3.03 2 11.54 3 13.87 Tc (MIN. ) 10.40 11.41 9.69 I NTENS I TY (l NCH/HOUR) 3.407 3.237 3.541 AREA CACRE) 1.00 4.15 4.35 .******************************WARNI NG********************************** 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. ~EAK AM MBER 1 2 3 FLOW RATE RUNOFF CCFS) 26.49 26.89 27.10 TABLE ** Tc CMIN.) 9.69 10.40 11_41 INTENSITY CINCH/HOUR) 3.541 3.407 3.237 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) 26.49 TcCMIN.) = 9.69 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 tt<<((COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....CSTANOARO CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1291.91 DOWNSTREAM ELEVATION(FEET) = 1285.79 STREET LENGTHCFEET) = 330.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 33.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 ~CIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF ~EET 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 FLOWCCFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.76 HALFSTREET FLOOD WIDTH(FEET) = 22.33 AVERAGE FLOW VELOCITYCFEET/SEC.) = 5.30 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = STREET FLOW TRAVEL TIME(MIN.) = 1.04 100 YEAR RAINFALL INTENSITYIINCH/HOUR) COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS "D" SUBAREA AREACACRES) = 0.40 TOTAL AREA(ACRES) = 9.90 27.09 4.05 TcCMIN.) = 3.348 = .8895 10.73 SUBAREA RUNOFFCCFS) PEAK FLOW RATECCFS) = 1.19 27.69 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTHCFEET) = 0.77 HALFSTREET FLOOD WIOTHCFEET) = 22.66 FLOW VELOCITYCFEET/SEC.) = 5.29 DEPTH"VELOCITYCFT"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===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL ~ TC = K*(CLENGTH**3)fCELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 830.00 UPSTREAM ELEVATION = 1303.24 DOWNSTREAM ELEVATION = 1291.21 .ATION DIFFERENCE = 12_03 0.303"[C 830.00""3)/C 12.03)J"".2 = 10.399 o YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.406 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8896 SOIL CLASSIFICATION IS non SUBAREA RUNOFFCCFS) = 3.03 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFFCCFS) = 3.03 **************************************************************************** FLOW PROCESS FROM NODE 508.00 TO NODE 509.00 IS CODE = 61 ._---------~--_._-------------~~~-----------~~~----_.---~------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....CSTANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1291.21 DOWNSTREAM ELEVATIONCFEET) = 1285.79 STREET LENGTHCFEET) = 330.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTH(FEET) = 33.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCOECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCOECIMAL) = 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) 3.60 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOY OEPTHCFEET) = 0.40 HALFSTREET FLOOD WIOTH(FEET) = 4.59 AVERAGE FLOW VELOCITYCFEET/SEC.) 4_03 PRODUCT OF DEPTH&VELOCITYCFT"FT/SEC.) = 1.62 STREET FLOW TRAVEL TIMECMIN.) = 1.37 TcCMIN.) = 11.76 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.183 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8890 SOIL CLASSIFICATION IS nDn SUBAREA AREA(ACRES) = 0.40 TOTAL AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = PEAK FLOW RATECCFS) = 1.13 4.16 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTHCFEET) = 4.88 FLOW VELOCITYCFEET/SEC.) = 4.15 DEPTH"VELOCITY(FT"FT/SEC.) = 1.77 LONGEST FLOWPATH FROM NODE 507.00 TO NooE 509.00 = 1160.00 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREACACRES) = PEAK FLOW RATE(CFS) 1.40 TCCMIN.) = 4.16 11.76 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ============================================================================ END OF RATIONAL METHOD ANALYSIS e \\~ e RATIONAL HYDROLOGY OUTPUT: .e DRAINAGE BASIN 600 LINE B (E, A.D.159), B1 & B2 e \'\~ **************************************************************************** - 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 ************************** * basin 600 * 10-year * surface and storm drain flows . " " ************************************************************************** FILE NAME: 10L600.DAT TIME/DATE OF STUDY: 15:03 05/31/2001 -~--------------------------------~---------~~~---~--------------------~--~~ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -----------_._------------------------------------~------------------------- USER SPECIFIED STORM EVENTCYEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZECINCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(OECIMAL) TO USE FOR FRICTION SLOPE 0.95 .EAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 EAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 O-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 = 0.5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 l-HOUR INTENSITYCINCH/HOUR) = 0.889 SLOPE OF INTENSITY DURATION CURVE = 0.5506 RCFC&WCO 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 STREETFLOW 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 CFT) CFT) CFT) (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) "SI2E PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** ~ PROCESS FROM NODE 600_00 TO NODE 601.00 IS CODE = 21 JIIII'-------------------~~--------------------~----------~----------~------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM ~ DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K*[CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SU8AREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 1288.00 ~STREAM ELEVATION = 1285.95 ~ATION DIFFERENCE = 2.05 TC = 0.393"[C 140.00""3)/( 2.05)J"".2 6.596 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.997 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8419 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFFCCFS) = 0.25 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFFCCFS) = 0.25 **************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....CSTANDARD CURB SECTIDN USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1285.45 DOWNSTREAM ELEVATIONCFEET) = 1281.32 STREET LENGTHCFEET) = 550.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRAOEBREAKCFEET) INSIDE STREET CROSSFALLCOECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(OECIMAL) = 0.020 ~ing's FRICTION FACTOR for Streetflow SectionCcurb-to-curb) = 0.0150 ~ing'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_39 HALFSTREET FLOOD WIDTHCFEET) = 4.36 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.64 PRODUCT OF DEPTH&VELOCITY(FT"FT/SEC.) = 1.02 STREET FLOW TRAVEL TIME(MIN.) = 3.47 TcCMIN.) 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.375 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8291 SOIL CLASSIFICATION IS .0. SUBAREA AREACACRES) = 1.90 TOTAL AREA(ACRES) = 2.00 2.14 10.07 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 3.74 3.99 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIOTH(FEET) 5.59 FLOW VELOCITY(FEET/SEC.) = 3.07 DEPTH"VELOCITY(FT*FT/SEC.) = 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 = (ttetDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- iIIIIt~~:~~:;~~~~::;~:::;:~:-~:::::::::~-:~::~:--~-:::~--------------------- TIME OF CONCENTRATION(MIN.) 10.07 RAINFALL INTENSITY(INCH/HR) = 2.37 TOTAL STREAM AREA(ACRES) = 2.00 ~ PEAK FLOW RATECCFS) AT CONFLUENCE = 3.99 **************************************************************************** ~_:~~~~~~-~~~~-~~~----~~~:~~-~~-~~~~----~~~:~~-~~-~~~~-~--=~---------- ~.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 = 140.00 UPSTREAM ELEVATION = 1285.50 DOWNSTREAM ELEVATION = 1283.60 ELEVATION DIFFERENCE = 1.90 TC = 0.393"[C 140.00""3)/C 1.90)]"".2 6.697 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.972 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8245 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREACACRES) = 0.30 TOTAL RUNOFFCCFS) = 0.74 **************************************************************************** FLOW PROCESS FROM NODE 607.00 TO NODE 602.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....CSTANOARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1283.10 DOWNSTREAM ELEVATIONCFEET) = 1281.42 STREET LENGTHCFEET) = lBO.OO CURB HEIGHTCINCHES) = 6.0 ~ET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALL(OECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.080 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 FLOWCCFS) STREET FLOW MOOEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTHCFEET) = 0.30 HALFSTREET FLOOD WIDTHCFEET) = 3.25 AVERAGE FLOW VELOCITYCFEET/SEC.) 2.49 PROOUCT OF OEPTH&VELOCITYCFT"FT/SEC.) = 0.74 STREET FLOW TRAVEL TIMECMIN.) = 1.21 TcCMIN.) 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.713 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8186 SOIL CLASSIFICATION IS "C" SUBAREA AREACACRES) 0.40 TOTAL AREACACRES) = 0.70 1.18 7.90 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) 0.89 1.62 END OF SUBAREA STREET FLOW HYDRAULICS: .TH(FEET) = 0.33 HALFSTREET FLOOD WIOTH(FEET) = 3.73 VELOCITY(FEET/SEC.) = 2.68 DEPTH"VELOCITYCFT"FT/SEC.) = 0.90 EST FLOWPATH FROM NODE 606.00 TO NODE 602.00 = 320.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 602.00 IS CODE = ~ -_._---------_._-------~.._-----._---_._-----------------~~._--------------- ....~OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: .....ANO COMPUTE VARIOUS CONFLUENCED STREAM VALUES =~~::~~:;~:~~::~~~:~;:~:=~::::::::::=::::::==:=:::~===================== 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 Tc INTENSITY AREA NUMBER CCFS) CMIN.) CINCH/HOUR) CACRE) 1 3.99 10.07 2.375 2.00 2 1.62 7.90 2.713 0.70 *********************************~ARNING********************************** 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 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER CCFS) CMIN. ) CINCH/HOUR) e~ 4.76 7.90 2.713 5.41 10.07 2.375 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 5.41 Tc(MIN.) = 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 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY C1/4 ACRE) TC = K*[CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 1288.00 DOWNSTREAM ELEVATION = 1285.95 ELEVATION DIFFERENCE = 2.05 . 0.393"[( 140.00""3)/C 2.05)]"".2 = 6.596 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.997 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8419 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFFCCFS) = 0.25 \fa<> TOTAL AREACACRES) = 0.10 TOTAL RUNOFFCCFS) = 0.25 **************************************************************************** iF ow PROCESS FROM NODE 604.00 TO NODE 605.00 IS CODE = 61 -------------~-------------------~._--------------------.------------- .COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....(STANDARD CURB SECTION USED) ============================================================================ UPSTREAM ELEVATIONCFEET) = 12B5.45 DOWNSTREAM ELEVATIONCFEET) = 1281.42 STREET LENGTHCFEET) = 660.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL INSIDE STREET CROSSFALLCDECIMAL) OUTSIDE STREET CROSSFALLCDECIMAL) GRADEBREAKCFEET) = 0.020 = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 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) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 5.61 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.78 PRODUCT OF OEPTH&VELOCITYCFT"FT/SEC.) 1.35 STREET FLOW TRAVEL TIMECMIN.) = 3.96 Tc(MIN.) = 10.56 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.313 ~LE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8275 CLASSIFICATION IS "0" BAREA AREACACRES) = 3.50 SUBAREA RUNOFFCCFS) TOTAL AREACACRES) = 3.60 PEAK FLOW RATECCFS) = 3.64 6.70 6.95 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIOTH(FEET) 12.36 FLOW VELOCITYCFEET/SEC.) = 2.96 OEPTH"VELOCITYCFT"FT/SEC.) = '_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 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 CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 10.56 RAINFALL INTENSITYCINCH/HR) = 2.31 TOTAL STREAM AREACACRES) = 3.60 PEAK FLOW RATECCFS) AT CONFLUENCE = 6.95 **************************************.************************************* ~-~~~:=~~-~~~~-~~=----~~~:~~-~~-~~~=----~~~:~~-~~_:~~=-~---~---------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: \~\ TC(MIN) = 11.29 TOTAL AREA(ACRES) = RAIN INTENSITYCINCH/HOUR) = 2.23 2.20 TOTAL RUNOFFCCFS) = 6.33 **************************************************************************** ~ PROCESS FROM NODE 421.00 TO NODE 605.00 IS CODE = 61 ~---------------------------------------------_._-----------------~---- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....CSTANDARO CURB SECTION USED) ============================================================================ UPSTREAM ELEVATION(FEET) = 1285.38 DOWNSTREAM ELEVATIONCFEET) = 1281.42 STREET LENGTHCFEET) = 200.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALLCDECIMAL) OUTSIDE STREET CROSSFALLCDECIMAL) GRAOEBREAKCFEET) = = 0.020 = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(OECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow SectionCcurb-toMcurb) 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) = 0.48 HALFSTREET FLOOD WIOTHCFEET) = 5.57 AVERAGE FLOW VELOCITYCFEET/SEC.) = 4.97 PRODUCT OF DEPTH&VELOCITY(FT"FT/SEC.) = 2.40 STREET FLOW TRAVEL TIMECMIN.) = 0.67 TcCMIN.) = ~o YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.160 ~ERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8846 SOIL CLASSIFICATION IS HOH SUBAREA AREA(ACRES) 0.10 TOTAL AREA(ACRES) = 2.30 6.43 11.96 SUBAREA RUNOFFCCFS) PEAK FLOW RATECCFS) 0.19 6.52 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTHCFEET) = 0.49 HALFSTREET FLOOD WIOTH(FEET) = 5.61 FLOW VELOCITYCFEET/SEC.) = 4.9B 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 = .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 11.96 RAINFALL INTENSITYCINCH/HR) = 2.16 TOTAL STREAM AREACACRES) = 2.30 PEAK FLOW RATECCFS) AT CONFLUENCE = 6.52 **************************************************************************** FLOW PROCESS FROM NODE 509.00 TO NODE 509.00 IS CODE = 7 ~.USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== 'IIIf======================================================================= USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 11.90 RAIN INTENSITYCINCH/HOUR) = 2.17 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 2.83 ~ **************************************************************************** FLOW PROCESS FROM NODE 509.00 TO NODE 605.00 IS CODE = 61 ----------------------~.~----------------------~---------------------------- ~.COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: ~.CSTANOARO CURB SECTION USED)====: ============================================================================ UPSTREAM ELEVATIONCFEET) = 1285.79 DOWNSTREAM ELEVATIONCFEET) = 1281.42 STREET LENGTH(FEET) = 300.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCOECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCOECIMAL) = 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 OEPTHCFEET) = 0.38 HALFSTREET FLOOD WIDTHCFEET) = AVERAGE FLOW VELDCITYCFEET/SEC.) = PRODUCT OF OEPTH&VELOCITYCFT"FT/SEC.) = STREET FLOW TRAVEL TIMECMIN.) = 1.38 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT ~ CLASSIFICATION IS "C" ~REA AREA(ACRES) = 0.10 SUBAREA RUNOFFCCFS) = TOTAL AREA<ACRES) = 1.50 PEAK FLOW RATECCFS) = 2.92 4.34 3.63 1.39 TcCMIN.) = 2.039 = .8796 13.28 0.18 3.01 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTHCFEET) = 0.39 HALFSTREET FLOOD WIOTHCFEET) 4.38 FLOW VELOCITY(FEET/SEC.) = 3.68 OEPTH"VELOCITY(FT"FT/SEC.) 1.42 LONGEST FLOWPATH FROM NODE 0.00 TO NOOE 605.00 = 300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 605.00 TO NODE 605.00 IS CODE = ------------------------------------~-------------~------------------------- ~~.~~DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATIONCMIN.) = 13.28 RAINFALL INTENSITY(INCH/HR) = 2.04 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.01 **************************************************************************** FLOW PROCESS FROM NODE 608.00 TO NODE 609_00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ~===~:~~~~~~~:~;::::~~:~:;::~~~~~~~~:=:::::============================ TC = K*[ClENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 1120.00 UPSTREAM ELEVATION = 1285.70 ~ DOWNSTREAM ELEVATION = 1283.76 ELEVATION DIFFERENCE = 1.94 TC = 0.393"[C 1120.00""3)/( 1.94)]""_2 = 23.223 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.499 ~LE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .7715 ~ CLASSIFICATION IS nCR SUBAREA RUNOFFCCFS) = 0.23 TOTAL AREACACRES) = 0.20 TOTAL RUNOFFCCFS) = 0.23 **************************************************************************** FLOW PROCESS FROM NODE 608.00 TO NODE 605.00 IS CODE = 61 -----------------~------------------~-------~~~----------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA .....CSTANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1283.26 DOWNSTREAM ELEVATION(FEET) = 1281.42 STREET LENGTHCFEET) = 180.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CRDSSFALL GRADEBREAKCFEET) = 13.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCOECIMAL)' = 0.020 Manning's FRrCTION 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) ~REETFLaw MODEL RESULTS USING ESTIMATED FLOW: ~REET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTHCFEET) = 2.28 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.19 PRODUCT OF OEPTH&VELOCITYCFT"FT/SEC.) = 0.48 STREET FLOW TRAVEL TIMECMIN.) = 1.37 TcCMIN.) = 24.59 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 1.452 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .7686 SOIL CLASSIFICATION IS "CD SUBAREA AREA(ACRES) = 0.60 TOTAL AREACACRES) = 0.80 0.57 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 0.67 0.90 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTHCFEET) = 2.84 FLOW VELOCITYCFEET/SEC.) = 2_41 DEPTH"VELOCITYCFT"FT/SEC.) = 0_64 LONGEST FLOWPATH FROM NODE 608.00 TO NODE 605.00 = 1300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 608.00 TO NODE 605.00 IS CODE = ---_.~~------------------------------------_.._----------------------------- .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE eeeeeAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 24.59 ~FALL INTENSITYCINCH/HR) = 1.45 ~L STREAM AREA(ACRES) = 0_80 PEAK FLOW RATECCFS) AT CONFLUENCE = STREAM 4 ARE: 0.90 ** CONFLUENCE DATA ** \"i>o.., STREAM RUNOFF Tc INTENSITY AREA NUMBER CCFS) CMIN. ) (INCH/HOUR) (ACRE) 1 6.95 10.56 2.313 3.60 2 6.52 11.96 2.160 2.30 e~ 3.01 13.2B 2.039 1.50 0.90 24.59 1.452 0.80 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-' 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 FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (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 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) 15.49 TcCMIN.) = 10.56 TOTAL AREA(ACRES) = 8_20 LONGEST FLOWPATH FROM NODE 608.00 TO NODE 605.00 = 1300.00 FEET. .****************************************w***************************** PROCESS FROM NODE 602.00 TO NODE 602.00 IS CODE = 11 .....CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA "" STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) ( INCH/HOUR) CACRE) 1 15.49 10.56 2.313 8.20 LONGEST FLOWPATH FROM NODE 608.00 TO NODE 602.00 = 1300.00 FEET. .. MEMORY BANK # 1 CONFLUENCE DATA .. STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (I NCH/HOUR) (ACRE) 1 5.41 10.07 2.375 2.70 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 602.00 = 690.00 FEET. *********************************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. ************************************************************************** ** PEAK FLOW RATE STREAM RUNOFF ~ER CCFS) ,..., 1 20.18 2 20.76 TABLE ** Tc (MIN. ) 10.07 10.56 INTENSITY (INCH/HOUR) 2.375 2.313 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS, / \~") PEAK FLOW RATECCFS) = TOTAL AREA(ACRES) = 20.76 TcCMIN_) = 10.90 10.56 +-----------------------------------------.------------------------~-------+ ~T STORM DRAIN FLOWS ~ , , +-----~---------------~~-----------------~--------------------------~------+ **************************************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE 506.00 IS CODE = 7 ~----------~--------~---------------------------~--------------------------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 10.82 RAIN INTENSITYCINCH/HOUR) 2.28 TOTAL AREACACRES) = 9.90 TOTAL RUNOFFCCFS) = 16.30 **************************************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE 610.00 IS CODE = 41 ------------------~-----------------------------------------------~~-------- .....COMPUTE PIPE-FLOW TRAVEL TIME .....USING USER-SPECIFIED PIPESIZE THRU SUBAREA CEXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1277.25 OOWNSTREAMCFEET) = 1275.86 FLOW LENGTH(FEET) = 69.38 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 11.6 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 10.02 GIVEN PIPE DIAMETERCINCH) = 27.00 NUMBER OF PIPES = ~-FLOWCCFS) = 16.30 ,..., TRAVEL TIMECMIN.) = 0_12 TcCMIN.) = 10_94 LONGEST FLOWPATH FROM NODE 608.00 TO NODE 610.00 = 1369.38 FEET. **************************************************************************** FLOW PROCESS FROM NODE 610.00 TO NODE 610.00 IS CODE = --------------------------------------------------------~--------~---------- .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 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 NODE 417.00 TO NODE 417.00 IS CODE = 7 ---------.---------~~--------------------------._--------------~------------ .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ------------~--------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 10.60 RAIN INTENSITY(INCH/HOUR) = 2.31 TOTAL AREACACRES) = 8.60 TOTAL RUNOFFCCFS) = 16.40 **************************************************************************** -~-~~~~~~~-~~~~-~~~~----~~~:~~-~~-~~~~----~~~:~~-~~-~~~~_:_-~~---------- tteeeCOMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== eeeeeUSING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)===== '{b~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1278.40 DOWNSTREAMCFEET) = 1276.36 FLOW LENGTHCFEET) = 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 ~ PIPE DIAMETERCINCH) = 18.00 NUMBER OF PIPES = """-FLOW(CFS) = 16.40 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 10.71 LONGEST FLOWPATH FROM NODE 606.00 TO NODE 610.00 590.82 FEET. **************************************************************************** FLOW PROCESS FROM NODE 610.00 TO NODE 610.00 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.) 10.71 RAINFALL INTENSITY(INCH/HR) = 2.30 TOTAL STREAM AREA(ACRES) = 8.60 PEAK FLOW RATECCFS) AT CONFLUENCE = 16_40 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 16.30 2 16.40 "Tc CMIN.) 10.94 10.71 INTENSITY (INCH/HOUR) 2.269 2.296 AREA CACRE) 9.90 8.60 *********************************WARNING********************************** ~HIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ~HE 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.) CINCH/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 TcCMIN.) = 10.71 TOTAL AREACACRES) = 18.50 LONGEST FLOWPATH FROM NODE 608.00 TO NODE 610.00 = 1369.38 FEET. **************************************************************************** FLOW PROCESS FROM NODE 610.00 TO NODE 611.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1276.36 DOWNSTREAMCFEET) ~ LENGTH(FEET) = 19.25 MANNING'S N = 0.013 ~H OF FLOW IN 27.0 INCH PIPE IS 13.1 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 16.91 GIVEN PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = PIPE-FLOWCCFS) = 32.36 1275.38 ~ PIPE TRAVEL TIMECMIN.) = LONGEST FLOWPATH FROM NODE 0.02 TcCMIN.) = 10.72 608.00 TO NODE 611.00 = 1388.63 FEET. **************************************************************************** 4IIIl PROCESS FROM NODE 611.00 TO NODE 612.00 IS CODE = 41 -~_._-------------~---------------------_._--------------------~~~------ .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ============================================================================ ELEVATION DATA: UPSTREAMCFEET) = 1274.64 DOWNSTREAMCFEET) FLOW LENGTHCFEET) = 122.06 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 22.2 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 7.09 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES PIPE-FLOWCCFS) = 32.36 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 1274.02 0.29 Tc(MIN.) = 11.01 608.00 TO NODE 612.00 = 1510_69 FEET. **************************************************************************** FLOW PROCESS FROM NODE 612.00 TO NODE 613.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1274.00 DOWNSTREAM(FEET) = 1272.61 FLOW 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 = ~-FLOWCCFS) = 32.36 lIIII TRAVEL TIMECMIN.) = 0.17 TcCMIN.) = 11.18 LONGEST FLOWPATH FROM NODE 608.00 TO NODE 613.00 = 1614.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 613.00 TO NODE 613.00 IS CODE = .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF, STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) 11.18 RAINFALL INTENSITY(INCH/HR) = 2_24 TOTAL STREAM AREACACRES) = 18.50 PEAK FLOW RATECCFS) AT CONFLUENCE = 32.36 **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 602.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 10.56 RAIN INTENSITYCINCH/HOUR) = 2.31 TOTAL AREACACRES) = 5.45 TOTAL RUNOFFCCFS) = 10.38 **************************************************************************** . PROCESS FROM NODE 602.00 TO NODE 613.00 IS CODE = 41 -- -------------------------_.~----~-------------------------------------- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: tttttUSING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- \~ ELEVATION DATA: UPSTREAMCFEET) = 1272.98 DOWNSTREAMCFEET) 1272.78 FLOW LENGTHCFEET) = 39.17 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 13.2 INCHES _FLOW VELOCITY(FEET/SEC.) = 5.37 PIPE DIAMETERCINCH) = 27.00 NUMBER OF PIPES -FLOWCCFS) = 10.38 PIPE TRAVEL TIMECMIN.) = 0.12 TcCMIN.) = 10.68 LONGEST FLOWPATH FROM NODE 606.00 TO NODE 613.00 629.99 FEET. **************************************************************************** FLOW PROCESS FROM NODE 613.00 TO NODE 613.00 IS CODE = -~~--------_.~--~--------~.~----------.~-------~-------~~----------.-~._---- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TDTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 10.68 RAINFALL INTENSITY(INCH/HR) = 2.30 TOTAL STREAM AREA(ACRES) = 5.45 PEAK FLOW RATECCFS) 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: TCCMIN) = 10.56 RAIN INTENSITY(INCH/HOUR) = 2.31 TOTAL AREA(ACRES) = 5.45 TOTAL RUNOFFCCFS) = 10.38 .~...................................................................... FLOW PROCESS FROM NODE 605.00 TO NODE 613.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1272.94 OOWNSTREAMCFEET) = 1272.78 FLOW LENGTHCFEET) = 30.79 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 13.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.41 GIVEN PIPE OIAMETER(INCH) = 27.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 10.38 PIPE TRAVEL TIMECMIN.) = 0.09 TcCMIN.) = 10.65 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 613.00 330.79 FEET. **************************************************************************** FLOW PROCESS FROM NODE 613.00 TO NODE 613.00 IS CODE = eeeeeDESIGNATE 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 CONCENTRATION(MIN.) = 10.65 4IFALL INTENSITYCINCH/HR) = 2.30 L STREAM AREACACRES) = 5.45 K FLOW RATECCFS) AT CONFLUENCE = 10.38 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA \~"" NUMBER (CFS) CMIN.) CINCH/HOUR) CACRE) 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 ~""""'*"""""""""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 STREAM NUMBER 1 2 3 FLOW RATE RUNOFF (CFS) 51.57 51.66 52.59 TABLE ** Tc CMIN. ) 10.65 10.68 11. 18 INTENSITY CINCH/HOUR) 2.302 2.299 2.242 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 52.59 TcCMIN.) = 11.18 TOTAL AREACACRES) = 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 ------------------._------~------------------------------------------------- ~.COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA """USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1272.43 OOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 185.37 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) 7.44 GIVEN PIPE DIAMETER(INCH) = 36.00 PIPE-FLOWCCFS) = 52.59 PIPE TRAVEL TIMECMIN.) = 0.42 TcCMIN.) = LONGEST FLOWPATH FROM NODE 608.00 TO NODE 1271.50 NUMBER OF PIPES = 11.60 614.00 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 (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1271.11 OOWNSTREAM(FEET) = 1236.40 FLOW LENGTHCFEET) = 160.62 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 10.2 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 32.09 GIVEN PIPE OIAMETERCINCH) = 36.00 NUMBER OF PIPES = PIPE-FLOWCCFS) = 52.59 PIPE TRAVEL TIME(MIN.) = 0.08 TcCMIN.) = 11.68 =~;:;;~~;:;::::;;~=~~~:====~~~~~~=:~=~~~:====~:~~~~=:==:~~~~~~=::::~=== TOTAL AREACACRES) 29.40 TCCMIN.) = 11.68 PEAK FLOW RATECCFS) 52.59 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- \\0 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS 1_ . e ~ **************************************************************************** e RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION OISTRICT CRCFC&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 600 " 100-YEAR " SURFACE AND STORM DRAIN FLOWS " " " ************************************************************************** FILE NAME: 100L600.0AT TIME/DATE OF STUDY: 15:01 05/31/2001 -~~-----------------------------~-------p----------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -----_._------~-------------------------------~-~--------_._------~--------- USER SPECIFIED STORM EVENTCYEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZECINCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(OECIMAL) TO USE FOR FRICTION SLOPE = 0.95 ~YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 ~EAR STORM 60.MINUTE INTENSITYCINCH/HOUR) = 0.880 100-YEAR STORM 10-MINUTE INTENSITYCINCH/HOUR) = 3.480 100-YEAR STORM 60-MINUTE INTENSITYCINCH/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 INTENSITYCINCH/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'CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. CFT) (FT) SIDE / SIDE/ WAY (FT) CFT) CFT) CFT) Cn) --------- ----------------- --------- ----------------- ------ ----- ------ ----- ------- 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 CFT*FT/S) "SI2E PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE." **************************************************************************** ~ 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 Cl/4 ACRE) Te = K*[CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 1288_00 ~STREAM ELEVATION = 1285.95 ~ATION DIFFERENCE = 2.05 TC = 0.393"[C 140.00""3)/C 2.05)]"".2 6.596 100 YEAR RAINFALL .INTENSITY(lNCH/HOUR) = 4.374 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .B585 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFFCCFS) = 0.38 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFFCCFS) = 0.38 **************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 61 -----~----------_._-._--------~._-----------~---------------..-------------- ettteCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA tteeeCSTANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1285.45 DOWNSTREAM ELEVATIONCFEET) = 1281.32 STREET LENGTHCFEET) = 550.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRAOEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCOECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 ~in9's FRICTION FACTOR for StreetfLow SectionCcurb-to-curb) = ~ing's FRICTION FACTOR for Back-of-Yalk Flow Section = 0.0200 0.0150 ."TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.45 HALFSTREET FLOOD WIOTHCFEET) = 5.16 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.91 PRODUCT OF DEPTH&VELOCITYCFT"FT/SEC.) = 1.31 STREET FLOW TRAVEL TIMECMIN.) = 3.15 TcCMIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.530 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8497 SOIL CLASSIFICATION IS "on SUBAREA AREA(ACRES) = 1.90 TOTAL AREACACRES) = 2.00 3.25 9.74 SUBAREA RUNOFFCCFS) PEAK FLOW RATECCFS) = 5_70 6.07 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIOTH(FEET) 9.59 FLOW VELOCITYCFEET/SEC.) = 3.26 OEPTH"VELOCITY(FT"FT/SEC.) = 1.83 "NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 550.0 FT WITH ELEVATION-DROP = 4.1 FT, IS 4.8 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 602.00 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 602.00 = 690.00 FEET. **************************************************************************** .FLOW_~~~~~~~_~~~~_~~~~____~~~:~~_~~_~~~~____~~~:~~_~~_~~~_:___~__________ <DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: \ o(!J TIME OF CONCENTRATIONCMIN.) = 9.74 RAINFALL INTENSITY(INCH/HR) = 3.53 TOTAL STREAM AREA(ACRES) = 2.00 ~ FLOW RATECCFS) AT CONFLUENCE = 6.07 *'11II********************************************************************** FLOW PROCESS FROM NODE 606.00 TO NODE 607.00 IS CODE = 21 ------------~~--------------._-----------~-----~-----~-------------.-------- 4eeeeRATIONAL 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 = 1285.50 DOWNSTREAM ELEVATION = 1283.60 ELEVATION DIFFERENCE = 1.90 TC = 0.393"[( 140.00""3)/C 1.90)]"".2 = 6.697 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.338 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8454 SOIL CLASSIFICATION IS OCR SUBAREA RUNOFF(CFS) 1.10 TOTAL AREACACRES) = 0.30 TOTAL RUNOFF(CFS) = 1.10 **************************************************************************** FLOW PROCESS FROM NODE 607.00 TO NODE 602.00 IS CODE = 61 -----._--------------------~~------._-----~~--------------------------~----- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ~:::::~~::~=~~::=::~::~~=~::~~========================================= ~REAM ELEVATIONCFEET) = 1283.10 DOWNSTREAM ELEVATION(FEET) = 1281_42 STREET LENGTH(FEET) = 180.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRAOEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALL(OECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCOECIMAL) = 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 FLOWCCFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.35 HALFSTREET FLOOD WIOTHCFEET) = 3.87 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.73 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 0.94 STREET FLOW TRAVEL TIMECMIN.) = 1.10 TCCMIN.) = 7.80 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.990 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8413 SOIL CLASSIFICATION IS "CO SUBAREA AREACACRES) = 0.40 SUBAREA RUNOFFCCFS) ~L AREACACRES) = 0.70 PEAK FLOW RATECCFS) ~OF SUBAREA STREET FLOW HYDRAULICS: OEPTHCFEET) = 0.39 HALFSTREET FLOOD WIDTHCFEET) = 4.40 FLOW VELOCITYCFEET/SEC.) = 2_96 OEPTH"VELOCITYCFT"FT/SEC.) LONGEST FLOWPATH FROM NODE 606.00 TO NODE 602.00 = 320.00 1.77 1.34 2.44 1.15 FEET . \'\~ **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NOOE 602.00 IS CODE = --------------..----------------------------.-------------------~--~-------- ~.DESIGNATE 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 CONCENTRATION(MIN.) = 7.80 RAINFALL INTENSITY(INCH/HR) = 3.99 TOTAL STREAM AREACACRES) = 0_70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.44 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 6.07 2 2.44 Tc CMIN.) 9.74 7.80 INTENSITY (INCH/HOUR) 3_530 3.990 AREA CACRE) 2.00 0.70 *********************************~ARNING********************************** 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 2 STREAMS. ~EAK FLOW RATE TABLE ** AM RUNOFF Tc INTENSITY NUMBER (CFS) CMIN.) (INCH/HOUR) 1 7.30 7.80 3.990 2 8.24 9.74 3.530 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) 8.24 Tc(MIN.) = 9.74 TOTAL AREACACRES) = 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 COOE = 10 -------------------------~------------------------_._-------~--------------- eeeeeMAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- *****....****************..*************.*********************************** FLOW PROCESS FROM NODE 603.00 TO NODE 604.00 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 .ITIAL SUBAREA FLOW-LENGTH = 140.00 TREAM ELEVATION = 1288.00 NSTREAM ELEVATION = 1285.95 ELEVATION DIFFERENCE = 2.05 TC = 0_393"[( 140.00""3)/( 2.05)]"".2 = 6.596 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.374 ~ SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT .8585 SOIL CLASSIFICATION IS non SUBAREA RUNOFF(CFS) = 0.38 TOTAL AREACACRES) = 0.10 TOTAL RUNOFFCCFS) = 0.38 JIIIIl...................................................................... FLOW PROCESS FROM NODE 604_00 TO NODE 605.00 IS CODE = 61 ------------._----------._----------------~-----------------~--------~.~---- e~~~eCOMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA .....CSTANOARO CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1285.45 DOWNSTREAM ELEVATIONCFEET) = 1281.42 STREET LENGTHCFEET) = 660.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALLCOECIMAL) OUTSIDE STREET CROSSFALL(OECIMAL) GRADEBREAK(FEET) = 0_020 = 0.080 18.00 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 OEPTH(FEET) = 0.56 HALFSTREET FLOOD WIOTH(FEET) = 9.59 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.93 tlOOUCT OF OEPTH&VELOCITY(FT'FT/SEC.) = 1.64 ET FLOW TRAVEL TIMECMIN_) = 3.75 TcCMIN.) = 10.35 00 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.415 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8482 SOil CLASSIFICATION IS HoH SUBAREA AREACACRES) = 3.50 TOTAL AREACACRES) = 3.60 5.45 SUBAREA RUNOFFCCFS) PEAK FLOW RATECCFS) = 10.14 10.51 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTHCFEET) = 0.69 HALFSTREET FLOOD WIDTHCFEET) = 17.3B FLOW VELOCITYCFEET/SEC.) = 2.97 OEPTH*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 CODE = -----~~----------------------------------._------------._---------~--------- .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATIONCMIN.) = 10.35 RAINFALL INTENSITYCINCH/HR) = 3.41 TOTAL STREAM AREACACRES) = 3.60 ~ FLOW RATECCFS) AT CONFLUENCE = STREAM 1 ARE: 10.51 +-------------~-__________.__.______~4_____________._______________________+ , return flows from line 400 , , , ,"\e , , +------------------------~-----------------------------------~-------------+ **************************************************************************** ......W PROCESS FROM NODE 421.00 TO NODE 421.00 IS CODE = 7 ~----------------------------------------------------------------------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 11.06 RAIN INTENSITY(INCH/HOUR) = 3.29 TOTAL AREACACRES) = 2.20 TOTAL RUNOFF(CFS) = 18.13 ********************************************************.******************* FLOW PROCESS FROM NODE 421.00 TO NODE 605.00 IS CODE = 61 --------------------------~----------~~------------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....CSTANOARO CURB SECTION USED)====: ============================================================================ UPSTREAM ELEVATIONCFEET) = 1285.38 DOWNSTREAM ELEVATIONCFEET) = 1281.42 STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAKCFEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFAlLCDECIMAL) = 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 ~nlng,S FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 ""TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = 18.27 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.68 HALFSTREET FLOOD WIOTH(FEET) = 16.97 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.33 PRODUCT OF DEPTH&VELOCITY(FT"FT/SEC.) = 3.62 STREET FLOW TRAVEL TIMECMIN.) = 0.63 TcCMIN.) = 11.69 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.194 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8890 SOIL CLASSIFICATION IS "Dn SUBAREA AREACACRES) = 0.10 SUBAREA RUNOFF(CFS) 0_28 TOTAL AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) = 18.41 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.68 HALFSTREET FLOOD WIOTHCFEET) = 17.07 FLOW VELOCITYCFEET/SEC.) = 5.32 DEPTH"VELOCITYCFT"FT/SEC.) = 3.62 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 = ----------.~---------------~-----------~-------------------------------~~-~- ttettDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 eFLUENCE VALUES USED FOR INDEPENDENT E OF CONCENTRATION(MIN.) = 11.69 RAINFALL INTENSITYCINCH/HR) = 3.19 TOTAL STREAM AREACACRES) = 2.30 PEAK FLOW RATECCFS) AT CONFLUENCE = STREAM 2 ARE: 18_41 \c.,,'\ +---------~~~~---------~._---------------_._------~._-----..._----~-~_._---+ , HALF STREET FLOWS FROM BASIN 500 , , , ~---------------------------------------------------------------------~ **************************************************************************** FLOW PROCESS FROM NODE 509.DO TO NODE 509.00 IS CODE = 7 -_.._-----_._------~~---------_._-_._~----------------------_._~~-_....._--- .....USER SPECIFIED HYDROLOGY INFDRMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 11.76 RAIN INTENSITY(INCH/HOUR) = 3.18 TOTAL AREACACRES) = 1.40 TOTAL RUNOFFCCFS) = 8.99 **************************************************************************** FLOW PROCESS FROM NODE 509.00 TO NODE 605.00 IS CODE = 61 --._._--------~.._---------_._---_..__._-------------------~---_._---------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....CSTANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1285.79 DDWNSTREAM ELEVATIONCFEET) = 1281.42 STREET LENGTHCFEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CRDWN TO CROSSFALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 ~IFIED NUMBER OF HALFSTREETS 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 CDMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELDCITY(FEET/SEC.) PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) STREET FLOW TRAVEL TIME(MIN.) = 1.10 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.10 TOTAL AREA(ACRES) = 1.50 9.12 10.51 4.54 2.61 Tc(MIN.) = 3.031 = .8851 12.86 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 0.27 9.26 END OF SU8AREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 10.61 FLOW VELOCITY(FEET/SEC.) = 4.57 DEPTH'VELOCITY(FT'FT/SEC.) = 2.64 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 605.00 = 300.00 FEET. **************************************************************************** -~-~~~~~~~-~~~~-~~~~----~~~:~~-~~-~~~~----~~~:~~-~~-~~~-~-_.~---------- """DESIGNATE INDEPENDENT STREAM FOR CDNFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TDTAL NUMBER DF STREAMS = 4 CDNFLUENCE VALUES USED FDR INDEPENDENT STREAM 3 ARE: \o..~ TIME DF CDNCENTRATIDNCMIN.) = RAINFALL INTENSITY(INCH/HR) = TDTAL STREAM AREACACRES) = 12.86 3.03 LSD PEAK FLDW RATE(CFS) AT CDNFLUENCE = 9.26 .4IIIl...................................................................... FLDW PRDCESS FRDM NDDE 608.00 TO NODE 609.00 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 = 1120.00 UPSTREAM ELEVATION = 1285.70 DOWNSTREAM ELEVATION = 1283.76 ELEVATION DIFFERENCE = 1.94 TC = 0.393'[C 1120.00"3)/( 1.94)]".2 = 23.223 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.190 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF CDEFFICIENT = .8034 SOIL CLASSIFICATION IS RCR SUBAREA RUNDFF(CFS) = 0.35 TOTAL AREACACRES) = D.2D TDTAL RUNDFFCCFS) = 0.35 **************************************************************************** FLDW PRDCESS FRDM NDDE 608.00 TO NODE 605.00 IS CDDE = 61 ---~-----------------~-----------~---------------~._---_.__.._---~--~~~~~~~~ .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA .....CSTANDARD CURB SECTION USED) =~====================================================================== ~REAM ELEVATIONCFEET) = 1283.26 DOWNSTREAM ELEVATIONCFEET) = 1281.42 STREET LENGTHCFEET) = 180.00 CUR8 HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALLCDECIMAL) OUTSIDE STREET CROSSFALLCDECIMAL) GRADE8REAKCFEET) 0.020 . = 0.080 13.DD . SPECIFIED NUMBER DF HALFSTREETS CARRYING RUNDFF = 1 STREET PARKWAY CRDSSFALLCDECIMAL) = 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 DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTHCFEET) = 2.78 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.4D PRDDUCT OF DEPTH&VELDCITYCFT'FT/SEC.) = 0.62 STREET FLDW TRAVEL TIMECMIN.) = 1.25 TcCMIN.) = 24.47 100 YEAR RAINFALL INTENSITYCINCH/HDUR) = 2.128 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF CDEFFICIENT = .8012 SOIL CLASSIFICATION IS "CD SUBAREA AREACACRES) = 0.60 SUBAREA RUNOFFCCFS) = TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = ~OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.31 HALFSTREET FLOOD WIDTHCFEET) 3.41 FLOW VELOCITY(FEET/SEC.) = 2.66 DEPTH'VELOCITY(FT'FT/SEC.) LONGEST FLOWPATH FROM NDDE 608.00 TO NODE 605.0D = 1300.00 0.86 1.02 1.37 0.82 FEET. \~C\ **************************************************************************** FLOW PROCESS FROM NOOE 602.00 TO NOOE 605.00 IS COOE = ~-----------_..._----~--~~._----~~_._._----~~~~.._---~._--~~-_._---------~~~ ~'DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ~'ANO COMPUTE VARIOUS CONFLUENCED STREAM VALUES ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUM8ER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 24.47 RAINFALL INTENSITYCINCH/HR) = 2.13 TOTAL STREAM AREACACRES) = 0.80 PEAK FLOW RATECCFS) 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 (INCH/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 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 ~LUENCE FORMULA USED FOR 4 STREAMS. ~EAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER CCFS) (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 CDNFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) 37.32 TcCMIN.) = 11.69 TOTAL AREA(ACRES) = B.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 CODE = 11 -~_..._-_._-----~----------~..._------._---------~~-----.--------...-------- .....CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNDFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 37.32 11.69 3.194 8.20 LONGEST FLOWPATH FROM NODE 608.00 TO NODE 602.00 = 1300.00 FEET. 4IIIIEMORY BANK # CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER CCFS) (MIN.) (INCH/HDUR) CACRE) 1 8.24 9.74 3.530 2.70 7,..t:P LONGEST FLOWPATH FROM NODE 600.00 TO NOOE 602.00 = 690.00 FEET. *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ~HE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA ~ NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) CMIN.) (INCH/HOUR) 1 39.35 9.74 3.530 2 44.n 11.69 3.194 COMPUTED CONFLUENCE PEAK FLOW RATECCFS) TOTAL AREACACRES) = ESTIMATES ARE AS FOLLOWS: = 44.77 Tc(MIN.) = 10.90 11.69 +-----------------------------.._-----------~~.__._---~.~-~._---------.~~..+ , START STORM DRAIN FLOWS , , , 1 , +-----------~-----------------~~-------------_.~_.._-----~.~----------_._--+ **************************************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE 506.00 IS CODE = 7 -----------~~~-~_._---------~------------------------------_._----------~--- ~~~~~USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~-SPECIFIED VALUES ARE AS FOLLOWS, ~IN) = 10.73 RAIN INTENSITY(INCH/HOUR) = 3.35 TOTAL AREACACRES) = 9.90 TOTAL RUNOFFCCFS) = 18.70 **************************************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE 610.00 IS CODE = 41 -------_._-~~----------~~~~._--------~---------------.----------_.~--------- ~~~~~COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA ~tt~tUSING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 12n.25 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 69.38 MANNING'S N 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 12.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.39 GIVEN PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 18.70 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 1275.86 0.11 Tc(MIN.) = 608.00 TO NODE 10.84 610.00 = 1369.38 FEET. **************************************************************************** FLOW PROCESS FROM NODE 610.00 TO NODE 610.00 IS CODE = -----.---------------------------.------------------------~~---------_.._-~. .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ~ OF CONCENTRATIONCMIN.) = 10.84 ""'FALL INTENSITY(INCH/HR) = 3.33 TOTAL STREAM AREA(ACRES) = 9.90 PEAK FLOW RATECCFS) AT CONFLUENCE = 18.70 ~\ +------~-------~~._----------------------~--------------------~~----------~+ , LATERAL B3 1 , , , , ~----------_._--------------_._-------------------------------.-------+ **************************************************************************** FLOW PROCESS FROM NOOE 417.00 TO NODE 417.00 IS CODE = 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 RUNOFFCCFS) = 16.40 **************************************************************************** FLOW PROCESS FROM NODE 417.00 TO NODE 610.00 IS CODE = 41 ----_.._---------------~--------------------------------------~._------~~~~~ .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIEO PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1278.40 DOWNSTREAM(FEET) = 1276.36 FLOW LENGTH(FEET) = 70.82 MANNING'S N = 0.013 OEPTH OF FLOW IN 18.0 INCH PIPE IS 13.9 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 11.18 GIVEN PIPE DIAMETERCINCH) = 18.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 16.40 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 10.47 LONGEST FLOWPATH FROM NODE 606.00 TO NODE 610.00 = 590.82 FEET. ~********************************************************************* .~-PROCESS FROM NODE 610.00 TO NODE 610.00 IS CODE = 1 -----~~--------~~-----------~--------~--------------------~-------------~~-- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: (((((AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.47 RAINFALL INTENSITYCINCH/HR) = 3.39 TOTAL STREAM AREA(ACRES) = 8.60 PEAK FLOW RATECCFS) AT CONFLUENCE = 16.40 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 18.70 2 16.40 Tc CMIN.) 10.84 10.47 INTENSITY (INCH/HOUR) 3.329 3.394 AREA (ACRE) 9.90 8.60 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&YCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ~ALL INTENSITY AND TIME OF CONCENTRATION RATIO ~UENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY ~ NUMBER (CFS) (MIN.) (INCH/HOUR) 1 34.45 10.47 3.394 2 34.79 10.84 3.329 41111LTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 34.79 Tc(MIN.) = 10.84 TOTAL AREA(ACRES) = 18.50 LONGEST FLOWPATH FROM NOOE 608.00 TO NODE 610.00 = 1369.38 FEET. **************************************************************************** FLOW PROCESS FROM NODE 610.00 TO NODE 611.00 IS CODE = 41 -------------------_.~~---------_.~-------------------._~---------~--------- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1276.36 DOWNSTREAMCFEET) = 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 NUMBER OF PIPES PIPE-FLOWCCFS) = 34.79 PIPE TRAVEL TIMECMIN.) = 0.02 Tc(MIN.) = LONGEST FLOWPATH FROM NODE 608.00 TO NODE 1275.38 10.86 611.00 1388.63 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 611.00 TO NODE 612.00 IS CODE = 41 ----~------------------~--------------------------------~-~~---------~~~-_.- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .'USING USER-SPECIFIED PIPESI2E (EXISTING ELEMENT) = ===================================================================== ATION DATA: UPSTREAM(FEET) = 1274.64 DOWNSTREAM(FEET) = 1274.02 FLOW LENGTHCFEET) = 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(CFS) = 34.79 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = LONGEST FLOWPATH FROM NODE 608.00 TO NODE 11.14 612.00 = 1510.69 FEET. **************************************************************************** FLOW PROCESS FROM NODE 612.00 TO NOOE 613.00 IS COOE = 41 --------~----------~---------~------------------------------~---------~~~--~ .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA=====: .....USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1274.00 DOWNSTREAM(FEET) 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(CFS) = 34.79 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = LONGEST FLOWPATH FROM NODE 608.00 TO NODE = 1272.61 11.31 613.00 = 1614.50 FEET. '.********~************************************************************ PROCESS FROM NODE 613.00 TO NODE 613.00 IS CODE = 1 -_._--------------------.~~~-----------~--------_.._-----------------------~ tttttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== 1Y'O ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUM8ER OF STREAMS = 3 CONFLUENCE VALUES USEO FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 11.31 RAINFALL INTENSITY(INCH/HR) = 3.25 ~AL STREAM AREACACRES) = 18.50 ~ FLOW RATE(CFS) AT CONFLUENCE = STREAM 1 ARE: 34.79 **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 602.00 IS CODE = 7 ---------~-------------~----~---------~---~--------------~--_._--_.._-_.~--- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 11.69 RAIN INTENSITY(INCH/HOUR) = 3.19 TOTAL AREACACRES) = 5.45 TOTAL RUNOFF(CFS) = 22.39 **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 613.00 IS COOE = 41 ------~--~-~--------~~---------~----~-------------------~------------------- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA .....USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1272.98 DOWNSTREAMCFEET) = 1272.78 FLOW LENGTHCFEET) = 39.17 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) 5.63 GIVEN PIPE OIAMETERCINCH) = 27.00 NUMBER OF PIPES = PIPE-FLOWCCFS) = 22.39 PIPE TRAVEL TIMECMIN.) = 0.12 TcCMIN.) = 11.81 LONGEST FLOWPATH FROM NODE 606.00 TO NDOE 613.00 629.99 FEET. .~...................................................................... FLOW PROCESS FROM NODE 613.00 TO NODE 613.00 IS CODE = ------------------~_._-------------------_._---~----~----.------------------ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INOEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.81 RAINFALL INTENSITY(INCH/HR) = 3.18 TOTAL STREAM AREACACRES) = 5.45 PEAK FLOW RATECCFS) AT CONFLUENCE = 22.39 **************************************************************************** FLOW PROCESS FROM NODE 605.00 TO NODE 605.00 IS CODE = 7 -~-----------------------~------------------------~----~--------~-----~----- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- tt444USER SPECIFIED HYDROLOGY INFORMATION AT NODE USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 11.69 RAIN INTENSITYCINCH/HOUR) = 3.19 TOTAL AREACACRES) = 5.45 TOTAL RUNOFFCCFS) = 22.39 **************************************************************************** FLOW PROCESS FROM NODE 605.00 TO NOOE 613.00 IS CODE =41 -----------------_._------------------------~--------------------------~~--- JIIIIlCOMPUTE PIPE-FL~ TRAVEL TIME THRU SUBAREA ==~~~:~=~~~::~:~~~:~~~=:~:~~~~~=~~~~~:~:~=~~:::::~===================== ELEVATION DATA: UPSTREAM(FEET) FLOW LENGTHCFEET) = 30.79 ASSUME FULL-FLOWING PIPELINE 1272.94 DOWNSTREAMCFEET) = 1272.78 MANNING'S N = 0.013 1JA "" PIPE-FLOW VELDCITY(FEET/SEC.) = 5.63 GIVEN PIPE DIAMETER(INCH) = 27.00 NUMBER DF PIPES PIPE-FLOW(CFS) = 22.39 .....~TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 11.78 ~ST FLOWPATH FROM NODE 0.00 TO NODE 613.00 = 330.79 FEET. **************************************************************************** FLOW PROCESS FROM NODE 613.00 TO NODE 613.00 IS CODE = ----~------------------~._-----------~._---~----~------~~----~~---_._-~----- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUM8ER 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 AREACACRES) = 5.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.39 ** CONFLUENCE DATA ** STREAM RUNOFF NUM8ER (CFS) 1 34.79 2 22.39 3 22.39 Tc CMIN. ) 11.31 11.81 11.78 INTENSITY (I NCH/HOUR) 3.253 3.177 3.180 AREA (ACRE) 18.50 5.45 5.45 *********************************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 ... NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 11II'********************************************************************* RAINFALL INTENSITY AND TIME DF CONCENTRAT JON RATIO CONFLUENCE FORMULA USEO FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 77.72 11.31 3.253 2 78.74 11.78 3.180 3 78.73 11.81 3.177 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 77 .72 TcCMIN.) = 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 ~--______~._____4_____~____________~~__________________.___________________~ .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA (((t(USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION OATA: UPSTREAMCFEET) ~ENGTH(FEET) = 185.37 FULL-FLOWING PIPELINE PI E-FLOW VELOCITY(FEET/SEC.) = 11.00 GIVEN PIPE DIAMETERCINCH) = 36.00 PIPE-FLDW(CFS) = 77.72 PIPE TRAVEL TIME(MIN.) = 0.28 1272.43 DOWNSTREAM(FEET) MANNING/S N = 0.013 1271.50 NUMBER OF PIPES Tc(MIN.) 11.59 1/,l~ LONGEST FLO~PATH FROM NODE 608.00 TO NODE 614.00 = 1799.87 FEET. **************************************************************************** _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: UPSTREAMCFEET) = 1271.11 OOWNSTREAMCFEET) = FLOW LENGTHCFEET) = 160.62 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 12.5 INCHES PIPE'FLOW VELOCITYCFEET/SEC.) = 35.82 GIVEN PIPE DIAMETERCINCH) = 36.00 NUM8ER OF PIPES PIPE-FLOWCCFS) = 77.72 PIPE TRAVEL TIMECMIN.) = LONGEST FLOWPATH FROM NODE 1236.40 0.07 Tc(MIN.) = 608.00 TO NODE 11.66 615.00 1960.49 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) = 29.40 TCIMIN.) = 77.72 11.66 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS e . 1J>fI e RATIONAL HYDROLOGY OUTPUT: e DRAINAGE BASIN 800 LINES C, C1, C2, C3 & C4 . 191. **************************************************************************** e RATIONAL METHDD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT CRCFC&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 800 * 10-YEAR , SURFACE AND STORM ORAIN , , , ************************************************************************** FILE NAME: 10LN800.0AT TIME/DATE OF STUDY: 14:47 06/01/2001 -----------------------~._-----------~~-----------------~~~~~~-----------_.- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------~~----------~--~----------------------_._-~--------------------~--~--- USER SPECIFIEO STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZECINCH) = 18.00 SPECIFIED PERCENT OF GRADIENTSCDECIMAL) TO USE FOR FRICTION SLOPE 0.95 ~EAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 ~EAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480 100-YEAR STORM 60-MINUTE INTENSITYCINCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536 COMPUTEO RAINFALL INTENSITY DATA: STORM EVENT = 10.00 '-HOUR INTENSITYCINCH/HOUR) = 0.889 SLOPE OF INTENSITY DURATION CURVE = 0.5506 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIDNAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCOROING TO RCFC&WCO HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOYNSTREAM ANALYSES 'USER-OEFINEO STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOY 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 CFT) (FT) (FT) (FT) Cn) --------- --------- ----------------- ----------------- 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 OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** . PROCESS FROM NODE 801.00 TO NODE 802.00 IS CODE = 21 - ------~--~--------------~---------------_..~~-----~----------_._~~-~~-- .....RATIONAL METHOD INITIAL SU8AREA ANALYSIS ~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMEO INITIAL SU8AREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K'[CLENGTH"3)/CELEVATION CHANGE)]".2 INITIAL SU8AREA FLOW-LENGTH = 195.00 _REAM ELEVATION = 1302.70 STREAM ELEVATION = 1297.81 VATIDN DIFFERENCE = 4.89 TC = 0.303'[C 195.00"3)/C 4.89)]".2 5.221 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.409 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8788 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.60 TOTAL AREACACRES) = 0.20 TOTAL RUNOFFCCFS) = 0.60 **************************************************************************** FLOW PROCESS FROM NODE 802.00 TO NODE 802.00 IS CODE = .....DESIGNATE INDEPENOENT STREAM FOR CDNFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) 5.22 RAINFALL INTENSITYCINCH/HR) = 3.41 TOTAL STREAM AREACACRES) = 0.20 PEAK FLOW RATECCFS) AT CONFLUENCE = 0.60 **************************************************************************** FLOW PROCESS FROM NODE 803.00 TO NODE 804.00 IS CODE = 21 ~::::;;:::~:;:;~;::~;::::::~::;;~::~::::::============================= DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K*[CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 1306.80 DOWNSTREAM ELEVATION = 1304.75 ELEVATION DIFFERENCE = 2.05 TC = 0.393'[C 140.00"3)/( 2.05)J".2 = 6.596 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.997 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8419 SOIL CLASSIFICATION IS "D" SU8AREA RUNOFF(CFS) = TOTAL AREACACRES) = 0.38 0.15 TOTAL RUNOFFCCFS) = 0.38 **************************************************************************** FLOW PROCESS FROM NODE 804.00 TO NOOE 802.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....CSTANDARD CUR8 SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1304.25 DDWNSTREAM ELEVATIONCFEET) = 1297.81 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 _ANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) DE STREET CROSSFALLCDECIMAL) = 0.020 SIDE STREET CROSSFALLCDECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 'lJA Manning/s FRICTION FACTOR for StreetfLow SectionCcurb-to-curb) = 0.0150 Manning/s FRICTION FACTOR for Back-of-WaLk Flow Section 0.0200 e"TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) EETFLOW MOOEL RESULTS USING ESTIMATED FLOW: REET FLOW DEPTHCFEET) = 0.35 HALFSTREET FLOOD WIDTHCFEET) = 3.93 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.23 PRODUCT OF DEPTH&VELOCITYCFT'FT/SEC.) 1.13 STREET FLOW TRAVEL TIMECMIN.) = 2.58 TcCMIN.) 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.499 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8321 SOIL CLASSIFICATION IS RD" SUBAREA AREACACRES) = 1.70 TOTAL AREACACRES) = 1.85 2.16 9.18 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 3.53 3.91 END OF SU8AREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.44 HALFSTREET FLOOD WIDTHCFEET) = 5.00 FLOW VELOCITYCFEET/SEC.) = 3.73 DEPTH'VELOCITYCFT'FT/SEC.) 1.63 LONGEST FLOWPATH FROM NODE 803.00 TO NOOE 802.00 = 640.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 802.00 TO NOOE 802.00 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: . OF CONCENTRATION(MIN.) = 9.18 FALL lNTENSITY(INCH/HR) = 2.50 TOTAL STREAM AREACACRES) = 1.85 PEAK FLOW RATE(CFS) AT CONFLUENCE 3.91 ** CONFLUENCE DATA ** STREAM NUMBER 1 2 RUNOFF (CFS) 0.60 3.91 Tc CMIN.) 5.22 9.18 INTENSITY CINCH/HOUR) 3.409 2.499 AREA (ACRE) 0.20 1.85 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASEO ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLDW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE T A8LE ., STREAM RUNOFF Tc INTENSITY NUMBER (CFS) CMIN.) (INCH/HOUR) 1 2.83 5.22 3.409 2 4.35 9.18 2.499 ~TEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: ~-FLDW RATECCFS) = 4.35 TcCMIN.) = 9.18 TOTAL AREACACRES) = 2.05 LONGEST FLOWPATH FROM NODE 803.00 TO NODE 802.00 640.00 FEET. 1)0 **************************************************************************** FLOW PROCESS FROM NODE 802.00 TO NOOE 802.00 IS CODE = --------------~~_..._-----_.._-----------...._----.._--------~._-----~._---- =4iiiit~::~:;::~;:;;::::;:::=;:::::=:~:=~~::~~::~:========================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 9.18 RAINFALL INTENSITYCINCH/HR) = 2.50 TOTAL STREAM AREACACRES) = 2.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.35 **************************************************************************** FLOW PROCESS FROM NODE 805.00 TO NOOE 806.00 IS CODE = 21 -_.._--------.._._---------_._------~-.------------._-----~._--------------~ ...~.RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 1307.00 DOWNSTREAM ELEVATION = 1304.84 ELEVATION DIFFERENCE = 2.16 TC = 0.393'[C 140.00"3)/C 2.16)]".2 = 6.527 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.015 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8422 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFFCCFS) 0.38 4IIIIt AREACACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.38 **************************************************************************** FLOW PROCESS FROM NODE 806.00 TO NODE 802.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA .....CSTANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1304.34 OOWNSTREAM ELEVATIONCFEET) = 1297.81 STREET LENGTH(FEET) = 470.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTHCFEET) = 30.00 OISTANCE FROM CROWN TO CROSS FALL GRAOEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIEO 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 tor Back-at-Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) 1.97 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTHCFEET) = 3.73 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.26 ~OUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = 1.09 ~T FLOW TRAVEL TIME(MIN.) = 2.40 TcCMIN.) = 8.93 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.537 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8329 SOIL CLASSIFICATION IS "0" "V\\ SU8AREA AREACACRES) TOTAL AREACACRES) = 1.50 1.65 SUBAREA RUNDFF(CFS) PEAK FLOW RATECCFS) = 3.17 3.55 ENO OF SU8AREA STREET FLOW HYDRAULICS: ~HCFEET) = 0.41 HALFSTREET FLOOD WIOTH(FEET) = 4.73 ~ VELOCITYCFEET/SEC.) = 3.75 DEPTH'VELDCITYCFT'FT/SEC.) = 1.56 LONGEST FLOWPATH FROM NODE 805.00 TD NODE 802.00 = 610.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 802.00 TO NODE 802.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE .....AND COMPUTE VARIOUS CONFLUENCEO STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 8.93 RAINFALL INTENSITY(INCH/HR) = 2.54 TOTAL STREAM AREACACRES) = 1.65 PEAK FLOW RATECCFS) AT CONFLUENCE = 3.55 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 4.35 2 3.55 Tc CMIN. ) 9.18 8.93 1 NTENSI TY CINCH/HOUR) 2.499 2.537 AREA CACRE) 2.05 1.65 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASEO _HE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA 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 TA8LE " STREAM RUNOFF Tc INTENSITY NUMBER CCFS) CMIN.) CINCH/HOUR) 1 7.79 8.93 2.537 2 7.85 9.18 2.499 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 7.85 TcCMIN.) = 9.18 TOTAL AREA(ACRES) = 3.70 LONGEST FLOWPATH FROM NOOE 803.00 TO NODE 802.00 = 640.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 802.00 TO NODE 807.00 IS CODE = 61 -------------------------_._--------------~-----------.~--------~~~~_._----- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA-===: .....CSTANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1297.81 DOWNSTREAM ELEVATIONCFEET) = 1285.32 STREET LENGTHCFEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 ~ET HALFWIDTHCFEET) = 30.00 OISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) 18.00 INSIDE STREET CROSSFALLCDECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DEClMAL) = 0.080 1,,-,V SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = , STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 ~ning/s FRICTION FACTOR for Streetflow SectionCcurb-to-curb) = ~ning/S FRICTION FACTOR for Back-of-YaLk Flow Section = 0.0200 0.0150 "TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREETFLOW MODEL RESULTS USING ESTIMATEO FLOW: STREET FLOW DEPTHCFEET) = 0.46 HALFSTREET FLOOD WIDTHCFEET) = 5.26 AVERAGE FLOW VELOCITYCFEET/SEC.) 6.96 PRODUCT OF DEPTH&VELOCITYCFT'FT/SEC.) = 3.18 STREET FLOW TRAVEL TIMECMIN.) = 0.72 TcCMIN.) = 9.90 10 YEAR RAINFALL INTENSITYCINCH/HOUR) 2.397 COMMERCIAL OEVELOPMENT RUNOFF COEFFICIENT = .8726 SOIL CLASSIFICATION IS "B" SUBAREA AREACACRES) = 0.20 SUBAREA RUNOFFCCFS) TOTAL AREACACRES) = 3.90 PEAK. FLOW RATECCFS) 8.06 0.42 8.27 ENO OF SUBAREA STREET FLOW HYDRAULICS, OEPTHCFEET) = 0.46 HALFSTREET FLOOD WIDTHCFEET) = 5.32 FLOW VELOCITYCFEET/SEC.) = 6.98 DEPTH'VELOCITY(FT'FT/SEC.) LONGEST FLOWPATH FROM NODE 803.00 TO NODE 807.00 = 940.00 3.23 FEET . **************************************************************************** FLOW PROCESS FROM NODE 807.00 TO NODE 807.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~AL NUMBER OF STREAMS = 2 ~FLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 9.90 RAINFALL INTENSITYCINCH/HR) = 2.40 TOTAL STREAM AREACACRES) = 3.90 PEAK FLOW RATECCFS) AT CONFLUENCE = 8.27 **************************************************************************** FLOW PROCESS FROM NODE 808.00 TO NODE 809.00 IS CODE = 21 (((ttRATIONAL METHOD iNITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMEO INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K*[CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 110.00 UPSTREAM ELEVATION = 1293.40 OOWNSTREAM ELEVATION = 1290.96 ELEVATION DIFFERENCE = 2.44 TC = 0.393'[C 110.00"3)/C 2.44)]".2 5.512 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.309 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8467 SOIL CLASSIFICATION IS "on SUBAREA RUNOFFCCFS) = 0.70 TOTAL AREACACRES) = 0.25 TOTAL RUNOFFCCFS) = 0.70 ~*********************************************************************** ~W PROCESS FROM NODE 809.00 TO NODE 807.00 IS CODE = 61 .....COMPUTE STREET FLDW TRAVEL TIME THRU SUBAREA====: tttttCSTANDARD CURB SECTION USED)===== 7>7 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1296.46 DDWNSTREAM ELEVATIONCFEET) = 1285.32 STREET LENGTHCFEET) = 330.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 ~STANCE FROM CROWN TO CROSSFALL INSIOE STREET CROSSFALLCDECIMAL) OUTSIDE STREET CROSSFALLCDECIMAL) GRADEBREAK(FEET) = 0.020 = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CRDSSFALL(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 FLOYCCFS) STREET FLOW MOOEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTHCFEET) = 0.29 HALFSTREET FLOOD WIDTHCFEET) = 3.15 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.64 PROOUCT OF DEPTH&VELOCITYCFT'FT/SEC.) = 1.34 STREET FLOW TRAVEL TIME(MIN.) = 1.18 TcCMIN.) 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.972 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF CDEFFICIENT = .8415 SOIL CLASSIFICATION IS "D" SUBAREA AREACACRES) 1.10 TDTAL AREA(ACRES) = 1.35 2.08 6.70 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 2.75 3.45 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTHCFEET) = 0.35 HALFSTREET FLOOD WIDTHCFEET) 3.91 ~OW VELOCITYCFEET/SEC.) = 5.21 DEPTH'VELOCITYCFT'FT/SEC.) = ~GEST FLOWPATH FROM NODE 808.00 TO NODE 807.00 = 440.00 1.~ FEET. **************************************************************************** FLOW PROCESS FROM NODE 807.00 TO NODE 807.00 IS CODE = --~~~~---------------~-~--------~--------------------~~~_.~----------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE=====: ~~~ttAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) 6.70 RAINFALL INTENSITY(INCH/HR) = 2.97 TOTAL STREAM AREACACRES) = 1.35 PEAK FLOW RATECCFS) AT CONFLUENCE = 3.45 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) , 8.27 2 3.45 Tc (MIN.) 9.90 6.70 INTENSITY CINCH/HOUR) 2.397 2.972 AREA CACRE) 3.90 1.35 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FDRMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE DF PEAK FLOW. ~********************************************************************** RAINFALL INTENSITY AND TIME OF CDNCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ~ ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER CCFS) (MIN. ) (J NCH/HOUR) 1 9.05 6.70 2.972 e2 11.05 9.90 2.397 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 11.05 Tc(MIN.) = 9.90 TOTAL AREACACRES) = 5.25 LONGEST FLOWPATH FROM NODE 803.00 TO NODE 807.00 = 940.00 FEET. **************************************************************************** FLOW PROCESS FROM NDDE 807.00 TO NODE 807.00 IS CODE = .....DESIGNATE INOEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) 9.90 RAINFALL INTENSITY(INCH/HR) = 2.40 TOTAL STREAM AREACACRES) = 5.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.05 **************************************************************************** FLOW PROCESS FROM NODE 810.00 TO NODE 811.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM ~ DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) ~= K*((LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 1293.40 DOWNSTREAM ELEVATION = 1290.62 ELEVATION DIFFERENCE = 2.78 TC = 0.393'[C 140.00"3)/C 2.78)J".2 = 6.206 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.100 SINGLE-FAMILYC1/4 ACRE LDT) RUNOFF COEFFICIENT = .8436 SOIL CLASSIFICATION IS '0" SUBAREA RUNDFFCCFS) = 0.60 TOTAL AREACACRES) = 0.23 TOTAL RUNOFFCCFS) = 0.60 **************************************************************************** FLOW PROCESS FROM NODE 811. 00 TO NODE 807.00 IS CODE = 61 ~~~~~COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: ~ee~e(STANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1290.12 DOWNSTREAM ELEVATIONCFEET) = 1285.32 STREET LENGTHCFEET) = 240.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRAOEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 ~SIDE STREET CROSSFALLCDECIMAL) = 0.080 ~CIFIED 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 / "",eo "TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.27 ~ALFSTREET FLOOD WIDTHCFEET) = 2.97 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.44 PRODUCT OF DEPTH&VELOCITYCFT'FT/SEC.) 0.94 STREET FLOW TRAVEL TIMECMIN.) = 1.16 TcCMIN.) = 7.37 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.820 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8387 SOIL CLASSIFICATION IS "on SUBAREA AREACACRES) = 0.66 SUBAREA RUNOFFCCFS) TOTAL AREACACRES) = 0.89 PEAK FLOW RATECCFS) 1.38 1.56 2.16 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.32 HALFSTREET FLOOD WIOTHCFEET) = 3.58 FLOW VELOCITYCFEET/SEC.) = 3.84 DEPTH'VELOCITYCFT'FT/SEC.) = 1.24 LONGEST FLOWPATH FROM NODE 810.00 TO NODE 807.00 = 380.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 807.00 TO NODE 807.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: eeettAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.37 RAINFALL INTENSITY(INCH/HR) = 2.82 ~AL STREAM AREACACRES) = 0.89 ~K FLOW RATECCFS) AT CONFLUENCE = 2.16 ** CONFLUENCE DATA ,. STREAM RUNOFF Tc INTENSITY AREA NUMBER CCFS) CMIN.) CINCH/HOUR) CACRE) 1 11.05 9.90 2.397 5.25 2 2.16 7.37 2.820 0.89 *********************************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 ANO TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE TABLE .* RUNOFF Tc CCFS) CMIN.) 10.39 7.37 12.89 9.90 INTENSITY (INCH/HOUR) 2.820 2.397 COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: _K FLOW RATECCFS) = 12.89 Tc(MIN.) = AL AREACACRES) = 6.14 NGEST FLOWPATH FROM NODE 803.00 TO NODE 9.90 807.00 940.00 FEET. **************************************************************************** v~ FLOW PROCESS FROM NOOE 807.00 TO NODE 807.00 IS CODE = 10 .....MAIN-STREAM MEMORY COPIED ONTO MEMORY 8ANK # 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~*********************************************************************** ~W PROCESS FROM NODE 812.00 TO NODE 813.00 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 = 500.00 UPSTREAM ELEVATION = 1302.31 DOWNSTREAM ELEVATION = 1285.14 ELEVATION DIFFERENCE = 17.17 TC = 0.303'[C 500.00"3)/C 17.17)J".2 = 7.145 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.868 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8759 SOIL CLASSIFICATION IS "B" SU8AREA RUNOFF(CFS) = 1.00 TOTAL AREACACRES) = 0.40 TOTAL RUNOFFCCFS) = 1.00 **************************************************************************** FLOW PROCESS FROM NODE 813.00 TO NODE 813.00 IS CODE = 10 .....MAIN-STREAM MEMORY CDPIED ONTO MEMORY BANK # 2 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~*********************************************************************** ~W PROCESS FROM NODE 814.00 TO NODE 815.00 IS COOE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM OEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K'[(LENGTH"3)/CELEVATION CHANGE)]".2 INITIAL SUBAREA FLOW-LENGTH = 190.00 UPSTREAM ELEVATION = 1295.40 OOWNSTREAM ELEVATION = 1293.28 ELEVATION DIFFERENCE = 2.12 TC = 0.393'[( 190.00"3)/C 2.12)J".2 = 7.869 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.720 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8368 SOIL CLASSIFICATION IS .0' SUBAREA RUNOFFCCFS) = 0.46 TOTAL AREACACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.46 **************************************************************************** FLOW PROCESS FROM NDDE 815.00 TO NODE 816.00 IS COOE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....CSTANDARD CURB SECTION USED)====: ============================================================================ _TREAM ELEVATIONCFEET) = 1292.78 DOWNSTREAM ELEVATIONCFEET) EET LENGTHCFEET) = 550.00 CURB HEIGHTCINCHES) = 6.0 REET HALFWIDTHCFEET) = 30.00 = 129D.04 ~ DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) INSIDE STREET CROSSFALLCOECIMAL) = 0.020 18.00 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 ~ning/s FRICTION FACTOR for Streetflow SectionCcurb-to-curb) = ~nning/s FRICTION FACTOR for Back-of~Walk FLow Section = 0.0200 0.0150 "TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTHCFEET) = 4.22 AVERAGE FLOW VELOCITYCFEET/SEC.) 2.11 PRODUCT OF DEPTH&VELOCITYCFT'FT/SEC.) = 0.79 STREET FLOW TRAVEL TIMECMIN.) = 4.35 TcCMIN.) = 12.22 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.135 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8225 SOIL CLASSIFICATION IS no" SUBAREA AREA(ACRES) 1.30 TOTAL AREACACRES) = 1.50 1.~ SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 2.28 2.74 ENO OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) 5.24 FLOW VELOCITYCFEET/SEC.) = 2.38 DEPTH'VELOCITYCFT'FT/SEC.) = 1.08 LONGEST FLOWPATH FROM NODE 814.00 TO NODE 816.00 = 740.00 FEET. **************************************************************************** FLOW PROCESS FRDM NODE 816.00 TO NODE 816.00 IS CODE = --_._-----------_.~~~---------._-----------------~_._-------_.~------------- .....DESIGNATE INOEPENDENT STREAM FOR CONFLUENCE====: ~::=::::::=~;=;;::::;=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.22 RAINFALL INTENSITYCINCH/HR) = 2.13 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATECCFS) AT CDNFLUENCE = 2.74 **************************************************************************** FLOW PROCESS FROM NODE 817.00 TO NOOE 818.00 IS COOE = 21 ----_.~~----------------------._-----------------._----------_.~~_._-------- .....RATIONAL METHOD INITIAL SU8AREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 110.00 UPSTREAM ELEVATION = 1295.90 DOWNSTREAM ELEVATION = 1293.11 ELEVATION DIFFERENCE = 2.79 TC = 0.393'[C 110.00"3)/C 2.79)]".2 = 5.366 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.358 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8474 SOIL CLASSIFICATION IS "On SUBAREA RUNOFFCCFS) = 0.57 ~TAL AREACACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.57 ~*********************************************************************** FLOW PROCESS FROM NODE 818.00 TO NODE 816.00 IS CODE = 61 ? --------------------------------------------~._----------------------~-~~~-~ .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: ~~~~~CSTANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1292.61 OOWNSTREAM ELEVATIONCFEET) = 1290.04 STREET LENGTHCFEET) = 210.00 CURB HEIGHTCINCHES) = 6.0 41111JET HALFWIOTHCFEET) = 30.00 OISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNDFF = 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) = 0.28 HALFSTREET FLODD WIDTHCFEET) = 3.09 AVERAGE FLOW VELOCITYCFEET/SEC.) 2.77 PRODUCT OF DEPTH&VELOCITYCFT'FT/SEC.) = 0.79 STREET FLOW TRAVEL TIMECMIN.) = 1.26 Tc(MIN.) = 6.63 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.989 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8418 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) = 0.50 TOTAL AREA(ACRES) = 0.70 1.~ SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 1.U 1.83 END OF SUBAREA STREET FLOW HYDRAULICS: ~HCFEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 3.70 ~ VELOCITY(FEET/SEC.) = 3.05 DEPTH*VELOCITYCFT*FT/SEC.) 1.01 LONGEST FLOWPATH FROM NODE 817.00 TO NODE 816.00 = 320.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 816.00 TO NODE 816.00 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.) 6.63 RAINFALL INTENSITY(INCH/HR) = 2.99 TOTAL STREAM AREA(ACRES) = 0.70 PEAK FLOW RATECCFS) AT CONFLUENCE = 1.83 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 2.74 2 1.83 Tc CMIN.) 12.22 6.63 INTENSITY CINCH/HOUR) 2.135 2.989 AREA CACRE) 1.50 0.70 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED .THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA 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) e 1 3.31 6.63 2.989 2 4.04 12.22 2.135 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 4.04 TcCMIN.) = 12.22 TOTAL AREACACRES) = 2.20 LONGEST FLOWPATH FROM NODE 814.00 TO NOOE 816.00 = 740.00 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 816.00 TO NODE 816.00 IS CODE = .....OESIGNATE INDEPENOENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES US EO FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.22 RAINFALL INTENSITYCINCH/HR) = 2.13 TOTAL STREAM AREACACRES) = 2.20 PEAK FLOW RATECCFS) AT CONFLUENCE = 4.04 **************************************************************************** FLOW PROCESS FROM NDDE 819.00 TO NODE 820.00 IS CDDE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- e TC = K'[CLENGTH"3)/CELEVATION CHANGE)]".2 INITIAL SUBAREA FLOW. LENGTH = 110.00 UPSTREAM ELEVATION = 1296.50 DOWNSTREAM ELEVATION = 1294.32 ELEVATION DIFFERENCE = 2.18 TC = 0.393'[( 110.00"3)/( 2.18)]".2 5.638 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.268 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8461 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) TOTAL AREACACRES) = ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) 0.41 0.15 TOTAL RUNOFFCCFS) = 0.41 **************************************************************************** FLOW PROCESS FROM NODE 820.00 TO NODE 816.00 IS CODE = 61 -----------------_...._------~-------~.~~-----------~--_.._-------------~--- .....COMPUTE STREET FLOW TRAVEL TIME THRU SU8AREA====: tttttCSTANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEETl = 1293.82 DOWNSTREAM ELEVATIONCFEET) = 1290.04 STREET LENGTH(FEET) = 200.00 CUR8 HEIGHTCINCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 ~TSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning/s FRICTION FACTOR for Streetflow SectionCcurb-to-curb) vP 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATEO FLOWCCFS) = eSTREETFLOW MOOEL RESULTS USING ESTIMATED FLDW: TREET FLOW DEPTHCFEET) = 0.23 ALFSTREET FLOOD WIDTHCFEET) = 2.47 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.09 PRODUCT OF DEPTH&VELOCITYCFT'FT/SEC.) 0.72 STREET FLOW TRAVEL TIMECMIN.) = 1.08 TcCMIN.) 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.968 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8414 SOIL CLASSIFICATION IS non SUBAREA AREACACRES) 0.40 TOTAL AREA(ACRES) = 0.55 0.91 6.71 SUBAREA RUNOFFCCFS) = PEAK FLOW RATE(CFS) = 1.00 1.41 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 3.03 FLOW VELOCITY(FEET/SEC.) = 3.39 OEPTH'VELOCITY(FT'FT/SEC.) 0.94 LONGEST FLOWPATH FROM NODE 819.00 TO NODE 816.00 = 310.00 FEET. **************************************************************************** FLOW PROCESS FROM NDDE 816.00 TO NODE 816.00 IS CODE = .....DESIGNATE INDEPENOENT STREAM FOR CONFLUENCE====: tttttAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENOENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) 6.71 ~NFALL INTENSITYCINCH/HR) = 2.97 ~AL STREAM AREA(ACRES) = 0.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.41 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 4.04 2 1.41 Tc CMIN.) 12.22 6.71 INTENSITY CINCH/HOUR) 2.135 2.968 AREA (ACRE) 2.20 0.55 *********************************YARNI NG********************************** IN THIS CDMPUTER 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 CCFS) CMIN.) (INCH/HOUR) 1 3.64 6.71 2.968 2 5.06 12.22 2.135 tlPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: K FLOW RATECCFS) = 5.06 TcCMIN.) = TAL AREA(ACRES) = 2.75 LONGEST FLOWPATH FROM NODE 814.00 TO NODE 12.22 816.00 = 740.00 FEET. ~ ~ **************************************************************************** FLOW PROCESS FROM NODE 816.00 TO NODE 821.0D IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA 4;..CSTANDARD CURB SECTION USED) ======================================================================= PSTREAM ELEVATION(FEET) = 1290.04 DOWNSTREAM ELEVATIONCFEET) = 1288.91 STREET LENGTH(FEET) = 240.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADE8REAK(FEET) 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIOE STREET CROSSFALL(DECIMAL) = 0.080 J -=O/+'-f ~ (lEL.f-d. OJ,vT tJ bvf i .4:'-0 )A. SPECIFIEO 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 CDMPUTED USING ESTIMATEO FLOWCCFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIOTHCFEET) = 11.43 AVERAGE FLOW VELOCITYCFEET/SEC.) = 2.59 PRODUCT OF DEPTH&VELOCITYCFT'FT/SEC.) 1.53 STREET FLOW TRAVEL TIMECMIN.) = 1.55 TcCMIN.) = 13.76 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 1.999 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7453 SOIL CLASSIFICATION IS "8" SUBAREA AREACACRES) = 0.75 SUBAREA RUNOFFCCFS) ~TAL AREACACRES) = 3.50 PEAK FLOW RATECCFS) = END OF SUBAREA STREET FLOW HYORAULICS: DEPTHCFEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 12.56 FLOW VELOCITYCFEET/SEC.) = 2.59 DEPTH'VELOCITYCFT'FT/SEC.) = LONGEST FLOWPATH FROM NOOE 814.00 TO NOOE 821.00 = 980.00 5.62 1.12 6.18 1.57 FEET. **************************************************************************** FLOW PROCESS FROM NODE 821.00 TO NODE 821.00 IS COOE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUM8ER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.76 RAINFALL INTENSITYCINCH/HR) = 2.00 TOTAL STREAM AREACACRES) = 3.50 PEAK FLOW RATECCFS) AT CONFLUENCE = 6.18 **************************************************************************** FLOW PROCESS FROM NODE 822.00 TO NODE 823.00 IS CODE = 21 -~~_.._-------------------_._--------~~~----------------------------~-~-~--~ .....RATIONAL METHOO INITIAL SU8AREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM tt DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 NITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1300.50 DOWNSTREAM ELEVATION = 1297.93 ELEVATION DIFFERENCE 2.57 .-v1/ TC = 0.393'[( 120.00"3)/( 2.57)]".2 = 5.747 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.233 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8456 4IL CLASSIFICATION IS "D" AREA RUNOFF(CFS) = 0.55 TAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.55 **************************************************************************** FLOW PROCESS FROM NODE 823.00 TO NODE 821.00 IS CODE = 61 --------------~------------~-------._--------~------------------------------ .....CDMPUTE STREET FLDW TRAVEL TIME THRU SU8AREA====: .....(STANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1297.93 DOWNSTREAM ELEVATIONCFEET) = 1288.91 STREET LENGTHCFEET) = 600.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CRDSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALLCOECIMAL) = 0.020 OUTSIOE STREET CROSSFALLCDECIMAL) = 0.080 18.00 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 MOOEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 ~ALFSTREET FLOOO WIDTH(FEET) = 2.93 ~VERAGE FLOW VELOCITY(FEET/SEC.) = 3.00 PROOUCT OF OEPTH&VELOCITY(FT'FT/SEC.) = 0.81 STREET FLOW TRAVEL TIMECMIN.) = 3.33 TcCMIN.) = 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.513 SINGLE-FAMILYC1/4 ACRE LOT) RUNDFF COEFFICIENT = .8324 SOIL CLASSIFICATION IS '0" SUBAREA AREACACRES) 0.60 TOTAL AREACACRES) = 0.80 1.18 9.08 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 1.U 1.M END OF SUBAREA STREET FLOW HYDRAULICS: OEPTHCFEET) = 0.32 HALFSTREET FLOOD WIDTHCFEET) = 3.52 FLOW VELOCITY(FEET/SEC.) = 3.30 DEPTH'VELOCITY(FT'FT/SEC.) = 1.05 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 821.00 = 720.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 821.00 TO NODE 821.00 IS CODE = --------------------------------.-----------------------------------~------- .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES US EO FOR INDEPENDENT TIME OF CONCENTRATIONCMIN.) = 9.08 RAINFALL INTENSITYCINCH/HR) = 2.51 ~AL STREAM AREACACRES) = 0.80 .....,K FLOW RATECCFS) AT CONFLUENCE = STREAM 2 ARE: 1.80 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) Tc (MIN.) INTENSITY (INCH/HOUR) AREA (ACRE) ~ ~ 1 2 6.18 1.80 13.76 9.08 1.999 2.513 3.50 0.80 *********************************WARNI NG********************************** ~THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ""'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 5.88 9.08 2.513 2 7.61 13.76 1.999 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.61 Tc(MIN.) = 13.76 TOTAL AREACACRES) = 4.30 LONGEST FLOWPATH FROM NODE 814.00 TO NODE 821.00 = 980.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 821.00 TO NODE 821.00 IS CODE = ~~eeeDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUM8ER OF STREAMS = 2 ~FLUENCE VALUES USED FOR INDEPENDENT """E OF CONCENTRATIDN(MIN.) = 13.76 RAINFALL INTENSITY(INCH/HR) = 2.00 TOTAL STREAM AREACACRES) = 4.30 PEAK FLOW RATECCFS) AT CONFLUENCE = STREAM 1 ARE: 7.61 **************************************************************************** FLOW PROCESS FROM NODE 824.00 TO NODE 825.00 IS CODE = 21 eeeeeRATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SU8AREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SU8AREA FLOW-LENGTH = 340.00 UPSTREAM ELEVATION = 1298.51 DOWNSTREAM ELEVATION = 1288.91 ELEVATION DIFFERENCE = 9.60 TC = 0.303'[C 340.00"3)/C 9.60)J".2 = 6.368 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.056 COMMERCIAL OEVELOPMENT RUNOFF COEFFICIENT = .8886 SOIL CLASSIFICATION IS nD" SUBAREA RUNOFF(CFS) = 0.62 TOTAL AREACACRES) = 0.23 TOTAL RUNOFF(CFS) = 0.62 **************************************************************************** ~W PROCESS FRDM NODE 821.00 TO NOOE 821.00 IS CODE = 1 ~----~~-~--~~-----------~~--~------------~~-------------_._-~~~._-~---~~ .....DESIGNATE INDEPENOENT STREAM FOR CONFLUENCE====: teeeeAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES====: ~ ============================================================================ TOTAL NUMBER DF STREAMS = 2 CONFLUENCE VALUES USED FOR INOEPENOENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.37 .NFALL INTENSITY(INCH/HR) = 3.06 L STREAM AREACACRES) = 0.23 FLOW RATECCFS) AT CONFLUENCE = 0.62 ** CONFLUENCE DATA ** STREAM NUMBER 1 2 RUNOFF CCFS) 7.61 0.62 Tc CMIN. ) 13.76 6.37 INTENSITY (I NCH/HOUR) 1. 999 3.056 AREA CACRE) 4.30 0.23 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED DN 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) CMIN.) (INCH/HOUR) 1 4.15 6.37 3.056 2 8.02 13.76 1. 999 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS; ~ FLOW RATE(CFS) = 8.02 TcCMIN.) = ~L AREA(ACRES) = 4.53 LONGEST FLOWPATH FROM NOOE 814.00 TO NOOE 13.76 821.00 = 980.00 FEET. +----------_.~~---------------~._---------~~------------~~~--_.._----------+ , , proposed 7/ catch basin intercepts 4.6-cfs , bypass = 3.42 cfs , , , +------------------~-~~~~._------------------_._~--------------------------+ **************************************************************************** FLOY PROCESS FROM NODE 821.00 TO NODE 821.00 IS CODE = 7 4~444USER SPECIFIED HYDROLOGY INFORMATION AT NODE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 13.76 RAIN INTENSITYCINCH/HOUR) = 2.00 TOTAL AREACACRES) = 4.53 TOTAL RUNOFFCCFS) = 3.42 **************************************************************************** FLOW PROCESS FROM NOOE 821.00 TO NODE 825.00 IS CODE = ,61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: 44444(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 4IREAM ELEVATIONCFEET) = 1288.91 OOWNSTREAM ELEVATIONCFEET) ET LENGTH(FEET) = 180.DO CURB HEIGHT(INCHES) = 6.0 EET HALFWIDTH(FEET) = 30.00 = 1288.02 DISTANCE FROM CROWN TO CROSS FALL GRAOEBREAKCFEET) INSIDE STREET CROSSFALLCDECIMAL) = 0.020 18.00 / 1? OUTSIDE STREET CRDSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 .EET PARKWAY CROSSFALLCDECIMAL) = 0.020 ning/s FRICTION FACTOR for Streetftow Section(curb-to~curb) = nning/s FRICTION FACTOR for Back-of-WaLk Flow Section = 0.0200 0.0150 "TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREET FLOW MOOEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.58 HALFSTREET FLOOD WIDTHCFEET) = AVERAGE FLOW VELOCITYCFEET/SEC.) PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) STREET FLOW TRAVEL TIME(MIN.) = 1.13 10 YEAR RAINFALL INTENSITYCINCH/HOUR) UNDEVELOPED WATERSHED RUNDFF COEFFICIENT = SOIL CLASSIFICATION IS "D" SU8AREA AREA(ACRES) 3.00 TOTAL AREACACRES) = 7.53 5.52 10.92 2.65 1.54 Tc(MIN.) 1.914 .7304 14.89 SUBAREA RUNOFFCCFS) PEAK FLOW RATE(CFS) 4.19 7.61 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.64 HALFSTREET FLOOD WIDTHCFEET) = 14.72 FLOW VELOCITY(FEET/SEC.) = 2.66 OEPTH'VELOCITYCFT'FT/SEC.) 1.71 'NOTE: INITIAL SUBAREA NOMOGRAPH WITH SU8AREA PARAMETERS, AND L = 180.0 FT WITH ELEVATION-DROP = 0.9 FT, IS 4.8 CFS, WHICH EXCEEOS THE TOP-OF-CURB STREET CAPACITY AT NOOE 825.00 LONGEST FLOWPATH FRDM NODE 814.00 TO NODE 825.00 = 1160.00 FEET. **************************************************************************** ~W PROCESS FROM NODE 825.00 TO NODE 825.00 IS COOE = 1 ~---------------------~~---------~-_._----------~------------------------ .....DESIGNATE INDEPENOENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CDNFLUENCE VALUES USEO FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 14.89 RAINFALL INTENSITYCINCH/HR) = 1.91 TOTAL STREAM AREACACRES) = 7.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.61 **************************************************************************** FLOW PROCESS FROM NOOE 826.00 TO NOOE 827.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SU8AREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMEO INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K'[CLENGTH"3)/CELEVATION CHANGE)J".2 INITIAL SUBAREA FLOW-LENGTH = 150.00 UPSTREAM ELEVATION = 1295.40 DOWNSTREAM ELEVATION = 1293.33 ELEVATION DIFFERENCE = 2.07 TC = 0.393'[C 150.00"3)/C 2.07)J".2 6.861 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.933 tlGLE-FAMILY(1/4 ACRE LOT) RUNOFF CDEFFICIENT = .8408 L CLASSIFICATION IS no" BAREA RUNOFFCCFS) = 0.74 TOTAL AREACACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.74 **************************************************************************** J := 0,'11 fZ&--~e(-c 1 oJ h-J.1 o of.-r r) +- ~ K~ ,Il..t'-"Y ..-v1f9 FLOW PROCESS FROM NODE 827.00 TO NODE 828.00 IS CODE = 61 ~ttttCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== _"CSTANDARD CURB SECTION USED) ====================================================================== STREAM ELEVATIONCFEET) = 1292.83 DOWNSTREAM ELEVATIDNCFEET) = 1285.14 STREET LENGTH(FEET) = 950.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADE8REAK(FEET) INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.080 18.00 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 COMPUTEO USING ESTIMATED FLOWCCFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIOTH(FEET) = 5.20 AVERAGE FLOW VELOCITYCFEET/SEC.) 3.03 PRODUCT OF DEPTH&VELOCITYCFT'FT/SEC.) 1.37 STREET FLOW TRAVEL TIMECMIN.) = 5.23 Tc(MIN.) = 12.09 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.147 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8228 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) = 3.00 SUBAREA RUNOFFCCFS) = 41111rL AREACACRES) = 3.30 PEAK FLOW RATECCFS) = END OF SU8AREA STREET FLOW HYORAULICS: DEPTHCFEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) 9.08 FLOW VELOCITYCFEET/SEC.) = 3.38 OEPTH'VELOCITYCFT'FT/SEC.) = 1.87 'NOTE: INITIAL SU8AREA NOMDGRAPH WITH SUBAREA PARAMETERS, AND L = 950.0 FT WITH ELEVATION-DROP = 7.7 FT, IS 4.5 CFS, WHICH EXCEEOS THE TOP-DF-CURB STREET CAPACITY AT NODE 828.00 LONGEST FLOWPATH FRDM NODE 826.00 TO NODE 828.00 = 1100.00 FEET. 3.43 5.30 6.04 **************************************************************************** FLOW PROCESS FROM NODE 825.00 TD NODE 828.00 IS CODE = ttt..OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: tttttAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INOEPENOENT STREAM. 2 ARE: TIME OF CONCENTRATIONCMIN.) 12.09 RAINFALL INTENSITYCINCH/HR) = 2.15 TOTAL STREAM AREA(ACRES) = 3.30 PEAK FLOW RATECCFS) AT CONFLUENCE = 6.04 _B~R 2 ** CONFLUENCE DATA ** STREAM RUNOFF CCFS) 7.61 6.04 Tc CMIN.) 14.89 12.09 I NTENS I TY (INCH/HDUR) 1.914 2.147 AREA (ACRE) 7.53 3.30 -iY" *********************************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. ************************************************************************** ~FALL INTENSITY AND TIME OF CONCENTRATION RATID ~FLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) CMIN. ) (I NCH/HDUR) 1 12.22 12.09 2.147 2 13.00 14.89 1.914 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.00 Tc(MIN.) = 14.89 TOTAL AREACACRES) = 10.83 LONGEST FLOWPATH FROM NOOE 814.00 TO NODE 828.00 = 1160.00 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 828.00 TO NODE 813.00 IS COOE = 11 .....CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER CCFS) CMIN. ) (INCH/HOUR) (ACRE) 1 13.00 14.89 1.914 10.83 LONGEST FLOWPATH FROM NODE 814.00 TO NODE 813.00 1160.00 FEET. _MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc I NTENSI TY AREA NUMBER CCFS) (MIN.) (I NCH/HOUR) (ACRE) 1 1.00 7.15 2.868 0.40 LONGEST FLOWPATH FROM NOOE 812.00 TO NODE 813.00 = 500.00 FEET. *********************************WARNI NG********************************** IN THIS CDMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASEO ON THE RCFC&WCD FDRMULA 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 NUM8ER (CFS) (MIN.) (INCH/HOUR) 1 7.24 7.15 2.868 2 13.67 14.89 1.914 COMPUTED CONFLUENCE PEAK FLOW RATECCFS) TOTAL AREACACRES) = ESTIMATES ARE AS FOLLOWS: 13.67 TcCMIN.) = 11.23 14.89 **************************************************************************** FLOW PROCESS FROM NODE 813.00 TO NODE 829.00 IS CODE = 61 ~::~~~;~~~-~~~~~~-;~~-~~~~~~-~;~~-~~~~-~~~~~~~-------.----------------- ~..(STANDARO CURB SECTION USED)====: UPSTREAM ELEVATION(FEET) = 1285.14 DDWNSTREAM ELEVATIONCFEET) = 1274.55 STREET LENGTH(FEET) = 270.00 CURB HEIGHT(INCHES) = 6.0 '1/10 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 _ _SIDE STREET CROSSFALLCOECIMAL) = 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-Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.56 HALFSTREET FLOOD WIDTHCFEET) = 9.79 AVERAGE FLOW VELOCITYCFEET/SEC.) = 7.46 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = 4.21 STREET FLOW TRAVEL TIMECMIN.) = 0.60 TcCMIN.) = 15.49 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.873 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8137 SOIL CLASSIFICATION IS "Dn SUBAREA AREACACRES) = 0.60 TOTAL AREACACRES) = 11.83 14.13 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 0.91 14.59 END OF SUBAREA STREET FLOW HYORAULICS: DEPTHCFEET) = 0.57 HALFSTREET FLODD WIDTHCFEET) = 10.20 FLOW VELOCITYCFEET/SEC.) = 7.45 DEPTH'VELOCITYCFT'FT/SEC.) = 4.25 LONGEST FLOWPATH FROM NODE 814.00 TO NODE 829.00 = 1430.00 FEET. ~************************************************************************ ~~ PROCESS FROM NODE 807.00 TO NODE 807.00 IS CODE = 7 ~-----------------------~---------------~~~--------------~------------------ .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE ============================================================================ USER-SPECIFIEO VALUES ARE AS FOLLOWS: TCCMIN) = 9.90 RAIN INTENSITYCINCH/HDUR) = 2.40 TOTAL AREACACRES) = 6.14 TOTAL RUNOFFCCFS) = 12.89 **************************************************************************** FLOW PROCESS FROM NOOE 807.00 TO NODE 830.00 IS CODE = 61 ~-----------~-~~----------._----~-----------------~~----~~~~~--------------- ((...COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: ("('CSTANDARD CUR8 SECTION USED) ============================================================================ UPSTREAM ELEVATION(FEET) = 1285.32 DOWNSTREAM ELEVATIONCFEET) = 1274.92 STREET LENGTHCFEET) = 300.00 CUR8 HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCOECIMAL) = 0.020 Manning/s FRICTION FACTOR for Streetflow Section(curb-to~curb) = 0.0150 ~ning,S FRICTION FACTOR tor Back-at-WaLk FLow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATEO FLOWCCFS) - 13.07 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.56 - J""'" rJ :-t L-- S-ev ti-ELE i -a-~ I d -= ii, '-f L ~ ~ ELE-i ~f~ <VIG... HALF STREET FLDOD WIDTHCFEET) = 9.59 AVERAGE FLOW VELOCITYCFEET/SEC.) 7.02 PRODUCT OF DEPTH&VELOCITYCFT'FT/SEC.) = 3.94 STREET FLOW TRAVEL TIMECMIN.) = 0.71 TcCMIN.) = ~ YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.307 """TMENT DEVELOPMENT RUNOFF COEFFICIENT = .8008 SOIL CLASSIFICATION IS "An SUBAREA AREACACRES) = 0.20 TOTAL AREACACRES) = 6.34 10.61 SUBAREA RUNOFFCCFS) PEAK FLOY RATECCFS) = 0.37 13.26 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTHCFEET) = 9.79 FLOW VELOCITY(FEET/SEC.) = 7.00 DEPTH'VELOCITYCFT'FT/SEC.) = 3.95 LONGEST FLOYPATH FROM NODE 814.00 TO NODE 830.00 = 1730.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 807.00 TO NOOE 830.00 IS CODE = ~~-~-------_.~----------~-~-----~--------~~------~~~~-----~~~-~------------- .....OESIGNATE INOEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUM8ER OF STREAMS = 3 CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 10.61 RAINFALL INTENSITY(INCH/HR) = 2.31 TOTAL STREAM AREACACRES) = 6.34 PEAK FLOW RATECCFS) AT CONFLUENCE = 13.26 **************************************************************************** FLOW PROCESS FROM NODE 831.00 TO NODE 832.00 IS CODE = 21 ~----------------_._-------------_._----------------------------------- ~.RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM OEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K'[(LENGTH"3)/(ELEVATION CHANGE)]".2 INITIAL SUBAREA FLOW-LENGTH = 110.00 UPSTREAM ELEVATION = 1281.80 DDYNSTREAM ELEVATION = 1279.44 ELEVATION DIFFERENCE = 2.36 TC = 0.393'[C 110.00"3)/C 2.36)]".2 = 5.549 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.297 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8465 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFFCCFS) = 0.56 TOTAL AREACACRES) = 0.20 TOTAL RUNOFFCCFS) = 0.56 **************************************************************************** FLOW PROCESS FROM NODE 832.00 TO NODE 830.00 IS CODE = 61 ~--~~----~---------------_._------------------~----------------------------- <<<<<COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ttttt(STANDARD CURB SECTION USED) ============================================================================ UPSTREAM ELEVATIONCFEET) = 1278.94 DOWNSTREAM ELEVATIONCFEET) STREET LENGTHCFEET) = 280.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 4111tANCE FROM CROWN TO CROSS FALL INSIDE STREET CROSSFALL(OECIMAL) OUTSIDE STREET CROSSFALL(OECIMAL) = 1274.92 GRADEBREAK(FEET) = = 0.020 = 0.080 18.00 ",0 1-- SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning/s FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 ~'TRAVEL TIME COMPUTEO USING ESTIMATED FLOWCCFS) = 1.78 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.32 HALFSTREET FLOOD WIOTHCFEET) = 3.54 AVERAGE FLOW VELDCITYCFEET/SEC.) 3.22 PRDDUCT OF DEPTH&VELOCITYCFT'FT/SEC.) 1.03 STREET FLOW TRAVEL TIMECMIN.) = 1.45 TcCMIN.) = 7.00 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.902 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8402 SOIL CLASSIFICATION IS "on SUBAREA AREACACRES) 1.00 TOTAL AREACACRES) = 1.20 0.0150 SUBAREA RUNOFFCCFS) PEAK FLOW RATECCFS) 2.44 3.00 END OF SU8AREA STREET FLOW HYORAULICS: DEPTHCFEET) = 0.39 HALFSTREET FLOOD WIDTHCFEET) 4.38 FLOW VELOCITY(FEET/SEC.) = 3.66 OEPTH'VELOCITYCFT'FT/SEC.) = 1.42 LONGEST FLOWPATH FROM NODE 831.00 TO NOOE 830.00 = 390.00 FEET. **************************************************************************** FLOW PRDCESS FROM NODE 830.00 TO NODE 830.00 IS CODE = .....OESIGNATE INOEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 ~FLUENCE VALUES USED FOR INDEPENDENT ~E OF CONCENTRATION(MIN.) = 7.00 RAINFALL INTENSITY(INCH/HR) = 2.90 TOTAL STREAM AREACACRES) = 1.20 PEAK FLDW RATECCFS) AT CDNFLUENCE = STREAM 2 ARE: 3.00 **************************************************************************** FLOW PROCESS FROM NODE 833.00 TO NOOE 834.00 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 = 1281.80 DOWNSTREAM ELEVATION = 1279.46 ELEVATION DIFFERENCE = 2.34 TC = 0.393'[C 140.00"3)/C 2.34)]".2 = 6.424 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.041 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF CDEFFICIENT = .8426 SOIL CLASSIFICATION IS "on SUBAREA RUNOFFCCFS) = 0.51 TOTAL AREACACRES) = 0.20 TOTAL RUNOFFCCFS) = 0.51 **************************************************************************** .w PROCESS FROM NODE 834.00 TO NODE 830.00 IS CODE = 61 ------------------_.~~~------------._~---------------~-~~~~~~----------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....(STANOARD CURB SECTION USED) # ===================~======================================================== UPSTREAM ELEVATION(FEET) = 1278.96 DOWNSTREAM ELEVATION(FEET) = 1274.92 STREET LENGTHCFEET) = 220.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTH(FEET) = 30.00 ......TANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 18.00 ~IDE 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 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 ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.29 HALFSTREET FLOOO WIDTHCFEET) = 3.19 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.42 PROOUCT OF OEPTH&VELOCITYCFT'FT/SEC.) = 1.00 STREET FLOW TRAVEL TIMECMIN.) = 1.07 Tc(MIN.) 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.794 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8382 SOIL CLASSIFICATION IS "D" SU8AREA AREACACRES) = 0.90 TOTAL AREACACRES) = 1.10 1.57 7.50 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 2.11 2.62 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 3.95 FLOW VELOCITYCFEET/SEC.) = 3.88 DEPTH'VELDCITY(FT'FT/SEC.) = ~GEST FLDWPATH FROM NODE 833.00 TO NODE 830.00 = 360.00 **************************************************************************** 1.37 FEET. FLOW PROCESS FROM NODE 834.00 TO NODE 830.00 IS COOE = ---------...._----------------~------------------._---------~~-------------- .....OESIGNATE INDEPENOENT STREAM FOR CONFLUENCE=====: .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 7.50 RAINFALL INTENSITY(INCH/HR) = 2.79 TOTAL STREAM AREA(ACRES) = 1.1D PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.62 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 13.26 2 3.00 3 2.62 Tc CMIN.) 10.61 7.00 7.50 INTENSITY CINCH/HOUR) 2.307 2.902 2.794 AREA CACRE) 6.34 1.2D 1.10 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCO FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA ~L NOT NECESSARILY RESULT IN THE MAXIMUM VALUE DF PEAK FLOW. ~********************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ~ ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUM8ER CCFS) CMIN.) (I NCH/HOUR) 1 14.18 7.00 2.902 e~ 14.87 7.50 2.794 17.81 10.61 2.307 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) 17.81 TcCMIN.) = 10.61 TOTAL AREACACRES) = 8.64 LONGEST FLOWPATH FROM NDDE 814.00 TO NODE 830.00 = 1730.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 830.00 TO NODE 835.00 IS CODE = 61 --~~-------------~-~~._-----_._-------~_._-------_._-----------~.~.~-------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA .....CSTANDARD CURB SECTION USEO)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1274.92 DOWNSTREAM ELEVATIONCFEET) = 1265.16 STREET LENGTHCFEET) = 300.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 J DISTANCE FROM CROWN TO CROSS FALL GRAOEBREAKCFEET) INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNDFF = STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Sectjon(curb~to-curb) 41111rning,g FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.99 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.63 HALFSTREET FLOOD WIDTHCFEET) = 13.79 AVERAGE FLOW VELOCITYCFEET/SEC.) = 6.79 PRODUCT OF DEPTH&VELDCITYCFT'FT/SEC.) = 4.27 STREET FLOW TRAVEL TIMECMIN.) = 0.74 TcCMIN.) = 11.35 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.223 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8250 SOIL CLASSIFICATION IS "on SUBAREA AREA(ACRES) 0.20 TOTAL AREACACRES) = 8.84 0.0150 SUBAREA RUNOFF(CFS) PEAK FLOW RATECCFS) = 0.37 18.17 END OF SUBAREA STREET FLOW HYORAULICS: DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTHCFEET) = 13.89 FLOW VELOCITYCFEET/SEC.) = 6.80 OEPTH'VELOCITYCFT'FT/SEC.) LONGEST FLOWPATH FROM NOOE 814.00 TO NOOE 835.00 = 2030.00 4.28 FEET. **************************************************************************** FLOW PROCESS FROM NODE 830.00 TO NODE 835.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- _TAL NUMBER OF STREAMS = 3 FLUENCE VALUES USED FOR INDEPENDENT E OF CONCENTRATION(MIN.) = 11.35 RAINFALL INTENSITYCINCH/HR) = 2.22 TOTAL STREAM AREA(ACRES) = 8.84 PEAK FLOW RATECCFS) AT CONFLUENCE = STREAM 1 ARE: 18.17 >J.. ----? { (). t f $-C(.F f(f:l-f; - i ~~0 "7~ rv **************************************************************************** FLOW PROCESS FROM NODE 836.00 TO NODE 837.00 IS CODE = 21 ~::~:~~~~~~:~::~~~~~~:~~~~:~:~:~~~~~~~::~:~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K'[CLENGTH"3)/(ELEVATION CHANGE)]".2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1270.80 DOWNSTREAM ELEVATION = 1266.47 ELEVATION OIFFERENCE = 4.33 TC = 0.393'[C 120.00"3)/C 4.33)]".2 5.178 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.425 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8483 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) TOTAL AREACACRES) = 0.87 0.30 TOTAL RUNOFFCCFS) = 0.87 **************************************************************************** FLOW PROCESS FROM NOOE 837.00 TO NOOE 835.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....CSTANDARD CUR8 SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIDNCFEET) = 1267.97 DOWNSTREAM ELEVATIONCFEET) STREET LENGTH(FEET) = 280.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTHCFEET) = 30.00 ~ANCE FROM CROWN TO CROSS FALL INSIOE STREET CROSSFALLCDECIMAL) OUTSIDE STREET CROSSFALLCDECIMAL) = 1265.26 GRADEBREAKCFEET) = 0.020 = 0.080 = 18.00 SPECIFIED NUM8ER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CRDSSFALLCDECIMAL) = 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 COMPUTEO USING ESTIMATED FLOWCCFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALF STREET FLOOD WIDTHCFEET) = 3.81 AVERAGE FLDW VELOCITY(FEET/SEC.) 2.75 PROOUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = 0.94 STREET FLDW TRAVEL TIME(MIN.) = 1.69 Tc(MIN.) = 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.930 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8407 SOIL CLASSIFICATION IS "D" SUBAREA AREACACRES) 0.70 TOTAL AREACACRES) = 1.00 1.74 6.87 SUBAREA RUNOFF(CFS) = PEAK FLOW RATECCFS) = 1.72 2.60 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.39 HALFSTREET FLODD WIDTHCFEET) = 4.48 ~ VELOCITY(FEET/SEC.) = 3.04 DEPTH'VELOCITY(FT'FT/SEC.) = 1.20 ,...,.EST FLOWPATH FROM NODE 836.00 TO NODE 835.00 = 400.00 FEET. FLOW PROCESS FROM NOOE 837.00 TO NODE 835.00 IS CODE = ~ **************************************************************************** .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 tlNFLUENCE VALUES USED FOR INDEPENDENT E OF CONCENTRATIONCMIN.) = 6.87 INFALL INTENSITYCINCH/HR) = 2.93 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATECCFS) AT CONFLUENCE = STREAM 2 ARE: 2.60 **************************************************************************** FLOW PROCESS FROM NODE 838.00 TO NODE 839.00 IS CODE = 21 -----------~--------------------~----_._~--------------------------~--~----- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM OEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K'[CLENGTH"3)/CELEVATION CHANGE)]".2 INITIAL SUBAREA FLOW-LENGTH = 110.00 UPSTREAM ELEVATION = 1270.48 DOWNSTREAM ELEVATION = 1268.48 ELEVATION DIFFERENCE = 2.00 TC = 0.393'[C 110.00"3)/C 2.00)]".2 5.736 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.237 SINGLE-FAMILYC1/4 ACRE LOT) RUNDFF COEFFICIENT = .8457 SOIL CLASSIFICATION IS "OP SUBAREA RUNOFFCCFS) = 0.55 TOTAL AREACACRES) = 0.20 TOTAL RUNDFFCCFS) = 0.55 **************************************************************************** ~W PROCESS FROM NODE 839.00 TO NODE 835.00 IS CODE = 61 ~---------------------~------~------------~-------~--------~---~-------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA .....(STANDARD CURB SECTION USEO) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1267.98 DOWNSTREAM ELEVATION(FEET) = 1265.26 STREET LENGTHCFEET) = 220.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 OISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DECIMAL) OUTSIDE STREET CROSSFALLCDECIMAL) GRADEBREAKCFEET) = 0.020 = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLCOECIMAL) = 0.020 Mannlng/s FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Mannin9/s FRICTION FACTOR for Back-of-Walk FLow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREET FLOW MOOEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.30 HALFSTREET FLOOD WIOTHCFEET) = 3.29 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.89 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = 0.87 STREET FLOW TRAVEL TIMECMIN.) = 1.27 Tc(MIN.) = 7.00 10 YEAR RAINFALL INTENSITY(INCH/HDUR) = 2.900 ~GLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8402 ~L CLASSIFICATION IS "DR SUBAREA AREACACRES) = 0.70 SUBAREA RUNOFFCCFS) = TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 1.40 1.71 2.25 / 't7? END OF SU8AREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.36 HALFSTREET FLOOD WIOTHCFEET) 4.03 FLOW VELOCITY(FEET/SEC.) = 3.21 DEPTH'VELOCITYCFT'FT/SEC.) = 1.15 ~GEST FLDWPATH FROM NODE 838.00 TD NODE 835.00 = 330.0D FEET. JIIIP*********************************************************************** FLOW PROCESS FROM NODE 839.00 TO NODE 835.00 IS CODE = ------~._----------------------~~-------------_._------~--~----------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: .....AND COMPUTE VARIOUS CONFLUENCEO STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FDR INDEPENOENT STREAM 3 ARE: TIME OF CDNCENTRATIONCMIN.) 7.00 RAINFALL INTENSITYCINCH/HR) = 2.90 TOTAL STREAM AREACACRES) = 0.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.25 .. CONFLUENCE OATA .. STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) CMIN.) (INCH/HOUR) CACRE) 1 18.17 11.35 2.223 8.84 2 2.60 6.87 2.930 1.00 3 2.25 7.00 2.900 0.90 *********************************YARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCO FORMULA DF 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 STREAM NUMBER 1 2 3 FLOW RATE TABLE ** RUNOFF Te CCFS) CMIN.) 15.81 6.87 16.04 7.00 21.87 11.35 INTENSITY (INCH/HOUR) 2.930 2.900 2.223 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 21.87 TcCMIN.) = 11.35 TOTAL AREA(ACRES) = 10.74 LONGEST FLOWPATH FROM NODE 814.00 TO NODE 835.00 = 2030.00 FEET. **************************************************************************** FLOW PROCESS FROM NDDE 835.00 TO NODE 835.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.35 ~NFALL INTENSITYCINCH/HR) = 2.22 L STREAM AREACACRES) = 10.74 K FLOW RATE(CFS) AT CONFLUENCE = 21.87 **************************************************************************** ~ FLOW PROCESS FROM NOOE 829.00 TO NODE 829.00 IS CDDE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- tR-SPECIFIED VALUES ARE AS FDLLOWS: MIN) = 15.49 RAIN INTENSITYCINCH/HOUR) = 1.87 AL AREACACRES) = 11.83 TOTAL RUNOFFCCFS) = 14.59 **************************************************************************** FLOW PROCESS FROM NODE 829.00 TO NODE 840.00 IS COOE = 61 .....CDMPUTE STREET FLOW TRAVEL TIME THRU SU8AREA====: .....(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1274.54 DOWNSTREAM ELEVATION(FEET) = 1264.99 STREET LENGTHCFEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTHCFEET) = 30.00 DISTANCE FRDM CROWN TO CROSSFALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCOECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 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 FLOWCCFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.60 ~ALFSTREET FLOOD WIOTHCFEET) = 12.25 ~VERAGE FLOW VELOCITY(FEET/SEC.) = 6.71 PROOUCT OF OEPTH&VELOCITYCFT'FT/SEC.) = 4.05 STREET FLOW TRAVEL TIME(MIN.) = 0.74 TcCMIN.) = 16.23 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 1.825 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8119 SOIL CLASSIFICATION IS nD" SUBAREA AREACACRES) = 1.40 TOTAL AREA(ACRES) = 13.23 15.63 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 2.07 16.66 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTHCFEET) = 12.97 FLOW VELOCITYCFEET/SEC.) = 6.74 DEPTH'VELOCITYCFT'FT/SEC.) = 4.14 LONGEST FLOWPATH FROM NOOE 836.00 TO NODE 840.00 = 700.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 835.00 TO NOOE 840.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATIONCMIN.) = 16.23 RAINFALL INTENSITYCINCH/HR) = 1.83 ~AL STREAM AREACACRES) = 13.23 .....,K FLOW RATECCFS) AT CONFLUENCE = STREAM 2 ARE: 16.66 ** CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 NTENS ITY CINCH/HOUR) AREA (ACRE) d - I := 0_ fLJ Sw I~ SUi oJ-fv7 0-+ ,PM.JJ 1."ik.;., II<~ ~? "\ 1 2 21.87 16.66 11.35 16.23 2.223 1. 825 10.74 13.23 *********************************WARNING********************************** ~THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ""'THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FDRMULA YILL 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 1 NTENS I TV NUMBER (CFS) CMIN. ) CINCH/HOUR) 1 33.52 11.35 2.223 2 34.62 16.23 1. 825 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOY RATECCFS) = 33.52 TcCMIN.) = 11.35 TOTAL AREACACRES) = 23.97 LONGEST FLOWPATH FROM NODE 814.00 TO NODE 840.00 = 2030.00 FEET. +_._~------------------------------------------------------_.~--~---------~+ , proposed 21/ catch basin intercepts 14.3 cfs , bypass = 2.26 cfs ~ ~ ~ ~ +-~-------------~_.~~------------------------------------------------------+ ~*********************************************************************** ~W PROCESS FROM NODE 835.00 TO NODE 835.00 IS CODE = 7 ~eeetUSER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 11.35 RAIN INTENSITYCINCH/HOUR) = 2.22 TOTAL AREA(ACRES) = 11.99 TOTAL RUNOFFCCFS) = 2.46 **************************************************************************** FLOW PROCESS FROM NODE 835.00 TO NODE 841.00 IS CODE = 61 ..t.tCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ttttt(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1265.26 DOWNSTREAM ELEVATIONCFEET) = 1261.39 STREET LENGTHCFEET) = 540.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 OISTANCE FROM CRDYN TO CROSSFALL GRADE8REAK(FEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) 0.020 OUTSIOE STREET CRDSSFALLCDECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 ~~ing/s FRICTION FACTOR for Streetflow Section(curb-to-curb) = ~ing/s FRICTION FACTOR for Back-of-WaLk Flow Section = 0.0200 0.0150 "TRAVEL TIME COMPUTED USING ESTIMATEO FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 3.59 1/4J'J HALFSTREET FLOOD WIDTHCFEET) = 12.46 AVERAGE FLOW VELOCITYCFEET/SEC.) = 2.15 PRODUCT OF OEPTH&VELOCITYCFT'FT/SEC.) = 0.81 STREET FLOW TRAVEL TIMECMIN.) = 4.19 TcCMIN.) = 15.54 ~ YEAR RAINFALL INTENSITYCINCH/HOUR) = 1.870 ~GLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8136 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) 1.50 TOTAL AREACACRES) = 13.49 SU8AREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 2.28 4.74 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.40 HALFSTREET FLOOD WIDTHCFEET) = 13.93 FLOW VELOCITYCFEET/SEC.) = 2.30 DEPTH'VELOCITYCFT'FT/SEC.) 0.93 LONGEST FLDWPATH FROM NODE 814.00 TO NODE 841.00 = 2570.00 FEET. +.._--------~-_..._._----_..._._-_._--------~~_.._-------~.~--_._----------+ , PROPOSED 21' CATCH BASIN INTERCEPTS 14.3 CFS , BYPASS = 2.46 CFS , +._._----------~-~._---------.__._----------------_..-------------------...+ **************************************************************************** FLOW PROCESS FROM NODE 840.00 TO NODE 840.00 IS CODE = 7 ---~~-------------~------------_._._----------------~----.._-------------~-- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 11.35 RAIN INTENSITYCINCH/HOUR) = 2.22 TOTAL AREA(ACRES) = 11.99 TOTAL RUNOFFCCFS) = 2.46 ~....................................................................... FLOW PROCESS FROM NODE 840.00 TO NODE 842.00 IS COOE = 61 _._--------~---------_._------------~~~~--------------._._-------------~-~-~ .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....(STANOARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1264.99 DOWNSTREAM ELEVATIONCFEET) = 1262.91 STREET LENGTH(FEET) = 410.00 CUR8 HEIGHTCINCHES) = 6.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CRDSSFALL GRADEBREAKCFEET) INSIOE STREET CROSSFALL(OECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning/s FRICTION FACTOR for StreetfLow Section(curb-to-curb) 0.0150 Mannin9/s FRICTION FACTOR for Back-of-Yalk Flow Section 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) 4.23 STREET FLOW MODEL RESULTS USING ESTIMATEO FLOW: STREET FLOW OEPTHCFEET) = 0.53 HALF STREET FLOOD WIDTHCFEET) = 7.64 AVERAGE FLOW VELOCITYCFEET/SEC.) 2.65 PRODUCT OF DEPTH&VELOCITYCFT'FT/SEC.) = 1.40 ~ET FLOW TRAVEL TIMECMIN.) = 2.58 TcCMIN.) = 13.93 ~ YEAR RAINFALL INTENSITYCINCH/HOUR) = 1.986 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8177 SOIL CLASSIFICATION IS no" SUBAREA AREACACRES) = 2.20 SUBAREA RUNOFF(CFS) = 3.57 , , , J=O,l{'-f1 ~ /fE:{.f,-1 ~ ~",.. TOTAL AREACACRES) = 14.19 PEAK FLOW RATE(CFS) = 6.03 END OF SU8AREA STREET FLOW HYORAULICS: DEPTHCFEET) = 0.60 HALFSTREET FLOOD WIDTHCFEET) = 11.84 ~W VELOCITYCFEET/SEC.) = 2.68 DEPTH'VELOCITY(FT'FT/SEC.) = 1.60 ~TE: INITIAL SUBAREA NOMOGRAPH WITH SU8AREA PARAMETERS, AND L = 410.0 FT WITH ELEVATION-DROP = 2.1 FT, IS 3.8 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 842.00 LONGEST FLOWPATH FROM NODE 814.00 TO NODE 842.00 = 2980.00 FEET. +w________________~_~______________~~___________~____________~___~_________+ , START STORM ORAIN FLOWS , , , , , +._-------_._~~~~--------------~~-~----------~---------------~-------------+ **************************************************************************** FLOY PROCESS FROM NODE 821.00 TO NODE 821.00 IS CODE = 7 .....USER SPECIFIEO HYDROLOGY INFORMATION AT NODE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 13.76 RAIN INTENSITYCINCH/HDUR) = 2.00 TOTAL AREACACRES) = 4.53 TOTAL RUNOFFCCFS) = 4.60 **************************************************************************** FLOW PROCESS FROM NOOE 821.00 TO NODE 843.00 IS CODE = 41 .....COMPUTE PIPE.FLOW TRAVEL TIME THRU SUBAREA====: .....,..USING USER-SPECIFIED PIPESI2E CEXISTING ELEMENT) ~==========================================================~============ ELEVATION DATA: UPSTREAMCFEET) = 1284.36 DOWNSTREAMCFEET) = 1278.36 FLOW LENGTHCFEET) = 291.47 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.9 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 7.35 GIVEN PIPE DIAMETERCINCH) = 18.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 4.60 PIPE TRAVEL TIMECMIN.) = LONGEST FLOWPATH FROM NDOE 0.66 Tc(MIN.) = 14.42 814.00 TO NODE 843.00 = 3271.47 FEET. **************************************************************************** FLOW PROCESS FROM NODE 843.00 TO NODE 844.00 IS CODE = 41 .....COMPUTE PIPE'FLOW TRAVEL TIME THRU SUBAREA====: ~tettUSING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1278.25 DOWNSTREAMCFEET) = FLOW LENGTHCFEET) = 296.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 9.18 GIVEN PIPE DIAMETERCINCH) = 18.00 NUMBER OF PIPES PIPE-FLOWCCFS) = 4.60 PIPE TRAVEL TIMECMIN.) = LONGEST FLOWPATH FROM NODE 1266.96 0.54 TcCMIN.) = 814.00 TO NODE 14.96 844.00 = 3567.97 FEET. ~*********************************************************************** ~W PROCESS FROM NODE 844.00 TO NODE 845.00 IS CODE = 41 ~ .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA .....USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION OATA: UPSTREAMCFEET) = 1266.82 DOWNSTREAMCFEET) FLOW LENGTH(FEET) = 173.25 MANNING'S N = 0.013 .TH OF FLOW IN 18.D INCH PIPE IS 6.1 INCHES E-FLOW VELOCITYCFEET/SEC.) = 8.68 VEN PIPE DIAMETERCINCH) = 18.00 NUMBER OF PIPES PIPE-FLOWCCFS) = 4.60 PIPE TRAVEL TIMECMIN.) = LONGEST FLOWPATH FROM NODE = 1261.18 0.33 TcCMIN.) = 15.29 814.00 TO NODE 845.00 = 3741.22 FEET. **************************************************************************** FLOW PROCESS FROM NODE 845.00 TO NODE 846.00 IS CODE = 41 .....COMPUTE PIPE-FLD~ TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION OATA: UPSTREAMCFEET) = 1261.18 OOWNSTREAM(FEET) = FLO~ LENGTHCFEET) = 108.81 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 7.20 GIVEN PIPE DIAMETERCINCH) = 18.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 4.60 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 1259.07 0.25 TcCMIN.) = 15.54 814.00 TO NODE 846.00 = 3850.03 FEET. **************************************************************************** FLOW PROCESS FROM NODE 846.00 TO NODE 846.00 IS CODE = 411iii::~:::::::~;::;::::;~::=;::~::=:~:=~~~:~~~~~~========================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIDN(MIN.) 15.54 RAINFALL INTENSITYCINCH/HR) = '.87 TOTAL STREAM AREACACRES) = 4.53 PEAK FLOW RATECCFS) AT CONFLUENCE = 4.60 **************************************************************************** FLO~ PROCESS FROM NODE 835.00 TO NOOE 835.00 IS CODE = 7 ~t~~tUSER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 11.35 RAIN INTENSITY(INCH/HOUR) = 2.22 TOTAL AREA(ACRES) = 12.00 TOTAL RUNOFFCCFS) = 14.30 **************************************************************************** FLOW PROCESS FROM NODE 835.00 TO NODE 846.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATIDN DATA: UPSTREAMCFEET) = 1258.19 DO~NSTREAMCFEET) = FLOW LENGTHCFEET) = 37.83 MANNING'S N = 0.013 tlTH OF FLOW IN 24.0 INCH PIPE IS 18.1 INCHES E-FLOW VELOCITY(FEET/SEC.) = 5.64 VEN PIPE DIAMETERCINCH) = 24.00 NUMBER OF PIPES PIPE-FLOWCCFS) = 14.30 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 1258.00 0.11 TcCMIN.) = 11.46 836.00 TO NODE 846.00 1ft 737.83 FEET. **************************************************************************** FLOW PROCESS FROM NODE 846.00 TO NOOE 846.00 IS CODE = ......(.DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ~======================================================================= TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FDR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.46 RAINFALL INTENSITYCINCH/HR) = 2.21 TOTAL STREAM AREACACRES) = 12.00 PEAK FLOW RATECCFS) AT CONFLUENCE = 14.30 **************************************************************************** FLOW PROCESS FROM NODE 840.00 TO NODE 840.00 IS CDDE = 7 .....USER SPECIFIEO HYOROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIEO VALUES ARE AS FOLLOWS: TCCMIN) = 11.35 RAIN INTENSITYCINCH/HDUR) = 2.22 TOTAL AREA(ACRES) = 12.00 TOTAL RUNOFFCCFS) = 14.30 **************************************************************************** FLOW PROCESS FROM NODE 840.00 TO NODE 846.00 IS CODE = 41 ~~eeeCOMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== (....USING USER-SPECIFIEO PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1258.11 DOWNSTREAMCFEET) = 1258.00 ~OW LENGTH(FEET) = 21.01 MANNING'S N = 0.013 ~PTH OF FLOW IN 24.0 INCH PIPE IS 17.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.74 GIVEN PIPE DIAMETERCINCH) = 24.00 NUMBER OF PIPES PIPE-FLOWCCFS) = 14.30 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 11.41 LONGEST FLOWPATH FROM NODE 838.00 TO NODE 846.00 = 351.01 FEET. **************************************************************************** FLOW PROCESS FROM NODE 846.00 TO NODE 846.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ((('(AND COMPUTE VARIOUS CONFLUENCEO STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TDTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATIONCMIN.) = 11.41 RAINFALL INTENSITY(INCH/HR) = 2.22 TOTAL STREAM AREACACRES) = 12.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.30 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 4.60 . 2 14.30 3 14.30 Tc CMIN.) 15.54 11.46 11.41 INTENSITY (INCH/HOUR) 1.870 2.211 2.217 AREA CACRE) 4.53 12.00 12.00 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE US EO IS BASED ON THE RCFC&WCO FORMULA OF PLATE D-' AS DEFAULT VALUE. THIS FORMULA ~ *********************************WARNING********************************** WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ...*****..******..***..*************************************************** ~lNFALL INTENSITY AND TIME OF CONCENTRATION ~FLUENCE FDRMULA USED FOR 3 STREAMS. RATIO ** PEAK STREAM NUM8ER 1 2 3 FLOW RATE RUNOFF CCFS) 31.91 31.96 28.75 TABLE ** Tc CMIN.) 11.41 11.46 15.54 INTENSITY CINCH/HOUR) 2.217 2.211 1. 870 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 31.96 TcCMIN.) = 11.46 TOTAL AREACACRES) = 28.53 LONGEST FLOWPATH FROM NODE 814.00 TO NODE 846.00 = 3850.03 FEET. **************************************************************************** FLOW PROCESS FROM NODE 846.00 TO NODE 847.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1257.50 DOWNSTREAMCFEET) 1255.45 FLOW LENGTHCFEET) = 411.56 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 22.1 INCHES PIPE-FLOW VELDCITY(FEET/SEC.) = 7.02 GIVEN PIPE DIAMETERCINCH) = 36.00 NUMBER OF PIPES = ~PE-FLOWCCFS) = 31.96 ~PE TRAVEL TIME(MIN.) = 0.98 Tc(MIN.) = 12.44 LONGEST FLOWPATH FROM NODE 814.00 TO NODE 847.00 = 4261.59 FEET. **************************************************************************** FLOW PROCESS FRDM NODE 847.00 TO NODE 847.00 IS CODE = .....OESIGNATE INOEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USEO FDR INDEPENOENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 12.44 RAINFALL INTENSITYCINCH/HR) = 2.11 TOTAL STREAM AREACACRES) = 28.53 PEAK FLOW RATECCFS) AT CONFLUENCE = 31.96 **************************************************************************** FLOW PROCESS FROM NODE 841. 00 TO NOOE 841.00 IS CODE = 7 .....USER SPECIFIED HYOROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 15.54 RAIN INTENSITYCINCH/HOUR) = 1.87 TOTAL AREACACRES) = 13.49 TOTAL RUNOFFCCFS) = 4.74 ~***********.*************.*********************************************** OW PROCESS FROM NODE 841.00 TO NODE 847.00 IS CDOE = 41 - ~-~~-~---_._------------_.._--------------------------------~----~~--~-~-- <<~tttCOMPuTE PIPE-FLOW TRAVEL TIME THRU SUBAREA .....USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT) 1/~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1256.32 OOWNSTREAMCFEET) = 1256.13 FLOW lENGTHCFEET) = 37.98 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.6 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 4.37 ~EN PIPE DIAMETERCINCH) = 18.00 NUMBER DF PIPES = ""'E-FLOWCCFS) = 4.74 PIPE TRAVEL TIME(MIN.) = 0.14 TcCMIN.) = 15.68 LONGEST FLOWPATH FROM NODE 836.00 TO NODE 847.00 775.81 FEET. **************************************************************************** FLOW PROCESS FROM NODE 847.00 TO NODE 847.00 IS COOE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INOEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 15.68 RAINFALL INTENSITY(INCH/HR) = 1.86 TOTAL STREAM AREACACRES) = 13.49 PEAK FLOW RATECCFS) AT CONFLUENCE = 4.74 **************************************************************************** FLOW PROCESS FROM NODE 842.00 TO NODE 842.00 IS CODE = 7 teeeeUSER SPECIFIED HYDROLOGY INFORMATION AT NODE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.93 RAIN INTENSITYCINCH/HOUR) = 1.99 TOTAL AREACACRES) = 14.19 TOTAL RUNOFFCCFS) = 6.03 ~*********************************************************************** ~W PROCESS FROM NODE 842.00 TO NODE 847.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SU8AREA .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1256.34 OOWNSTREAMCFEET) = FLOW LENGTHCFEET) = 28.86 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.7 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 4.52 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 6.03 PIPE TRAVEL TIMECMIN.) = LONGEST FLOWPATH FROM NOOE 1256.20 0.11 Tc(MIN.) = 14.04 838.00 TO NOOE 847.00 379.87 FEET. **************************************************************************** FLOW PROCESS FROM NODE 847.00 TO NOOE 847.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: teettAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATIONCMIN.) = 14.04 RAINFALL INTENSITYCINCH/HR) = 1.98 .AL STREAM AREA(ACRES) = 14.19 K FLOW RATECCFS) AT CONFLUENCE = STREAM 3 ARE: 6.03 STREAM RUNOFF Tc INTENSITY AREA ~ ** CONFLUENCE DATA ** NUMBER (CFS) (MIN.) CINCH/HOUR) (ACRE) 1 31.96 12.44 2.114 28.53 2 4.74 15.68 1.860 13.49 3 6.03 14.04 1.978 14.19 4111t.............................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 ANO TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK STREAM NUMBER 1 2 3 FLOW RATE RUNOFF CCFS) 41.06 40.17 38.54 TABLE ** Tc CMIN.) 12.44 14.04 15.68 1 NTENS ITY (I NCH/HOUR) 2.114 1. 978 1.860 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLDW RATECCFS) 41.06 TcCMIN.) = 12.44 TOTAL AREACACRES) = 56.21 LONGEST FLOWPATH FROM NODE 814.00 TO NODE 847.00 = 4261.59 FEET. **************************************************************************** FLOW PROCESS FROM NODE 847.00 TO NODE 848.00 IS CODE = 41 ---------~~~~-------------------------~----------~---------_.~-------------- ~..COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA ~"USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION OATA: UPSTREAMCFEET) = 1255.42 DOWNSTREAMCFEET) FLOW LENGTHCFEET) = 178.83 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.5 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 7.37 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 41.06 PIPE TRAVEL TIMECMIN.) = LONGEST FLOWPATH FROM NODE = 1254.52 0.40 Tc(MIN.) = 814.00 TO NODE 12.84 848.00 = 4440.42 FEET. **************************************************************************** FLOW PROCESS FROM NODE 848.00 TO NODE 849.00 IS COOE = 41 t<<~<<tCOMPUTE PIPE~FLOW TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) - ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION OATA: UPSTREAMCFEET) = 1253.99 OOWNSTREAMCFEET) = 1227.83 FLOW LENGTHCFEET) = 88.51 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 8.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 33.40 GIVEN PIPE DIAMETERCINCH) = 36.00 NUMBER OF PIPES = PIPE-FLOWCCFS) = 41.06 PIPE TRAVEL TIME(MIN.) = 0.04 TcCMIN.) = 12.89 tlGEST FLOWPATH FROM NODE 814.00 TO NODE 849.DO = 4528.93 FEET. ======================================================================= D OF STUDY SUMMARY: TOTAL AREACACRES) = 56.21 TCCMIN.) = 12.89 PEAK FLOW RATECCFS) = 41.06 ~ , ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ============================================================================ ENO OF RATIONAL METHOD ANALYSIS e e e ~ **************************************************************************** e HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Oat.: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 -----------------------~-------~-------~-------------~~----_._-------------- TIME/DATE OF STUDY: 16:15 09/24/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * nodes 816 821 * 10-year , , , , ************************************************************************** **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION ._-------~~----------~-~---------------------------------------------------- CONSTANT STREET GRADECFEET/FEET) = 0.005000 CONSTANT STREET FLOWCCFS) = 6.18 ~VERAGE STREET FLOW FRICTION FACTORCMANNING) 0.015000 ~CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) 20.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) = 18.00 INTERIOR STREET CROSSFALL(DECIMALl = 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-HIKECFEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SlOE, ANO THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: ~~--~------~--~---------------------------_._-----~------------------------- STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTHCFEET) = AVERAGE FLOW VELDCITY(FEET/SEC.) PROOUCT OF OEPTH&VELOCITY = 0.97 16.34 2.19 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- e ?Jt.. '\ **************************************************************************** e HYORAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Oate: 01/01/2000 License 10 1264 AnaLysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 _._----------------~._----------------------------------~-----~~~~------~--- TIME/DATE OF STUDY: 16:18 09/24/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * node 821 * 10-year * depth overtops curb d/s of node 821/ proposed cb ~ node 821 ******************~******************************************************* **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION====: -----------~-------~---~---------------~---------~----~~---_.~----------~--~ CONSTANT STREET GRAOE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 8.00 ~VERAGE STREET FLOW FRICTION FACTORCMANNING) = 0.015000 ~ONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 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-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 OEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.59 AVERAGE FLOW VELOCITYCFEET/SEC.) = 2.22 PRODUCT OF DEPTH&VELOCITY = 1.08 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . , , , ~ **************************************************************************** e 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: 16:20 09/24/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * nodes 821 825 , * 10-year ************************************************************************** **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION====: -----~---------------------------------------------------~--------~--------~ CONSTANT STREET GRADECFEET/FEET) = 0.005000 CONSTANT STREET FLOWCCFS) = 7.61 ~VERAGE STREET FLOW FRICTION FACTORCMANNING) = 0.015000 ~ONSTANT SYMMETRICAL STREET HALF-YIDTH(FEET) 20.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) 18.00 INTERIOR STREET CROSSFALL(DEClMAL) = 0.020000 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 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 DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTHCFEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) PROOUCT OF DEPTH&VELOCITY = 1.07 18.03 2.24 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . , , , ~ **************************************************************************** e 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 STUDY: 16:23 09/24/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * nodes 813 829 , , , * 10-year , ************************************************************************** **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION====: ._-----------------------------------~-~------~----------------~-~-------~.- CONSTANT STREET GRADECFEET/FEET) = 0.039000 CONSTANT STREET FLOWCCFS) = 14.59 ~AVERAGE STREETFLOW FRICTION FACTORCMANNING) = 0.015000 ~ONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIOE STREET CROSSFALLCOECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIPCFEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKECFEET) = 0.12500 FLOW ASSUMEO TO FILL STREET ON ONE SIDE, ANO THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: ----~---------.------------__.._____.______M_____.__________________________ STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIOTHCFEET) = 15.22 AVERAGE FLDW VELOCITYCFEET/SEC.) = 5.92 PROOUCT OF OEPTH&VELOCITY = 2.49 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- e ~ **************************************************************************** e 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: 16:26 09/24/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * nodes 807 830 * 10-year . ************************************************************************** **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION====: ~~~-~---------_._--------~-----~~~~~------~------------------------~-------- CONSTANT STREET GRAOECFEET/FEET) = 0.035000 CONSTANT STREET FLOWCCFS) = 13.56 ~AVERAGE STREET FLOW FRICTION FACTORCMANNING) 0.015000 ~ CONSTANT SYMMETRICAL STREET HALF-YIDTH(FEET) 20.00 DISTANCE FROM CROYN TO CROSSFALL GRADE8REAK(FEET) = 18.00 INTERIOR STREET CROSSFALLCDECIMAL) = 0.020000 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHTCFEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIOTHCFEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 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 OEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 15.22 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.50 PRODUCT OF DEPTH&VELOCITY = 2.32 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . , , , ~ **************************************************************************** e 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: 16:28 09/24/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * nodes 830 835 , , , , , ************************************************************************** **************************************************************************** ....STREETFLOW MDDEL INPUT INFORMATION====: --------~~~---------_.~~~~----------_.~-------~---_.~~------~-~------_.~.~~- CONSTANT STREET GRADECFEET/FEET) = 0.032000 CONSTANT STREET FLOW(CFS) = 18.17 ~AVERAGE STREET FLOW FRICTION FACTORCMANNING) 0.015000 ~CONSTANT SYMMETRICAL STREET HALF-UIDTH(FEET) 20.00 DISTANCE FROM CROWN TO CROSS FALL GRADE8REAK(FEET) = 18.00 INTERIDR STREET CROSSFALL(DECIMAL) = D.02DODO OUTSIOE STREET CROSSFALL(DECIMAL) = 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 ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: ._------~---------_..~-----_._--.-..._--_._------------.-------------------- STREET FLOW DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTHCFEET) = 17.47 AVERAGE FLOW VELOCITYCFEET/SEC.) = 5.68 PRODUCT OF DEPTH&VELOCITY = 2.64 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- - .~ ~ **************************************************************************** e HYORAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License 10 1264 Analysts prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ------------------------~--------------------------------------------------- TIME/DATE OF STUOY: 16:30 09/24/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * nodes 828 840 * 10-year , , , , ************************************************************************** **************************************************************************** ....STREETFLOW MOOEL INPUT INFORMATION ---------~---------_.~~~-----~-----~~----------------------~---------------- CONSTANT STREET GRAOECFEET/FEET) = 0.031800 CONSTANT STREET FLOWCCFS) = 16.66 ~VERAGE STREET FLOW FRICTION FACTORCMANNING) = 0.015000 ""'CONSTANT SYMMETRICAL STREET HALF-WIOTH(FEET) 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) 18.00 INTERIOR STREET CROSSFALLCDECIMAL) = 0.020000 OUTSIOE 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 MOOEL RESULTS: ----------------_._-----~----------------------------------~---------------- STREET FLOW DEPTH(FEET) = D.45 HALFSTREET FLOOO WIOTHCFEET) = AVERAGE FLOW VELOCITYCFEET/SEC.l PRODUCT OF DEPTH&VELDCITY = 2.52 16.91 5.54 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- e 1/lJ **************************************************************************** e 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: 16:32 09/24/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * nodes 840 842 * 10-year , ************************************************************************** **************************************************************************** t~~tSTREETFLOW MODEL INPUT INFORMATION ~------------~~-----------------_._-----~~---_._--------~------_.~---------- CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOWCCFS) = 6.03 ~AVERAGE STREET FLOW FRICTION FACTORCMANNING) = 0.015000 ~CONSTANT SYMMETRICAL STREET HALF~WIDTH(FEET) 20.00 OISTANCE FROM CROWN TO CROSSFALL GRADE8REAK(FEET) = 18.00 INTERIOR STREET CROSSFALLCDECIMAL) = 0.020000 OUTSIOE STREET CROSSFALLCOECIMAL) = 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-HIKECFEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: ---------~------------._------~._----._------~-----------------~------------ STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTHCFEET) = 16.34 AVERAGE FLOW VELOCITYCFEET/SEC.) = 2.14 PRODUCT OF DEPTH&VELOCITY = 0.95 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . , , , 'J,C;\ **************************************************************************** e RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT CRCFC&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 800 * 100-YEAR , SURFACE AND STORM DRAIN FLOWS , , , ************************************************************************** FILE NAME: 800.DAT TIME/DATE OF STUDY: 13:31 06/01/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIEO STORM EVENTCYEAR) = 100.00 SPECIFIEO MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIEO PERCENT OF GRADIENTS(OECIMAL) TO USE FOR FRICTION SLOPE 0.95 4'-EAR STORM 10-MINUTE INTENSITYCINCH/HOUR) = 2.360 EAR STORM 60-MINUTE INTENSITYCINCH/HOUR) = 0.880 O-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 = 100.00 l-HOUR INTENSITY(INCH/HOUR) = 1.300 SLOPE OF INTENSITY DURATION CURVE = 0.5496 RCFC&WCD HYDROLOGY MANUAL ncn~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 CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. CFT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) Cn) --------- --------- ----------------- ----------------- ------ ----- ------ ----- ------- GLD8AL STREET FLOW-DEPTH CDNSTRAINTS: 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.* **************************************************************************** ~-~~~~~~~-~~~~-~~~~_._-~~~:~~-~~-~~~~----~~::~~-~~-~~~~-~-_:~---------- tttttRATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ASSUMED INITIAL SUBAREA UNIFORM ~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEVELOPMENT IS COMMERCIAL TC = K'[CLENGTH"3)/CELEVATION CHANGE)]".2 INITIAL SUBAREA FLOW-LENGTH = 195.00 _REAM ELEVATION = 1302.70 STREAM ELEVATION = 1297.81 VAT ION OIFFERENCE = 4.89 TC = 0.303'[C 195.00"3)/C 4.89)]".2 5.221 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.974 COMMERCIAL OEVELOPMENT RUNOFF COEFFICIENT = .8843 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFFCCFS) 0.88 TOTAL AREACACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.88 **************************************************************************** FLOW PROCESS FROM NODE 802.00 TO NODE 802.00 IS CDDE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 5.22 RAINFALL INTENSITYCINCH/HR) = 4.97 TOTAL STREAM AREACACRES) = 0.20 PEAK FLOW RATECCFS) AT CONFLUENCE = 0.88 **************************************************************************** FLOW PROCESS FROM NODE 803.00 TO NODE 804.00 IS CODE = 21 4Iiij::::::::::~:~:;;~::~:::::::~::;;~::~::::::============================= DEVELDPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K*((LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 1306.80 DOWNSTREAM ELEVATION = 1304.75 ELEVATION DIFFERENCE = 2.05 TC = 0.393'[( 140.00"3)/( 2.05))".2 6.596 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.374 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8585 SOIL CLASSIFICATION IS "DR SUBAREA RUNOFFCCFS) = TOTAL AREACACRES) = 0.56 0.15 TOTAL RUNOFFCCFS) = 0.56 **************************************************************************** FLOW PROCESS FROM NODE 804.00 TO NODE 802.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: ~tt(t(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1304.25 DOWNSTREAM ELEVATION(FEET) = 1297.81 STREET LENGTH(FEET) = 500.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.0D .TANCE FROM CROWN TO CRDSSFALL GRADEBREAKCFEET) 10E STREET CROSSFALLCDECIMAL) 0.020 TSIDE STREET CRDSSFALLCDECIMAL) = 0.080 18.00 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) REETFLOW MODEL RESULTS USING ESTIMATED FLOW: TREET FLOW DEPTHCFEET) = 0.41 HALFSTREET FLOOD WIDTHCFEET) = 4.65 AVERAGE FLOW VELOCITYCFEET/SEC.) 3.56 PRODUCT OF DEPTH&VELOCITYCFT'FT/SEC.) = 1.45 STREET FLOW TRAVEL TIME(MIN.) = 2.34 TcCMIN.) 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.702 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8518 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) = 1.70 TOTAL AREACACRES) = 1.85 3.26 8.94 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 5.36 5.92 END DF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 6.20 FLDW VELOCITYCFEET/SEC.) = 4.13 DEPTH'VELOCITYCFT'FT/SEC.) = 2.09 LONGEST FLOWPATH FROM NODE 803.00 TO NOOE 802.00 = 640.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 802.00 TO NODE 802.00 IS CDDE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE=====: .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INOEPENDENT STREAM 2 ARE: ~ DF CONCENTRATIDNCMIN.) = 8.94 ~NFALL INTENSITYCINCH/HR) = 3.70 TOTAL STREAM AREACACRES) = 1.85 PEAK FLOW RATECCFS) AT CONFLUENCE = 5.92 ** CONFLUENCE DATA ** STREAM NUMBER 1 2 RUNOFF CCFS) 0.88 5.92 Tc CMIN.) 5.22 8.94 INTENSITY (INCH/HOUR) 4.974 3.702 AREA (ACRE) 0.20 1.~ *********************************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 DF 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.) 4.34 5.22 6.58 8.94 INTENSITY (INCH/HOUR) 4.974 3.702 .....PUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: ~K FLOW RATE(CFS) = 6.58 Tc(MIN.) = 8.94 TOTAL AREA(ACRES) = 2.05 LONGEST FLOWPATH FRDM NODE 803.00 TO NODE 802.00 = 640.00 FEET. ~\ **************************************************************************** FLOW PROCESS FROM NODE 802.00 TO NODE 802.00 IS CODE = ~:~:~:::::~;:;;::::;:::=;:::::=:~:=~~::~~::~:========================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) 8.94 RAINFALL INTENSITYCINCH/HR) = 3.70 TOTAL STREAM AREACACRES) = 2.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.58 **************************************************************************** FLOW PROCESS FROM NODE 805.00 TO NODE 806.00 IS CODE = 21 ~~~~~RATIONAL METHOD INITIAL SUBAREA ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K'[CLENGTH"3)/(ELEVATION CHANGE)]".2 INITIAL SU8AREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 1307.00 DOWNSTREAM ELEVATION = 1304.84 ELEVATION DIFFERENCE = 2.16 TC = 0.393'[C 140.00"3)/( 2.16)]".2 = 6.527 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.399 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8587 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFFCCFS) 0.57 ~L AREACACRES) = 0.15 TOTAL RUNOFFCCFS) = 0.57 **************************************************************************** FLOW PROCESS FROM NODE 806.00 TO NDDE 802.00 IS CDDE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: ~~~~~(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1304.34 DOWNSTREAM ELEVATIDNCFEET) = 1297.81 STREET LENGTHCFEET) = 470.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) INSIOE STREET CROSSFALLCOECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CRDSSFALLCDECIMAL) = 0.020 Manning/s FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Mannlng/s FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) 2.98 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 4.40 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.61 ~ODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = 1.40 ~~ET FLOW TRAVEL TIMECMIN.) = 2.17 Tc(MIN.) = 8.70 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.757 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8524 SOIL CLASSIFICATION IS "D" ~~ ~ SU8AREA AREACACRES) = TOTAL AREACACRES) = 1.50 1.65 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 4.80 5.37 10F SUBAREA STREET FLOW HYDRAULICS: H(FEET) = 0.48 HALFSTREET FLOOD WIDTHCFEET) 5.57 VELOCITYCFEET/SEC.) = 4.16 DEPTH'VELOCITYCFT'FT/SEC.) = 2.00 LONGEST FLOWPATH FROM NODE 805.00 TO NODE 802.00 = 610.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 802.00 TO NOOE 802.00 IS CODE = .....OESIGNATE 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.) = 8.70 RAINFALL INTENSITYCINCH/HR) = 3.76 TOTAL STREAM AREACACRES) = 1.65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.37 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 6.58 2 5.37 Tc CMIN.) 8.94 8.70 INTENSITY (INCH/HOUR) 3.702 3.757 AREA CACRE) 2.05 1.65 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASEO ~THE RCFC&WCD FORMULA OF PLATE D-' AS DEFAULT VALUE. THIS FORMULA ~ NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY ANO TIME OF CONCENTRATION RATIO CONFLUENCE FDRMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUM8ER CCFS) CMIN.) (I NCH/HOUR) 1 11. 77 8.70 3.757 2 11.87 8.94 3.702 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 11.87 TcCMIN.) = 8.94 TOTAL AREACACRES) = 3.70 LONGEST FLOWPATH FROM NODE 803.00 TO NODE 802.00 = 640.00 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 802.00 TO NODE 807.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....CSTANDARO CURB SECTION USED) ============================================================================ UPSTREAM ELEVATION(FEET) = 1297.81 DOWNSTREAM ELEVATIONCFEET) = 1285.32 ~EET lENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 ~EET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 ~/j\ SPECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning/s FRICTION FACTOR for Streetflow Section(curb-to-curb) ~ing'S FRICTION FACTOR for Back-of-Walk Flow Section 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = 12.18 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.53 HALFSTREET FLOOD WIDTHCFEET) = AVERAGE FLOW VELOCITYCFEET/SEC.) PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) STREET FLOW TRAVEL TIMECMIN.) = 0.66 100 YEAR RAINFALL INTENSITYCINCH/HOUR) COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS "Bn SUBAREA AREA(ACRES) = 0.20 TOTAL AREA(ACRES) = 3.90 0.0150 7.74 7.~ 4.03 TcCMIN.) = 3.560 = .8795 9.59 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 0.63 12.50 END OF SUBAREA STREET FLOW HYORAULICS: DEPTHCFEET) = 0.54 HALFSTREET FLOOD WIOTHCFEET) = 8.05 FLOW VELOCITY(FEET/SEC.) = 7.60 DEPTH'VELOCITY(FT'FT/SEC.) 4.07 LONGEST FLOWPATH FROM NOOE 803.00 TO NODE 807.00 = 940.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 807.00 TO NODE 807.00 IS CODE = .....DESIGNATE INOEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- tAL NUMBER OF STREAMS = 2 FLUENCE VALUES USED FOR INDEPENDENT STREAM ME OF CONCENTRATIONCMIN.) = 9.59 RAINFALL INTENSITYCINCH/HR) = 3.56 TOTAL STREAM AREACACRES) = 3.90 PEAK FLOW RATECCFS) AT CONFLUENCE = 12.50 1 ARE: **************************************************************************** FLOW PROCESS FROM NODE 808.00 TO NODE 809.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMEO INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY C1/4 ACRE) TC = K'[CLENGTH"3)/CELEVATION CHANGE)]".2 INITIAL SUBAREA FLOW-LENGTH = 110.00 UPSTREAM ELEVATION = 1293.40 DOWNSTREAM ELEVATION = 1290.96 ELEVATION DIFFERENCE = 2.44 TC = 0.393'[C 110.0D"3)/C 2.44)]".2 5.512 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.828 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8621 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFFCCFS) = 1.04 TOTAL AREACACRES) = 0.25 TOTAL RUNOFFCCFS) = 1.04 .....*********************************************************************** ~W PROCESS FROM NODE 809.DO TO NODE 807.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....CSTANDARD CURB SECTION USED) ~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1296.46 DOWNSTREAM ELEVATIONCFEET) STREET LENGTHCFEET) = 330.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 4111tTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALLCOECIMAL) OUTSIDE STREET CROSSFALLCDECIMAL) = 1285.32 GRADEBREAKCFEET) 0.020 = 0.080 18.00 SPECIFIEO 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 COMPUTEO USING ESTIMATEO FLOWCCFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTHCFEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 3.75 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.08 PROOUCT OF DEPTH&VELDCITYCFT'FT/SEC.) = 1.71 STREET FLOW TRAVEL TIMECMIN.) = 1.08 TcCMIN.) = 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.375 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8585 SOIL CLASSIFICATION IS "on SUBAREA AREACACRES) = 1.10 TOTAL AREACACRES) = 1.35 3.11 6.59 SUBAREA RUNDFFCCFS) = PEAK FLOW RATECCFS) = 4.13 5.17 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTHCFEET) = 4.61 ~W VELOCITYCFEET/SEC.) = 5.75 OEPTH'VELOCITY(FT'FT/SEC.) = 2.33 ~GEST FLOWPATH FRDM NDDE 808.00 TO NODE 807.00 = 440.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 807.00 TO NODE 807.00 IS CODE = (((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.) = 6.59 RAINFALL INTENSITYCINCH/HR) = 4.37 TDTAL STREAM AREACACRES) = 1.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.17 ** CONFLUENCE DATA ** STREAM RUNOFF NUM8ER (CFS) 1 12.50 2 5.17 Tc CMIN.) 9.59 6.59 INTENSITY (INCH/HOUR) 3.560 4.375 AREA CACRE) 3.90 1.35 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASED ON THE RCFC&WCO FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA ~L NOT NECESSARILY RESULT IN THE MAXIMUM VALUE DF PEAK FLOW. ~********************************************************************** RAINFALL INTENSITY ANO TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ~ ** PEAK STREAM NUMBER FLOW RATE TABLE ** RUNOFF Tc CCFS) CMIN.) 13.76 6.59 16.71 9.59 INTENSITY (INCH/HOUR) 4.375 3.560 e~ COM PUT EO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 16.71 TcCMIN.) = 9.59 TOTAL AREACACRES) = 5.25 LONGEST FLOWPATH FROM NODE 803.00 TO NODE 807.00 = 940.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 807.00 TO NODE 807.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 9.59 RAINFALL INTENSITYCINCH/HR) = 3.56 TOTAL STREAM AREACACRES) = 5.25 PEAK FLOW RATECCFS) AT CONFLUENCE = 16.71 **************************************************************************** FLOW PROCESS FROM NODE 810.00 TO NODE 811.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMEO INITIAL SUBAREA UNIFORM ~ DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) ~= K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SU8AREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 1293.40 DOWNSTREAM ELEVATION = 1290.62 ELEVATION DIFFERENCE = 2.78 TC = 0.393'[C 140.00"3)/( 2.78)]".2 = 6.206 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.523 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF CDEFFICIENT = .8597 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFFCCFS) 0.89 TOTAL AREACACRES) = 0.23 TOTAL RUNDFFCCFS) = 0.89 **************************************************************************** FLOW PROCESS FROM NODE 811.00 TO NODE 807.00 IS CODE = 61 ~~~~~COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA .....CSTANDARD CURB SECTION USEO) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1290.12 DOWNSTREAM ELEVATIONCFEET) = 1285.32 STREET LENGTHCFEET) = 240.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFYIDTH(FEET) = 30.00 DISTANCE FROM CROWN TD CROSS FALL GRADEBREAKCFEET) 18.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 ~SIDE STREET CROSSFALL(DECIMAL) = 0.080 ~CIFIED 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 J}4"" "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: .REET FLOW DEPTHCFEET) = 0.32 LFSTREET FLOOD WIDTHCFEET) = 3.52 VERAGE FLOW VELOCITYCFEET/SEC.) = 3.79 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = 1.20 STREET FLOW TRAVEL TIMECMIN.) = 1.06 TcCMIN.) 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.149 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8565 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) = 0.66 TOTAL AREACACRES) = 0.89 2.07 7.26 SUBAREA RUNOFFCCFS) = PEAK FLOW RATE(CFS) 2.35 3.24 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.38 HALFSTREET FLOOD WIDTHCFEET) = 4.24 FLOW VELOCITYCFEET/SEC.) = 4.21 DEPTH'VELOCITY(FT'FT/SEC.) = 1.58 LONGEST FLOWPATH FROM NODE 810.00 TO NODE 807.00 = 380.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 807.00 TO NODE 807.00 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 CONCENTRATIONCMIN.) = 7.26 RAINFALL INTENSITY(INCH/HR) = 4.15 ~L STREAM AREACACRES) = 0.89 ~K FLOW RATE(CFS) AT CONFLUENCE = 3.24 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER CCFS) CMIN. ) (I NCH/HOUR) (ACRE) 1 16.71 9.59 3.560 5.25 2 3.24 7.26 4.149 0.89 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FDRMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA US EO FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER CCFS) CMIN. ) CINCH/HOUR) 1 15.88 7.26 4.149 2 19.49 9.59 3.560 CDMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: _K FLOW RATE(CFS) = 19.49 Tc(MIN.) = AL AREA(ACRES) = 6.14 NGEST FLOWPATH FROM NODE 803.00 TO NODE 9.59 807.DO 940.00 FEET. FLOW PROCESS FROM NODE 807.00 TO NODE 807.00 IS CODE = 10 1,.<' '"l **************************************************************************** --------_._-~-------------~--------------------_.._~~----------------~---~~~ .....MAIN-STREAM MEMORY COPIED ONTO MEMORY 8ANK # 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~********************************************************************** ~ PROCESS FROM NODE 812.00 TO NODE . 813.00 IS CODE = 21 .....RATIONAL METHOO INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFDRM DEVELOPMENT IS COMMERCIAL TC = K'[CLENGTH"3)/CELEVATION CHANGE)]".2 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 1302.31 DOWNSTREAM ELEVATION = 1285.14 ELEVATION DIFFERENCE = 17.17 TC = 0.303'[C 500.00"3)/C 17.17)J".2 = 7.145 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.186 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8820 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) 1.48 TOTAL AREACACRES) = 0.40 TOTAL RUNOFFCCFS) = 1.48 **************************************************************************** FLOW PROCESS FROM NODE 813.00 TO NODE 813.00 IS CODE = 10 .....MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~********************************************************************** ~ PROCESS FROM NODE 814.00 TO NODE 815.00 IS CODE = 21 44444RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K'ICLENGTH"3)/CELEVATION CHANGE)]".2 INITIAL SU8AREA FLOW-LENGTH = 190.00 UPSTREAM ELEVATION = 1295.40 OOWNSTREAM ELEVATION = 1293.28 ELEVATION DIFFERENCE = 2.12 TC = 0.393'[( 190.00"3)/C 2.12)]".2 = 7.869 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.970 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8547 SOIL CLASSIFICATION IS I~" SUBAREA RUNOFFCCFS) 0.68 TOTAL AREACACRES) = 0.20 TOTAL RUNOFFCCFS) = 0.68 **************************************************************************** FLOW PROCESS FROM NODE 815.00 TO NOOE 816.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....(STANOARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1292.78 DOWNSTREAM ELEVATION(FEET) = 1290.04 ~ET LENGTHCFEET) = 550.00 CURB HEIGHTCINCHES) = 6.0 ~ET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 +~ OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUM8ER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 ~ing/s FRICTION FACTOR for Streetflow Section(curb-to.curb) = ~ing/s FRICTION FACTOR for Back-of-Yalk Flow Section = 0.0200 0.0150 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.44 HALFSTREET FLOOD WIOTHCFEET) = 5.00 AVERAGE FLOW VELOCITYCFEET/SEC.) = 2.32 PRODUCT OF DEPTH&VELOCITYCFT'FT/SEC.) = 1.01 STREET FLOW TRAVEL TIMECMIN.) = 3.95 TcCMIN.) = 11.82 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.175 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8447 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) = 1.30 TOTAL AREA(ACRES) = 1.50 2.44 SUBAREA RUNOFF(CFS) PEAK FLOW RATECCFS) = 3.49 4.16 END OF SUBAREA STREET FLOW HYORAULICS: OEPTH(FEET) = 0.53 HALFSTREET FLOOD WIOTHCFEET) 7.64 FLOW VELOCITYCFEET/SEC.) = 2.61 DEPTH'VELOCITYCFT'FT/SEC.) = 1.38 LONGEST FLOWPATH FROM NODE 814.00 TO NODE 816.00 = 740.00 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 816.00 TO NODE 816.00 IS COOE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ~:=::::::=::=:~:::::=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENOENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 11.82 RAINFALL INTENSITY(INCH/HR) = 3.17 TOTAL STREAM AREACACRES) = 1.50 PEAK FLOW RATECCFS) AT CONFLUENCE = 4.16 **************************************************************************** FLOW PROCESS FROM NOOE 817.00 TO NODE 818.00 IS COOE = 21 tttttRATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K*((LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 110.00 UPSTREAM ELEVATION = 1295.90 DOWNSTREAM ELEVATION = 1293.11 ELEVATION DIFFERENCE = 2.79 TC = 0.393'[C 110.00"3)/C 2.79)J".2 = 5.366 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.899 SINGLE-FAMILY(1/4 ACRE LDT) RUNOFF COEFFICIENT = .8626 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFFCCFS) = 0.85 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.85 ~..........,..........,................................................. FLOW PROCESS FROM NODE 818.00 TO NODE 816.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: ? eeeee(STANDARD CURB SECTION USED)===== ============================================================================ UPSTREAM ELEVATION(FEET) = 1292.61 DOWNSTREAM ELEVATIONCFEET) = 1290.04 STREET LENGTH(FEET) = 210.00 CURB HEIGHT(INCHES) = 6.0 ~T HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIOE STREET CROSSFALL(DECIMAL) OUTSIDE STREET CROSSFALLCOECIMAL) GRADEBREAKCFEET) 0.020 = 0.080 = 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY 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 FLOWCCFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.33 HALFSTREET FLOOD WIOTHCFEET) = 3.66 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.05 PRODUCT DF DEPTH&VELOCITY(FT'FT/SEC.) = 1.00 STREET FLOW TRAVEL TIMECMIN.) = 1.15 TcCMIN.) 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.404 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8588 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.50 TOTAL AREA(ACRES) = 0.70 1.79 6.51 SUBAREA RUNOFFCCFS) = PEAK FLDW RATE(CFS) 1.89 2.74 END OF SUBAREA STREET FLOW HYDRAULICS: ~HCFEET) = 0.39 HALFSTREET FLOOD WIDTHCFEET) = 4.36 ~ VELOCITY(FEET/SEC.) = 3.37 DEPTH'VELOCITYCFT'FT/SEC.) 1.30 LONGEST FLOWPATH FROM NODE 817.00 TD NODE 816.00 = 320.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 816.00 TO NODE 816.00 IS CODE = ------------------._-----------------------~--~----------------~~----------- .....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 CDNCENTRATION(MIN.) = 6.51 RAINFALL INTENSITY(INCH/HR) = 4.40 TOTAL STREAM AREACACRES) = 0.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.74 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 4.16 2 2.74 Tc CMIN. ) 11.82 6.51 INTENSITY (INCH/HOUR) 3.175 4.404 AREA CACRE) 1.50 0.70 *********************************YARNI 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 . NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. - ********************************************************************* RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. vi' ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY ~~R CCFS) CMIN.) (l NCH/HOUR) 5.03 6.51 4.404 6.14 11.82 3.175 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLDWS: PEAK FLOW RATE(CFS) = 6.14 TcCMIN.) = 11.82 TOTAL AREACACRES) = 2.20 LONGEST FLOWPATH FROM NOOE 814.00 TO NODE 816.00 = 740.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 816.00 TO NOOE 816.00 IS COOE = ~~~~~DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEO FOR INDEPENOENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 11.82 RAINFALL INTENSITYCINCH/HR) = 3.17 TOTAL STREAM AREACACRES) = 2.20 PEAK FLOW RATECCFS) AT CDNFLUENCE = 6.14 **************************************************************************** FLOW PROCESS FROM NODE 819.00 TO NOOE 820.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- e ASSUMED INITIAL SU8AREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K'[CLENGTH"3)/(ELEVATION CHANGE)]".2 INITIAL SUBAREA FLOW-LENGTH = 110.00 UPSTREAM ELEVATION = 1296.50 DOWNSTREAM ELEVATION = 1294.32 ELEVATION DIFFERENCE = 2.18 TC = 0.393'[C 110.00"3)/C 2.18)]".2 = 5.638 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.768 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8616 SOIL CLASSIFICATION IS non SUBAREA RUNOFFCCFS) TOTAL AREACACRES) = 0.62 0.15 TOTAL RUNOFFCCFS) = 0.62 **************************************************************************** FLOW PROCESS FROM NODE 820.00 TO NODE 816.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ~~~tt(STANDARO CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1293.82 DOWNSTREAM ELEVATIONCFEET) = 1290.04 STREET LENGTHCFEET) = 200.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) = 18.00 ~DE STREET CROSSFALLCDECIMAL) = 0.020 .....,IOE STREET CROSSFALLCDECIMAL) = 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 1,-<.'\ Manning/s FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: ~TREET FLOW DEPTHCFEET) = 0.28 ~ALFSTREET FLOOD WIDTHCFEET) = 2.99 AVERAGE FLOW VELOCITYCFEET/SEC.) 3.35 PROOUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = 0.92 STREET FLOW TRAVEL TIME(MIN.) = 0.99 TcCMIN.) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.361 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8584 SOIL CLASSIFICATION IS "Dn SU8AREA AREACACRES) = 0.40 TOTAL AREACACRES) = 0.55 1.37 6.63 SU8AREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 1.50 2.11 END OF SUBAREA STREET FLOW HYORAULICS: DEPTHCFEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 3.60 FLOW VELOCITY(FEET/SEC.) = 3.71 DEPTH'VELOCITY(FT'FT/SEC.) 1.20 LONGEST FLOWPATH FRDM NODE 819.00 TO NODE 816.00 = 310.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 816.00 TO NODE 816.00 IS CDDE = .....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.) = 6.63 ~NFALL INTENSITYCINCH/HR) = 4.36 """AL STREAM AREACACRES) = 0.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.11 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 6.14 2 2.11 Tc CMIN. ) 11.82 6.63 INTENSITY (l NCH/HOUR) 3.175 4.361 AREA CACRE) 2.20 0.55 *********************************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 ANO TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE " STREAM RUNOFF Tc INTENSITY NUMBER CCFS) CMIN.) CINCH/HOUR) 1 5.56 6.63 4.361 2 7.68 11.82 3.175 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ~ FLOW RATECCFS) = 7.68 TCCMIN.) = ~AL AREACACRES) = 2.75 LONGEST FLOWPATH FROM NODE 814.00 TO NODE 11.82 816.00 = 740.00 FEET. **************************************************************************** ~<'o FLOY PROCESS FROM NODE 816.00 TO NODE 821.00 IS CDDE = 61 ._----~~---------~-_._----~---------------~~---------------~--------------~- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: ~::::::~~::~=~~::=::~::~~=~::~~========================================= ~TREAM ELEVATION(FEET) = 1290.04 DOWNSTREAM ELEVATIDNCFEET) = 1288.91 STREET LENGTHCFEET) = 240.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALLCDECIMAL) OUTSIDE STREET CROSSFALLCOECIMAL) GRADEBREAK(FEET) = 0.020 = 0.080 18.00 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 FLOWCCFS) = STREETFLOW MOOEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.67 HALFSTREET FLOOD WIDTH(FEET) = 16.46 AVERAGE FLOW VELOCITYCFEET/SEC.) 2.60 PRODUCT OF DEPTH&VELOCITYCFT'FT/SEC.) = 1.74 STREET FLOW TRAVEL TIMECMIN.) = 1.54 TcCMIN.) 100 YEAR RAINFALL INTENSITYCINCH/HDUR) = 2.968 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .7826 SOIL CLASSIFICATION IS nan SUBAREA AREA(ACRES) = 0.75 SUBAREA RUNOFFCCFS) ~AL AREACACRES) = 3.50 PEAK FLOW RATECCFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.69 HALFSTREET FLOOD WIDTH(FEET) = 17.59 FLOW VELOCITYCFEET/SEC.) = 2.62 DEPTH'VELOCITYCFT'FT/SEC.) 1.80 LONGEST FLOWPATH FROM NODE 814.00 TO NODE 821.00 = 980.00 FEET. 8.55 13.36 1. 74 9.42 **************************************************************************** FLOW PROCESS FROM NODE 821.00 TO NODE 821.00 IS CODE = ----------...._._-----~~---------------------------------------.-----.------ .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 13.36 RAINFALL INTENSITYCINCH/HR) = 2.97 TOTAL STREAM AREA(ACRES) = 3.50 PEAK FLOW RATECCFS) AT CDNFLUENCE = 9.42 **************************************************************************** FLOW PROCESS FROM NOOE 822.00 TO NODE 823.00 IS CODE = 21 --------_._-_._------~------------~---------.~----------~.~._-----._---~---- 4~~~~RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) ~ K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 ~TIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1300.50 DOWNSTREAM ELEVATION 1297.93 ELEVATION DIFFERENCE 2.57 1f'\ TC = 0.393'[C 120.00"3)/( 2.57)]".2 = 5.747 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.718 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8613 SOIL CLASSIFICATION IS "D" ~AREA RUNOFF(CFS) = 0.81 ~AL AREACACRES) = 0.20 TOTAL RUNOFFCCFS) = 0.81 **************************************************************************** FLOW PROCESS FROM NODE 823.00 TD NOOE 821.00 IS CODE = 61 -----~-----------------------~-----------~-------~._----------~~~~~~~-~----- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA=====: .....(STANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1297.93 DOWNSTREAM ELEVATION(FEET) = 1288.91 STREET LENGTH(FEET) = 600.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(OECIMAL) = .0.020 Mannin9/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 ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 ~ALFSTREET FLOOD WIDTH(FEET) = 3.50 ,....,VERAGE FLOW VELOCITY(FEET/SEC.) = 3.28 PRODUCT OF DEPTH&VELOCITYCFT'FT/SEC.) = 1.04 STREET FLOW TRAVEL TIMECMIN.) = 3.05 TcCMIN.) = 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.734 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF CDEFFICIENT = .8521 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) 0.60 TOTAL AREA(ACRES) = 0.80 1.77 8.80 SUBAREA RUNDFFCCFS) = PEAK FLOW RATECCFS) 1.91 2.72 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTHCFEET) = 4.18 FLOW VELOCITYCFEET/SEC.) = 3.64 DEPTH'VELOCITYCFT'FT/SEC.) = 1.35 LONGEST FLDWPATH FROM NODE 822.00 TD NDDE 821.00 = 720.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 821.00 TO NODE 821.00 IS CODE = ~-~--------------------------~----------~~-------------------_.~~._~-------- .....DESIGNATE INDEPENDENT STREAM FDR CONFLUENCE e~t(eAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 8.80 RAINFALL INTENSITYCINCH/HR) = 3.73 TOTAL STREAM AREACACRES) = D.80 ~K FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) STREAM 2 ARE: 2.72 Tc INTENSITY (INCH/HOUR) AREA (ACRE) 1,.'\0 CMIN.) 1 2 9.42 2.72 13.36 8.80 2.968 3.734 3.50 0.80 *********************************WARNING********************************** .. THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASEO ~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 INTENSITY NUMBER CCFS) CMIN.) (! NCH/HOUR) 1 8.92 8.80 3.734 2 11.58 13.36 2.968 COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.58 TcCMIN.) = 13.36 TOTAL AREACACRES) = 4.30 LONGEST FLOWPATH FROM NODE 814.00 TO NODE 821.00 = 980.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 821. 00 TO NODE 821.00 IS CODE = --------~---~~------------~~----------~~_._--------~------------------------ .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 ~NFLUENCE VALUES USED FOR INDEPENDENT ~E OF CONCENTRATION(MIN.) = 13.36 RAINFALL INTENSITYCINCH/HR) = 2.97 TOTAL STREAM AREACACRES) = 4.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 1 ARE: 11.58 **************************************************************************** FLOW PROCESS FROM NODE 824.00 TO NODE 821.00 IS CODE = 21 ------_._------------_._----------------------~~--------~------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM OEVELOPMENT IS COMMERCIAL TC = K'[CLENGTH"3)/(ELEVATION CHANGE)]".2 INITIAL SUBAREA FLOW-LENGTH = 340.00 UPSTREAM ELEVATION = 1298.51 DOWNSTREAM ELEVATION = 1288.91 ELEVATION DIFFERENCE = 9.60 TC = 0.303'[C 340.00"3)/( 9.60)J".2 6.368 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.459 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8918 SOIL CLASSIFICATION IS "D" SUBAREA RUNDFFCCFS) 0.91 TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFFCCFS) = 0.91 **************************************************************************** ~~-~~~~~~~-~~~~-~~~~----~~~:~~-~~-~~~~----~~~:~~-~~-~~~~-~---~---------- .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~ 'It\ TOTAL NUMBER DF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 6.37 4iINFALL INTENSITY(INCH/HR) = 4.46 L STREAM AREACACRES) = 0.23 K FLDW RATE(CFS) AT CONFLUENCE = 0.91 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 11.58 2 0.91 Tc CMIN. ) 13.36 6.37 I NTENS ITY (INCH/HOUR) 2.968 4.459 AREA CACRE) 4.30 0.23 *********************************WARNI NG********************************** 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 ANO TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USEO FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUM8ER (CFS) CMIN.) (INCH/HOUR) 1 6.44 6.37 4.459 2 12.19 13.36 2.968 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ~K FLOW RATECCFS) = 12.19 Tc(MIN.) = ~AL AREACACRES) = 4.53 LONGEST FLOWPATH FROM NODE 814.00 TO NODE 13.36 821. 00 = 980.00 FEET. +._____~~_~__w_______________________..____~___________~~~_________________+ , 2.19 CFS SPILLS OVER , Q = 10.0 CFS , Q INTERCEPTED = 5.1 CFS BYPASS=4.9 CFS , , , +_._~._------------------------------------~---------~.--------------------+ **************************************************************************** FLOW PROCESS FROM NODE 821.00 TO NODE 821.00 IS CODE = 7 444..USER SPECIFIED HYOROLOGY INFORMATION AT NOOE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 13.36 RAIN INTENSITYCINCH/HOUR) = 2.97 TDTAL AREA(ACRES) = 4.53 TOTAL RUNOFFCCFS) = 4.90 **************************************************************************** FLOW PROCESS FROM NODE 821.00 TO NODE 825.00 IS CODE = 61 tttttCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA .....CSTANDARD CURB SECTION USEO) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- _STREAM ELEVATION(FEET) = 1288.91 DOWNSTREAM ELEVATION(FEET) EET LENGTHCFEET) = 180.00 CURB HEIGHTCINCHES) = 6.0 EET HALFWIDTH(FEET) = 30.00 = 1288.02 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) INSIDE STREET CROSSFALLCDECIMAL) = 0.020 18.00 1-'\"'" OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 ~ing/s FRICTION FACTOR for Streetflow Section(curb~to~curb) = ~ing/s FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 0.0150 "TRAVEL TIME COMPUTEO USING ESTIMATEO FLDWCCFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.66 HALFSTREET FLODD WIDTHCFEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) PRODUCT OF DEPTH&VELOCITYCFT'FT/SEC.) = STREET FLOW TRAVEL TIME(MIN.) = 1.13 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = UNDEVELOPEO WATERSHED RUNOFF COEFFICIENT = SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 3.00 TOTAL AREACACRES) = 7.53 8.21 15.64 2.66 1." Tc(MIN.) = 2.839 .7782 14.49 SUBAREA RUNDFFCCFS) PEAK FLOW RATECCFS) = 6.63 11.53 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTHCFEET) = 0.72 HALFSTREET FLOOD WIOTH(FEET) = 19.84 FLOW VELOCITYCFEET/SEC.) = 2.70 DEPTH'VELOCITYCFT'FT/SEC.) = 1.95 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 180.0 FT WITH ELEVATION-DROP = 0.9 FT, IS 7.3 CFS, WHICH EXCEEOS THE TOP-OF-CURB STREET CAPACITY AT NODE 825.00 LONGEST FLOWPATH FROM NODE 814.00 TO NODE 825.00 = 1160.00 FEET. **************************************************************************** ~W PROCESS FROM NDDE 825.00 TO NOOE 825.00 IS CODE = 1 ~-------------_.._-~---------------------------------------------------- tttttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FDR INDEPENDENT STREAM 1 ARE: TIME DF CONCENTRATIONCMIN.) = 14.49 RAINFALL INTENSITY(INCH/HR) = 2.84 TOTAL STREAM AREACACRES) = 7.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.53 **************************************************************************** FLOW PROCESS FROM NOOE 826.00 TO NOOE 827.00 IS COOE = 21 "~"RATIONAL METHOO 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 = 150.00 UPSTREAM ELEVATION = 1295.40 OOWNSTREAM ELEVATION = 1293.33 ELEVATION DIFFERENCE = 2.07 TC = 0.393'[C 150.00"3)/( 2.07)]".2 = 6.861 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.280 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8577 .L CLASSIFICATION IS "D" AREA RUNOFF(CFS) = 1.10 TOTAL AREACACRES) = 0.30 TOTAL RUNOFFCCFS) = 1.10 **************************************************************************** ~~ FLOW PROCESS FROM NODE 827.00 TO NODE 828.00 IS CDOE = 61 ------~~--------~--------._-----~.~-------~~~--------------~---------------- .....COMPUTE STREET FLDW TRAVEL TIME THRU SUBAREA ~:::::::~::~=~~::=::~::~:=~::~:========================================= ~TREAM ELEVATION(FEET) = 1292.83 DOWNSTREAM ELEVATIONCFEET) = 1285.14 STREET LENGTH(FEET) = 950.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADE8REAKCFEET) INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIOE STREET CROSSFALLCDECIMAL) = 0.080 18.00 SPECIFIEO 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 FLOWCCFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.52 HALFSTREET FLOOD WIOTHCFEET) = 7.33 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.33 PRODUCT OF OEPTH&VELOCITYCFT'FT/SEC.) = 1.75 STREET FLOW TRAVEL TIMECMIN.) = 4.75 Tc(MIN.) = 11.61 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.205 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8452 SOIL CLASSIFICATION IS "D" SU8AREA AREACACRES) = 3.00 SUBAREA RUNOFFCCFS) ~AL AREACACRES) = 3.30 PEAK FLOW RATECCFS) = ~ OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 14.10 FLOW VELOCITYCFEET/SEC.) = 3.40 DEPTH'VELOCITYCFT'FT/SEC.) = 2.15 'NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 950.0 FT WITH ELEVATION-DROP = 7.7 FT, IS 6.7 CFS, WHICH EXCEEDS THE TOp.OF-CURB STREET CAPACITY AT NODE 828.00 LONGEST FLOWPATH FROM NODE 826.00 TO NOOE 828.00 = 1100.00 FEET. 5.19 8.13 9.23 **************************************************************************** FLOW PROCESS FROM NODE 825.00 TO NODE 828.00 IS CODE = --------------------------------.----------.-.------------._----------~----- ~~444DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 11.61 RAINFALL INTENSITY(INCH/HR) = 3.21 TOTAL STREAM AREACACRES) = 3.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.23 +------------------------------------------------~------~~-----------------+ , 2.16 CFS SPILLOVER AT NDDE 821 , , , , , ~--_._---------------------_._-------------------------------.---------+ **************************************************************************** FLOW PROCESS FROM NODE 821.00 TO NODE 821.00 IS CODE = 7 'It "IT>.. ---------------------------------------------------------------------------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 13.36 RAIN INTENSITYCINCH/HDUR) = 2.97 ~L AREACACRES) = 0.00 TOTAL RUNOFF(CFS) = 2.19 **************************************************************************** FLOW PROCESS FROM NODE 821.00 TO NODE 828.00 IS CODE = .....OESIGNATE INDEPENOENT STREAM FOR CONFLUENCE====: .....AND COMPUTE VARIOUS CONFLUENCEO STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER DF STREAMS = 3 CONFLUENCE VALUES USED FOR INOEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 13.36 RAINFALL INTENSITYCINCH/HR) = 2.97 TOTAL STREAM AREACACRES) = 0.00 PEAK FLOW RATECCFS) AT CONFLUENCE = 2.19 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 11.53 2 9.23 3 2.19 Tc (MIN.) 14.49 11.61 13.36 1 NTENS I TY CINCH/HOUR) 2.839 3.205 2.968 AREA CACRE) 7.53 3.30 0.00 *********************************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 ~ 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 CCFS) CMIN. ) (INCH/HOUR) 1 20.37 11.61 3.205 2 21.37 13.36 2.968 3 21.80 14.49 2.839 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 21.80 TcCMIN.) = 14.49 TOTAL AREACACRES) = 10.83 LONGEST FLOWPATH FRDM NODE 814.00 TO NODE 828.00 = 1160.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 828.00 TO NOOE 813.00 IS CODE = 11 .....CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM e~R LONGEST STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) CMIN.) CINCH/HOUR) 21.80 14.49 2.839 FLOWPATH FROM NODE 814.00 TO NODE AREA CACRE) 10.83 813.00 = 1160.00 FEET. I 11"''' ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER CCFS) CMIN.) CINCH/HOUR) (ACRE) 1 1.48 7.15 4.186 0.40 ~GEST FLOWPATH FROM NODE 812.00 TO NODE 813.00 = 500.00 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 DF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc 1 NTENS ITY NUMBER CCFS) CMIN. ) CINCH/HOUR) 1 12.23 7.15 4.186 2 22.80 14.49 2.839 COMPUTED CONFLUENCE PEAK FLOW RATECCFS) TOTAL AREACACRES) = ESTIMATES ARE AS FDLLOWS: = 22.80 Tc(MIN.) = 11.23 14.49 **************************************************************************** FLOW PROCESS FROM NODE 813.00 TO NODE 829.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....CSTANDARD CURB SECTION USED) ============================================================================ UPSTREAM ELEVATIDNCFEET) = 1285.14 DOWNSTREAM ELEVATIONCFEET) = 1274.55 STREET LENGTH(FEET) = 270.00 CURB HEIGHTCINCHES) = 6.0 ~REET HALFWIDTHCFEET) = 30.00 OISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIOE STREET CROSSFALLCDECIMAL) = 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 ESTIMATED FLOW(CFS) STREET FLOW MOOEL RESULTS USING ESTIMATEO FLOW: STREET FLOW DEPTHCFEET) = 0.66 HALFSTREET FLODD WIDTHCFEET) = 15.84 AVERAGE FLOW VELOCITYCFEET/SEC.) = 7.50 PRODUCT OF DEPTH&VELOCITYCFT'FT/SEC.) 4.95 STREET FLOW TRAVEL TIMECMIN.) = 0.60 Tc(MIN.) = 15.09 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.776 SINGLE-FAMILYC1/4 ACRE LDT) RUNOFF COEFFICIENT = .8379 SOIL CLASSIFICATION IS I~" SUBAREA AREA(ACRES) = 0.60 TOTAL AREACACRES) = 11.83 23.49 SUBAREA RUNOFF(CFS) PEAK FLOW RATECCFS) = 1.40 24.19 ENO OF SUBAREA STREET FLDW HYDRAULICS: _PTH(FEET) = D.67 HALFSTREET FLOOD WIDTHCFEET) = 16.15 OW VELOCITYCFEET/SEC.) = 7.53 OEPTH'VELOCITYCFT'FT/SEC.) = 5.01 ONGEST FLOWPATH FROM NODE 814.00 TO NODE 829.00 = 1430.00 FEET. FLOW PROCESS FROM NODE 807.00 TO NODE 807.00 IS CODE = 7 1,'\tp **************************************************************************** t4444USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ============================================================================ _SPECIFIED VALUES ARE AS FOLLDWS: N) = 9.59 RAIN INTENSITYCINCH/HOUR) = 3.56 T AL AREA(ACRES) = 6.14 TOTAL RUNOFF(CFS) = 19.49 **************************************************************************** FLOW PROCESS FROM NODE 807.00 TO NODE 830.00 IS CDDE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: 44444(STANDARD CURB SECTION USED) ============================================================================ UPSTREAM ELEVATIONCFEET) = 1285.32 DOWNSTREAM ELEVATIONCFEET) = 1274.92 STREET LENGTH(FEET) = 300.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK[FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALLCOECIMAL) = 0.020 Manning/s fRICTION FACTOR for Streetflow Sectlon(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 ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.64 ~LFSTREET FLDOD YIDTHCFEET) = 14.51 ~ERAGE FLOY VELOCITY(FEET/SEC.) = 7.D3 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = STREET FLOW TRAVEL TIME(MIN.) = 0.71 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = APARTMENT DEVELDPMENT RUNOFF COEFFICIENT = SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.20 TOTAL AREACACRES) = 6.34 19.77 4.50 TcCMIN.) 3.424 .8185 10.30 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 0.56 20.05 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.64 HALFSTREET FLOOO WIOTHCFEET) = 14.61 FLOW VELOCITY(FEET/SEC.) = 7.07 DEPTH*VELOCITY(FT*FT/SEC.) 4.54 LONGEST FLOWPATH FROM NOOE 814.00 TO NOOE 830.00 = 1730.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 807.00 TO NODE 830.00 IS CODE = .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CDNFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.30 RAINFALL INTENSITY(INCH/HR) = 3.42 TOTAL STREAM AREACACRES) = 6.34 ~K FLOW RATECCFS) AT CONFLUENCE = 20.05 **************************************************************************** FLOW PROCESS FROM NODE 831.00 TO NODE 832.00 IS CODE = 21 1,."'" 4(444RATIONAL METHOD INITIAL SUBAREA ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMEO INITIAL SUBAREA UNIFORM OEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) .= K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 TIAL SUBAREA FLOW-LENGTH = 110.00 STREAM ELEVATION = 1281.80 DOWNSTREAM ELEVATION = 1279.44 ELEVATION OIFFERENCE = 2.36 TC = 0.393'[C 110.00"3)/C 2.36)]".2 5.549 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.810 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8619 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFFCCFS) 0.83 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.83 **************************************************************************** FLOW PROCESS FROM NODE 832.00 TO NODE 830.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....(STANDARO CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1278.94 DOWNSTREAM ELEVATIONCFEET) = 1274.92 STREET LENGTHCFEET) = 280.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADE8REAKCFEET) = 18.00 INSIOE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCOECIMAL) = 0.080 ~CIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF = ~EET 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 ESTIMATED FLOW: STREET FLOW OEPTHCFEET) = 0.37 HALFSTREET FLOOD WIOTHCFEET) = 4.20 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.53 PRODUCT OF DEPTH&VELOCITYCFT'FT/SEC.) = 1.31 STREET FLOW TRAVEL TIMECMIN.) = 1.32 Tc(MIN.) 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.277 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8576 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) = 1.00 TOTAL AREA(ACRES) = 1.20 2.67 6.87 SUBAREA RUNOFF(CFS) = PEAK FLOW RATECCFS) = 3.67 4.50 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) 5.16 FLOW VELOCITYCFEET/SEC.) = 4.03 DEPTH'VELOCITYCFT'FT/SEC.) = 1.81 LONGEST FLOWPATH FROM NODE 831.00 TO NODE 830.00 = 390.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 830.00 TO NODE 830.00 IS CDDE = ~::~::~~:::::~:~::::~::::::::::::~::~~::~~~:~~:::::::::::::::::::::::::~ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 6.87 -t. '\ 'b RAINFALL INTENSITYCINCH/HR) = 4.28 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATECCFS) AT CONFLUENCE = 4.50 ~********************************************************************** ~W PROCESS FROM NODE 833.00 TO NODE 834.00 IS CODE = 21 ---.------------..-------------------------------------------~-------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K'[CLENGTH"3)/CELEVATION CHANGE)]".2 INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 1281.80 DOWNSTREAM ELEVATION = 1279.46 ELEVATION DIFFERENCE = 2.34 TC = 0.393'[( 140.00"3)/C 2.34)]".2 = 6.424 100 YEAR RAINFALL INTENSITYCINCH/HDUR) = 4.438 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8590 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFFCCFS) 0.76 TOTAL AREACACRES) = 0.20 TOTAL RUNOFFCCFS) = 0.76 **************************************************************************** FLDW PROCESS FROM NODE 834.00 TO NODE 830.00 IS CODE = 61 ~~---~~-------------_.~._----._------~~---------------------_.~----~-------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....CSTANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~TREAM ELEVATION(FEET) = 1278.96 DOWNSTREAM ELEVATIONCFEET) ~EET LENGTHCFEET) = 220.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTHCFEET) = 30.00 = 1274.92 OISTANCE FROM CROWN TO CROSS FALL GRADE8REAKCFEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CRDSSFALLCDECIMAL) = 0.080 SPECIFIED NUM8ER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCOECIMAL) = 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 FLOWCCFS) STREETFLOW MOOEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.34 HALFSTREET FLOOD WIDTHCFEET) = 3.77 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.80 PRODUCT OF DEPTH&VELOCITYCFT'FT/SEC.) 1.28 STREET FLOW TRAVEL TIMECMIN.) = 0.97 TcCMIN.) = 7.39 1DO YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.109 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8561 SOIL CLASSIFICATION IS nD" SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFFCCFS) TOTAL AREACACRES) = 1.10 PEAK FLOW RATECCFS) = ...... OF SUBAREA STREET FLOW HYDRAULICS: ~THCFEET) = 0.41 HALFSTREET FLOOD WIDTHCFEET) = 4.67 FLOW VELOCITYCFEET/SEC.) = 4.26 DEPTH'VELOCITY(FT'FT/SEC.) LONGEST FLOWPATH FROM NODE 833.00 TO NODE 830.00 = 360.00 2.35 3.17 3.93 1.75 FEET. 1,,"'\ **************************************************************************** FLOW PROCESS FROM NOOE 834.00 TO NODE 830.00 IS COOE = ------------~~-~--------~------~-----~---------~---------------------------- (((((DES!GNATE INDEPENDENT STREAM FOR CONFLUENCE===== ~'AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ~====================================================================== TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FDR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATIONCMIN.) = 7.39 RAINFALL INTENSITY(INCH/HR) = 4.11 TOTAL STREAM AREACACRES) = 1.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.93 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 20.05 2 4.50 3 3.93 Tc CMIN. ) 10.30 6.87 7.39 INTENSITY (I NCH/HOUR) 3.424 4.277 4.109 AREA CACRE) 6.34 1.20 1. 10 *********************************WARNI NG********************************** 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. ************************************************************************** RAINFALL INTENSITY ANO TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. .EAK AM BER 1 2 3 FLOW RATE TABLE ** RUNOFF Tc (CFS) CMIN.) 21.52 6.87 22.63 7.39 26.92 10.30 INTENSITY (I NCH/HOUR) 4.277 4.109 3.424 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) 26.92 TcCMIN.) = 10.30 TOTAL AREACACRES) = 8.64 LONGEST FLOWPATH FROM NODE 814.00 TO NODE 830.00 = 1730.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 830.00 TO NODE 835.00 IS CODE = 61 ---------_.----~..~-------._------._------~._~---------~--------------~-~--- .e...COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....CSTANDARD CURB SECTION USED) ============================================================================ UPSTREAM ELEVATIONCFEET) = 1274.92 DOWNSTREAM ELEVATIONCFEET) = 1265.16 STREET LENGTHCFEET) = 300.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIOE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 ~IFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ~ET 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 6....0. S-1..- C".., J ";""JJf;,t-..- f(Ecs-l ~l4-{ 1/d> "TRAVEL TIME COMPUTED USING ESTIMATEO FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOY: STREET FLOW DEPTHCFEET) = 0.71 HALFSTREET FLOOD WIDTH(FEET) = 18.82 ~VERAGE FLOW VELOCITYCFEET/SEC.) = 6.87 ~RDDUCT OF DEPTH&VELOCITYCFT'FT/SEC.) = 4.87 STREET FLOY TRAVEL TIMECMIN.) = 0.73 TcCMIN.) = 11.03 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.298 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8466 SOIL CLASSIFICATION IS "D" SUBAREA AREACACRES) = 0.20 TOTAL AREACACRES) = 8.84 27.20 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 0.56 27.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.71 HALFSTREET FLOOD YIDTHCFEET) = 18.92 FLOW VELOCITY(FEET/SEC.) = 6.89 OEPTH'VELOCITY(FT'FT/SEC.) = 4.89 LONGEST FLOWPATH FROM NODE 814.00 TO NODE 835.00 = 2030.00 FEET. *****************************************************************..***..**** FLOW PROCESS FRDM NODE 830.00 TD NODE 835.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 11.03 RAINFALL INTENSITYCINCH/HR) = 3.30 TOTAL STREAM AREACACRES) = 8.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 27:48 ~*********************************************************************** FLOW PROCESS FROM NODE 836.00 TO NODE 837.00 IS CODE = 21 ------~-_._------------~~_._-----._--------~-~------------~-~--------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMEO INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K'[CLENGTH"3)/CELEVATION CHANGE)J".2 INITIAL SUBAREA FLDW.LENGTH = 120.00 UPSTREAM ELEVATION = 1270.80 OOWNSTREAM ELEVATION = 1266.47 ELEVATION DIFFERENCE = 4.33 TC = 0.393'[( 120.00"3)/( 4.33)J".2 5.178 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.996 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8632 SOIL CLASSIFICATION IS "DR SU8AREA RUNOFF(CFS) = 1.29 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFFCCFS) = 1.29 **************************************************************************** FLOW PROCESS FROM NOOE 837.00 TO NODE 835.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SU8AREA .....CSTANOARD CURB SECTION USEO)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- eTREAM ELEVATIONCFEET) = 1267.97 OOWNSTREAM ELEVATIONCFEET) REET lENGTHCFEET) = 280.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 = 1265.26 ~" DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCOECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF ~ET PARKWAY CROSSFALLCDECIMAL) = 0.020 ~ing/s FRICTION FACTOR for Streetflow SectionCcurb-ta-curb) = 0.0150 Mannin9/s FRICTION FACTOR for Back-of.Walk FLow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) STREET FLOW MOOEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTHCFEET) = 0.39 HALFSTREET FLOOD WIDTHCFEET) = 4.48 AVERAGE FLOW VELOCITYCFEET/SEC.) 3.04 PRODUCT OF DEPTH&VELOClTY( FT'FT /SEC. ) 1. 20 STREET FLOW TRAVEL TIMECMIN.) = 1.54 Tc(MIN.) = 6.71 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.332 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8581 SOIL CLASSIFICATION IS "Dn SUBAREA AREA(ACRES) 0.70 SUBAREA RUNOFF(CFS) TOTAL AREACACRES) = 1.00 PEAK FLOW RATECCFS) 2.60 2.60 3.90 END OF SU8AREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.46 HALFSTREET FLOOD WIOTHCFEET) = 5.28 FLOW VELOCITYCFEET/SEC.) = 3.34 DEPTH'VELOCITY(FT'FT/SEC.) = 1.53 LONGEST FLOWPATH FROM NOOE 836.00 TO NODE 835.00 = 400.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 837.00 TO NODE 835.00 IS CODE = -----------------~~---------------~~-------~-------------------------------- 4.0ESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ====================================================================== AL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USEO FOR INDEPENOENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 6.71 RAINFALL INTENSITYCINCH/HR) = 4.33 TOTAL STREAM AREACACRES) = 1.00 PEAK FLDW RATECCFS) AT CONFLUENCE = 3.90 **************************************************************************** FLOW PROCESS FROM NOOE 838.00 TO NODE 839.00 IS CODE = 21 ---------------~~~_._--------------~------------------~~--~----------------- ~~~~~RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM OEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K'[(LENGTH"3)/(ELEVATION CHANGE)]".2 INITIAL SUBAREA FLOW-LENGTH = 110.00 UPSTREAM ELEVATION = 1270.48 DOWNSTREAM ELEVATION = 1268.48 ELEVATION DIFFERENCE = 2.00 TC = 0.393'[C 110.00"3)/C 2.00)J".2 = 5.736 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.723 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8613 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFFCCFS) = 4111tL AREACACRES) = 0.81 0.20 TOTAL RUNOFFCCFS) = 0.81 **************************************************************************** FLOW PROCESS FROM NODE 839.00 TO NODE 835.0D IS CODE = 61 ~1/ .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ettttCSTANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1267.98 DOWNSTREAM ELEVATION(FEET) = 1265.26 ~ET LENGTHCFEET) = 220.00 CURB HEIGHTCINCHES) = 6.0 ~ET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADE8REAKCFEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 18.00 SPECIFIED NUM8ER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning/s FRICTION FACTOR for Streetflow SectionCcurb-to-curb) = 0.0150 Manning/s FRICTION FACTOR for Back-af-Walk Flow Section 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) STREETFLOW MODEL RESULTS USING ESTIMATEO FLOW: STREET FLOW OEPTHCFEET) = 0.35 HALFSTREET FLOOO WIDTHCFEET) = 3.91 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.17 PRODUCT OF DEPTH&VELOCITYCFT'FT/SEC.) = 1.11 STREET FLOW TRAVEL TIMECMIN.) = 1.16 TcCMIN.) = 6.89 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.270 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8576 SOIL CLASSIFICATION IS "oH SUBAREA AREACACRES) 0.70 TOTAL AREACACRES) = 0.90 2.10 SUBAREA RUNDFFCCFS) PEAK FLOW RATECCFS) 2.56 3.38 _OF SUBAREA STREET FLOW HYDRAULICS: HCFEET) = 0.42 HALFSTREET FLOOD WIDTHCFEET) = 4.75 OW VELOCITYCFEET/SEC.) = 3.54 OEPTH'VELOCITYCFT'FT/SEC.) 1.47 LONGEST FLOWPATH FROM NODE 838.00 TO NODE 835.00 = 330.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 839.00 TO NODE 835.00 IS CODE = ------~------------------------._------~---------~---------~~~~~~~---------- .....OESIGNATE 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.) = 6.89 RAINFALL INTENSITYCINCH/HR) = 4.27 TOTAL STREAM AREACACRES) = 0.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.38 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 27.48 2 3.90 3 3.38 Tc CMIN.) 11.03 6.71 6.89 INTENSITY (I NCH/HDUR) 3.298 4.332 4.270 AREA CACRE) 8.84 1.00 0.90 *********************************WARNING********************************** ~HIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASEO ~HE RCFC&WCD FORMULA OF PLATE D-' AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** 7>'0 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK _REAM WMBER 1 2 3 FLOW RATE RUNOFF CCFS) 23.91 24.39 33.06 TABLE ** Tc (MIN.) 6.71 6.89 11.03 INTENSITY (I NCH/HOUR) 4.332 4.270 3.298 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 33.06 Tc(MIN.) = 11.03 TOTAL AREACACRES) = 10.74 LONGEST FLOWPATH FROM NODE 814.00 TO NODE 835.00 = 2030.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 835.00 TO NODE 835.00 IS CODE = --------------~---------~.._-----------_.~---------_.-----------_...~~------ .....DESIGNATE INDEPENOENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEO FOR INOEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 11.03 RAINFALL INTENSITY(INCH/HR) = 3.30 TOTAL STREAM AREACACRES) = 10.74 PEAK FLOW RATECCFS) AT CONFLUENCE = 33.06 **************************************************************************** FLOW PROCESS FROM NODE 829.00 TO NODE 829.00 IS CODE = 7 ~~~~~~~~-~~~~;;;~~-:~~~~~~~~-;:;~~~~~;~:-~~-:~~~------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 15.09 RAIN INTENSITYCINCH/HOUR) = 2.78 TOTAL AREACACRES) = 11.83 TOTAL RUNOFFCCFS) = 24.19 **************************************************************************** FLOW PROCESS FROM NODE 829.00 TO NODE 840.00 IS COOE = 61 --------~~------------------------------._-----------------------~---~------ .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA====: ttttt(STANDARO CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1274.54 DOYNSTREAM ELEVATIONCFEET) = 1264.99 STREET LENGTHCFEET) = 300.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 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-~aLk Flow Section = 0.0200 e"TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.70 HALFSTREET FLOOD WIDTHCFEET) = 18.20 AVERAGE FLOW VELOCITYCFEET/SEC.) = 6.82 25.77 1JbIA. PRODUCT OF DEPTH&VELOCITYCFT'FT/SEC.) 4.77 STREET FLOW TRAVEL TIMECMIN.) = 0.73 TcCMIN.) = 15.82 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.704 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8365 ~IL CLASSIFICATION IS "D" ~AREA AREACACRES) = 1.40 SUBAREA RUNOFF(CFS) = TOTAL AREACACRES) = 13.23 PEAK FLOW RATECCFS) = 3.17 27.36 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.71 HALFSTREET FLOOD WIDTHCFEET) 19.02 FLOW VELOCITYCFEET/SEC.) = 6.80 DEPTH'VELOCITYCFT'FT/SEC.) 4.84 LONGEST FLOWPATH FROM NOOE 836.00 TO NODE 840.00 = 700.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 835.00 TO NODE 840.00 IS CODE = --~-_._-------~~--------------~~._----------_._.._----_._._------~~~~~~-~_.- .....DESIGNATE INOEPENOENT 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.) = 15.82 RAINFALL INTENSITYCINCH/HR) = 2.70 TOTAL STREAM AREACACRES) = 13.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.36 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) A 21 33.06 _ 27.36 Tc CMIN.) 11.03 15.82 I NTENS I TY (I NCH/HOUR) 3.298 2.704 AREA CACRE) 10.74 13.23 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS 8ASED ON THE RCFC&WCD FORMULA OF PLATE D-' AS DEFAULT VALUE. THIS FDRMULA 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 CCFS) CMIN.) (INCH/HOUR) 1 52.12 11.03 3.298 2 54.47 15.82 2.704 COMPUTED CDNFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 52.12 TcCMIN.) = 11.03 TOTAL AREACACRES) = 23.97 LONGEST FLOWPATH FROM NODE 814.00 TO NODE 840.00 = 2030.00 FEET. +------------------.---------.------------...--------.------------.....----+ , 21' CATCH BASIN INTERCEPTS 19.1 CFS , , 8YPASS = 6.96 CFS , ~----------------------------------------------------------------------~ FLOW PROCESS FROM NODE 835.00 TO NODE 835.00 IS CODE = 7 / 1)/;) **************************************************************************** ----------------------------------------~-------------~--------------------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: ~MIN) = 11.03 RAIN INTENSITYCINCH/HOUR) = 3.30 ~~AL AREACACRES) = 11.99 TOTAL RUNOFFCCFS) = 6.96 **************************************************************************** FLOW PROCESS FROM NOOE 835.00 TO NODE 841.00 IS CODE = 61 -------------------------------------------~-~----------~--~--------~~._~~-- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....CSTANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1265.26 DOWNSTREAM ELEVATIONCFEET) = 1262.80 STREET LENGTHCFEET) = 450.00 CUR8 HEIGHTCINCHES) = 6.0 STREET HALFWIOTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) INSIDE STREET CROSSFALLCOECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 18.00 SPECIFIED NUMBER DF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning/s FRICTION FACTOR for Streetflow SectionCcurb-ta-curb) = 0.0150 Manning/s FRICTION FACTOR for Back-at-Walk Flow Section = 0.0200 "TRAVEL TIME CDMPUTED USING ESTIMATED FLOWCCFS) STREETFLOW MOOEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.66 .....HALFSTREET FLOOD WIDTHCFEET) = 15.84 ~AVERAGE FLDW VELOCITYCFEET/SEC.) = 2.81 PRODUCT OF DEPTH&VELOCITYCFT'FT/SEC.) = 1.86 STREET FLOW TRAVEL TIMECMIN.) = 2.67 TcCMIN.) 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.927 SINGLE-FAMILYCl/4 ACRE LOT) RUNOFF COEFFICIENT = .8407 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) = 1.50 TOTAL AREACACRES) = 13.49 8.80 13.70 SUBAREA RUNOFFCCFS) PEAK FLOW RATE(CFS) = 3.69 10.65 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.70 HALFSTREET FLOOD WIDTH(FEET) = 18.20 FLOW VELOCITYCFEET/SEC.) = 2.B2 DEPTH*VELOCITYCFT'FT/SEC.) = 1.97 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 450.0 FT WITH ELEVATION-DROP = 2.5 FT, IS 3.8 CFS, WHICH EXCEEOS THE TOP-OF-CURB STREET CAPACITY AT NOOE 841.00 LONGEST FLDWPATH FROM NODE 814.00 TO NODE 841.00 = 2480.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 835.00 TO NODE 841.00 IS CODE = -----------~~-------------~---_._---------------~---------------~~~--------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ~ME OF CONCENTRATION(MIN.) = 13.70 NFALL INTENSITYCINCH/HR) = 2.93 TAL STREAM AREACACRES) = 13.49 PEAK FLOW RATECCFS) AT CONFLUENCE = 10.65 +-------------~-----------------~~---------------------~----------~~~--~---+ 1fJo , 21' CATCH BASIN INTERCEPTS 19.1 CFS , BYPASS = 6.96 CFS , , , , +~---~~-_._---------~~-~~------~---------~-----------------------~._-------+ ~....................................................................... FLOW PROCESS FROM NODE 840.00 TO NODE 840.00 IS CODE = 7 ------------------~----------------~~~----------~----~--~-~----------------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 11.03 RAIN INTENSITYCINCH/HOUR) = 3.30 TOTAL AREACACRES) = 11.99 TOTAL RUNOFFCCFS) = 6.96 **************************************************************************** FLOW PROCESS FROM NODE 840.00 TO NODE 842.00 IS CODE = 61 ------------------------------~---------------------.-------------~~-~-----~ eee4eCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....CSTANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1264.99 DOWNSTREAM ELEVATIONCFEET) = 1262.91 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) = 18.00 INSIOE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIOE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 ~ET PARKWAY CROSSFALL(DECIMAL) = 0.020 ~ing/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) 9.69 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.69 HALFSTREET FLOOD WIDTHCFEET) = 17.38 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.74 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = 1.88 STREET FLOW TRAVEL TIMECMIN.) = 2.44 Tc(MIN.) = 13.47 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.955 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8412 SOIL CLASSIFICATION IS nD" SUBAREA AREACACRES) = TOTAL AREACACRES) = 2.20 14.19 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 5.47 12.43 END OF SUBAREA STREET FLOW HYORAULICS: DEPTHCFEET) = 0.73 HALFSTREET FLDOD WIDTHCFEET) = 2D.46 FLOW VELOCITY(FEET/SEC.) = 2.78 DEPTH'VELOCITYCFT'FT/SEC.) = 2.04 'NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 400.0 FT WITH ELEVATION-DROP = 2.1 FT, IS 5.8 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 842.00 LONGEST FLOWPATH FROM NODE 836.00 TO NODE 842.00 = 1100.00 FEET. **************************************************************************** . PROCESS FROM NODE 841.00 TO NOOE 842.00 IS CODE = 1 - -----------------~~~~-------~~~----------------------~~~~~~------------- .....OESIGNATE INDEPENDENT STREAM FOR CDNFLUENCE .....AND CDMPUTE VARIOUS CONFLUENCED STREAM VALUES 7J>'\ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INOEPENDENT STREAM 2 ARE: TIME DF CONCENTRATIONCMIN.) = 13.47 RAINFALL INTENSITY(INCH/HR) = 2.95 ~AL STREAM AREA(ACRES) = 14.19 ~K FLOW RATE(CFS) AT CONFLUENCE = 12.43 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 10.65 2 12.43 Tc (MIN. ) 13.70 13.47 INTENSITY (I NCH/HOUR) 2.927 2.955 AREA CACRE) 13.49 14.19 *********************************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 CCFS) (MIN.) (I NCH/HOUR) 1 22.90 13.47 2.955 2 22.96 13 .70 2.927 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 4K FLOW RATE(CFS) = 22.90 Tc(MIN.) = AL AREACACRES) = 27.68 ONGEST FLOWPATH FROM NOOE 814.00 TO NOOE 13.47 842.00 = 2480.00 FEET. +_._-------~----_._---------------------~~..._-----._----------------------+ , START STDRM DRAIN FLOWS , 1 , 1 , +._------~--_._-.._--------------_._---_.._-------~._---~~-----------------+ **************************************************************************** FLOW PROCESS FROM NOOE 821.00 TO NODE 821.00 IS CODE = 7 ---._..._..._-----._-------_..-.._~----_._------_.._-----------.-......._--- ~ttttUSER SPECIFIED HYDROLOGY INFORMATION AT NODE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIEO VALUES ARE AS FOLLOWS: TCCMIN) = 15.09 RAIN INTENSITYCINCH/HOUR) = 2.78 TOTAL AREACACRES) = 0.00 TOTAL RUNOFFCCFS) = 5.10 **************************************************************************** FLOW PROCESS FROM NODE 821.00 TO NODE 843.00 IS COOE = 41 ~------_..._---------_._----~------~--------~--------------_._--------~-~~~- .....CDMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION OATA: UPSTREAMCFEET) = 1284.36 DOWNSTREAMCFEET) = 1278.36 ew LENGTHCFEET) = 291.47 MANNING'S N = 0.013 TH OF FLOW IN 18.0 INCH PIPE IS 7.3 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 7.56 GIVEN PIPE DIAMETERCINCH) = 18.00 NUMBER OF PIPES PIPE-FLOWCCFS) = 5.10 1,tgi. PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 0.64 TcCMIN.) = 814.00 TO NODE 15.73 843.00 = 2771.47 FEET. **************************************************************************** ~-~~~~~~~-~~~~-~~~~----~:~:~~-~~-~~~~----~:::~~-~~-~~~~-~-_:~---------- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SU8AREA====: .....USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1278.25 DOWNSTREAM(FEET) FLOW LENGTHCFEET) = 296.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.2 INCHES PIPE-FLOW VELDCITYCFEET/SEC.) = 9.45 GIVEN PIPE DIAMETERCINCH) = 18.00 NUMBER OF PIPES PIPE-FLOWCCFS) = 5.10 PIPE TRAVEL TIMECMIN.) = LONGEST FLOWPATH FROM NODE = 1266.96 0.52 TcCMIN.) = 814.00 TO NODE 16.26 844.00 = 3067.97 FEET. **************************************************************************** FLOY PROCESS FROM NDDE 844.00 TO NOOE 845.00 IS CODE = 41 ---.~-----------------~~----~~-----~-------._---_._-----------------------~. .....COMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIEO PIPESIZE CEXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1266.69 DOWNSTREAM(FEET) 1261.18 FLOW LENGTHCFEET) = 173.25 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.5 INCHES PIPE-FLDW VELOCITYCFEET/SEC.) = 8.85 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = ~E-FLOWCCFS) = 5.10 ~ TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 16.58 LONGEST FLOWPATH FROM NODE 814.00 TO NOOE 845.00 = 3241.22 FEET. **************************************************************************** FLOW PROCESS FRDM NODE 845.00 TO NODE 846.00 IS CODE = 41 ----._-------------~-----._--------------------~------_._---------~--------- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIEO PIPESIZE (EXISTING ELEMENT)===:. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1261.18 DOWNSTREAMCFEET) FLOW LENGTHCFEET) = 108.81 MANNING'S N = 0.013 OEPTH OF FLOW IN 18.0 INCH PIPE IS 7.4 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 7.40 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOWCCFS) = 5.10 PIPE TRAVEL TIMECMIN.) = LONGEST FLOWPATH FROM NODE = 1259.07 0.25 Tc(MIN.) = 16.83 814.00 TO NODE 846.00 = 3350.03 FEET. **************************************************************************** FLOW PROCESS FROM NODE 846.00 TO NODE 846.00 IS CODE = --------~~~---------~~--------------------_._------------------------------~ 4ttttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 tiFLUENCE VALUES USED FOR INDEPENDENT OF CONCENTRATIONCMIN.) = 16.83 FALL INTENSITY(INCH/HR) = 2.61 TOTAL STREAM AREACACRES) = 0.00 PEAK FLOW RATECCFS) AT CONFLUENCE = STREAM 1 ARE: 5.10 '2$1\ **************************************************************************** FLOW PROCESS FROM NODE 835.00 TO NODE 835.00 IS CODE = 7 ---~---------------------------~-------------~---------------~-------------- ~:~;;:~;;~:~:~::~:;::::~:;:;~:~~:;~::~~=::=~~~:========================= TCCMIN) = 11.03 RAIN INTENSITY(INCH/HOUR) = 3.30 TOTAL AREACACRES) = 12.00 TOTAL RUNOFFCCFS) = 19.10 **************************************************************************** FLOW PROCESS FROM NOOE 835.00 TO NODE 846.00 IS CODE = 41 -------~----------------_.~._-----------~----------------------------------- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIEO PIPESIZE CEXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1258.19 OOWNSTREAMCFEET) FLOW LENGTHCFEET) = 37.83 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 6.08 GIVEN PIPE DIAMETERCINCH) = 24.00 PIPE-FLOWCCFS) = .19.10 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE = 1258.00 NUMBER OF PIPES 0.10 TcCMIN.) = 836.00 TD NODE 11.13 846.00 = 1137.83 FEET. **************************************************************************** FLOW PROCESS FROM NODE 846.00 TO NODE 846.00 IS CODE = ~---------~------------~~-------------._---------------------------~~~-~-~-~ .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .AL NUMBER OF STREAMS = 3 FLUENCE VALUES USED FOR INDEPENDENT ME OF CONCENTRATIONCMIN.) = 11.13 RAINFALL INTENSITYCINCH/HR) = 3.28 TOTAL STREAM AREACACRES) = 12.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 2 ARE: 19.10 **************************************************************************** FLOW PROCESS FROM NODE 840.00 TO NODE 840.00 IS CODE = 7 ----------------------~~-----~~--------------~--------~----------~--~~------ ~ttttUSER SPECIFIED HYDROLOGY INFORMATION AT NODE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 11.03 RAIN INTENSITYCINCH/HOUR) = 3.30 TOTAL AREA(ACRES) = 12.00 TOTAL RUNOFFCCFS) = 19.10 **************************************************************************** FLOW PROCESS FROM NODE 840.00 TO NODE 846.00 IS CODE = 41 ----------------~-~---------------------------~.~------~-----------------~-- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA .....USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1258.11 DOWNSTREAMCFEET) = 1258.00 FLOW LENGTHCFEET) = 21.01 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITYCFEET/SEC.) 6.08 ~N PIPE DIAMETERCINCH) = 24.00 ~-FLOW(CFS) = 19.10 PIPE TRAVEL TIMECMIN.) = 0.06 TcCMIN.) = LONGEST FLOWPATH FROM NODE 838.00 TO NODE NUMBER OF PIPES = 11.09 846.00 = 351.01 FEET. 1-.OSJ **************************************************************************** FLOW PROCESS FROM NODE 846.0D TO NODE 846.00 IS CODE = -------------------------~---------_._---------_._-------------~-~-------~~- eeeeeDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ~"ANO COMPUTE VARIOUS CONFLUENCED STREAM VALUES ~======================================================================== TOTAL NUM8ER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATIONCMIN.) = 11.09 RAINFALL INTENSITYCINCH/HR) = 3.29 TOTAL STREAM AREA(ACRES) = 12.00 PEAK FLOW RATECCFS) AT CONFLUENCE = 19.10 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER CCFS) CMIN.) CINCH/HOUR) (ACRE) 1 5.10 16.83 2.614 0.00 2 19.10 11.13 3.281 12.00 3 19.10 11.09 3.288 12.00 *********************************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 " EAM RUNOFF Tc INTENSITY NUMBER CCFS) CMIN.) CINCH/HOUR) 1 41.48 11.09 3.288 2 41. 53 11.13 3.281 3 35.51 16.83 2.614 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 41.53 Tc(MIN.) = 11.13 TOTAL AREA(ACRES) = 24.00 LONGEST FLOWPATH FROM NODE 814.00 TO NODE 846.00 = 3350.03 FEET. **************************************************************.************* FLOW PROCESS FROM NOOE 846.00 TO NODE 847.00 IS CODE = 41 --------------------------------------_._-----~-------------------~--------- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA .....USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION OATA: UPSTREAMCFEET) = 1257.50 OOWNSTREAMCFEET) = 1255.45 FLOW LENGTHCFEET) = 411.56 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.8 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 7.35 GIVEN PIPE DIAMETERCINCH) = 36.00 NUMBER OF PIPES = PIPE-FLOWCCFS) = 41.53 PIPE TRAVEL TIMECMIN.) = 0.93 TcCMIN.) = 12.07 LONGEST FLOWPATH FROM NODE 814.00 TO NODE 847.00 = 3761.59 FEET. ~*********************************************************************** FLOW PROCESS FROM NODE 847.00 TO NODE 847.00 IS CODE = .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: 1,0,,\ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUM8ER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: . OF CONCENTRATION(MIN.) = 12.07 FALL INTENSITY(INCH/HR) = 3.14 AL STREAM AREACACRES) = 24.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 41.53 **************************************************************************** FLOW PROCESS FROM NODE 841.00 TO NODE 841.00 IS CODE = 7 -------------------------------._---_.~~~----~-~-------------~-------------- .....USER SPECIFIED HYOROLOGY INFORMATION AT NOOE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 13.47 RAIN INTENSITY(INCH/HOUR) = 2.95 TOTAL AREACACRES) = 13.84 TOTAL RUNOFFCCFS) = 11.20 **************************************************************************** FLOW PROCESS FROM NODE 841. 00 TO NDDE 847.00 IS CODE = 41 -----------~-~----------------._--------------._---------~~~---------------- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1256.32 DOWNSTREAMCFEET) FLOW LENGTH(FEET) = 37.98 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITYCFEET/SEC.) = 6.34 GIVEN PIPE DIAMETERCINCH) = 18.00 PIPE-FLOW(CFS) = 11.20 ~ TRAVEL TIMECMIN.) = 0.10 TcCMIN.) = ~GEST FLOWPATH FROM NODE 836.00 TO NODE = 1256.13 NUM8ER OF PIPES = 13.57 847.DD 1175.81 FEET. **************************************************************************** FLOW PROCESS FROM NODE 847.00 TO NODE 847.00 IS CODE = -------~---------------~~-----~~----------------------------------------~-~~ .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIDN(MIN.) = 13.57 RAINFALL INTENSITY(INCH/HR) = 2.94 TOTAL STREAM AREACACRES) = 13.84 PEAK FLOW RATE(CFS) AT CDNFLUENCE = 11.20 **************************************************************************** FLOW PROCESS FROM NODE 842.00 TO NODE 842.00 IS CODE = 7 --------------~~~--------~----------------~-_._--------~~------------------- eeeeeUSER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 13.47 RAIN INTENSITY(INCH/HOUR) = 2.95 TOTAL AREACACRES) = 13.84 TOTAL RUNOFFCCFS) = 11.20 **************************************************************************** << PROCESS FROM NODE 842.00 TO NODE 847.00 IS CODE = 41 --------------_._-------._----_._------_.._-~----------~--._---------- ~eeCOMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1256.34 DOWNSTREAMCFEET) = 1256.20 ~o..t.. FLOW LENGTH(FEET) = 28.86 MANNING'S N 0.013 ASSUME FULL-FLDWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 6.34 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES ~-FLOW(CFS) = 11.20 ,..., TRAVEL TIMECMIN.) = 0.08 TcCMIN.) = 13.55 LONGEST FLOWPATH FROM NODE 838.00 TO NODE 847.00 = 379.87 FEET. FLOW PROCESS FROM NOOE **************************************************************************** 847.00 IS CODE = 847.00 TO NOOE -----~------~~-------------------._----------~~.------------.-._------------ tteeeDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES====: ============================================================================ TOTAL NUM8ER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENOENT STREAM 3 ARE: TIME OF CONCENTRATIONCMIN.) 13.55 RAINFALL INTENSITYCINCH/HR) = 2.95 TOTAL STREAM AREACACRES) = 13.84 PEAK FLDW RATECCFS) AT CDNFLUENCE = 11.20 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 41.53 2 11.20 3 11.20 Tc CMIN.) 12.07 13.57 13.55 1 NTENS ITY (I NCH/HOUR) 3.139 2.943 2.945 AREA CACRE) 24.00 13.84 13.84 *********************************WARNING********************************** .IS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASED E RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA L NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CDNCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK STREAM NUMBER 1 2 3 FLOW RATE RUNOFF (CFS) 61.47 61.35 61.33 TABLE ** Tc (MIN.) 12.07 13.55 13.57 INTENSITY CINCH/HOUR) 3.139 2.945 2.943 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 61.47 TcCMIN.) = 12.07 TOTAL AREA(ACRES) = 51.68 LONGEST FLOWPATH FROM NOOE 814.00 TO NODE 847.00 = 3761.59 FEET. FLOW PROCESS FROM NODE **************************************************************************** 848.00 IS CODE = 41 847.00 TO NDDE -------------------------------------------~~----------~-------------------- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA tttttUSING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ============================================================================ eTION DATA: UPSTREAMCFEET) = 1255.42 LENGTH(FEET) = 178.83 MANNING/S N ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) 8.70 GIVEN PIPE DIAMETER(INCH) = 36.00 DOWNSTREAM(FEET) = 1254.52 = D.013 NUMBER OF PIPES = ~\~ PIPE-FLOWCCFS) = 61.47 PIPE TRAVEL TIMECMIN.) = LONGEST FLOWPATH FROM NODE 0.34 Tc(MIN.) = 814.00 TO NOOE 12.41 848.00 = 3940.42 FEET. ~*********************************************************************** ~W PROCESS FROM NDDE 848.00 TO NODE 849.00 IS CODE = 41 ----~--------------------~-----------------------------------~~------------- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA .....USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT) ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1253.99 DOWNSTREAMCFEET) = 1227.83 FLOW LENGTHCFEET) = 88.51 MANNING'S N = 0.013 OEPTH OF FLOW IN 36.0 INCH PIPE IS 10.2 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 37.52 GIVEN PIPE DIAMETERCINCH) = 36.00 NUMBER OF PIPES = PIPE-FLOWCCFS) = 61.47 PIPE TRAVEL TIME(MIN.) = 0.04 TcCMIN.) = 12.45 LONGEST FLOWPATH FROM NODE 814.00 TO NOOE 849.00 = 4028.93 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREACACRES) = PEAK FLOW RATECCFS) 51.68 TCCMIN.) = 61.47 12.45 ============================================================================ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS e . <'J,olt. **************************************************************************** e HYDRAULIC ELEMENTS . I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software Caes) 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: 16:36 09/24/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** 'nodes 830 835 * 100-year , ************************************************************************** **************************************************************************** ....STREETFLOW MOOEL INPUT INFORMATION====: ---------------------------~-~------------------------._----------------~--- CONSTANT STREET GRADECFEET/FEET) = 0.032500 CONSTANT STREET FLOWCCFS) = 27.48 ~AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 ~ONSTANT SYMMETRICAL STREET HALF-WIDTHCFEET) = 20.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) = 18.00 INTERIOR STREET CROSSFALL(DEClMAL) = 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 ASSUMEO TO FILL STREET ON ONE SIDE, ANO THEN SPLITS ***STREET FLOW SPLITS OVER STREET-CROWN*** FULL OEPTHCFEET) = 0.52 FLOOD WIDTH(FEET) 20.00 FULL HALF-STREET FLOWCCFS) = 25.49 FULL HALF-STREET VELOCITY(FEET/SEC.) = 6.15 SPLIT DEPTH(FEET) = 0.25 SPLIT FLOOD WIOTHCFEET) = 6.78 SPLIT FLOWCCFS) = 1.99 SPLIT VELOCITYCFEET/SEC.) 3.27 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: ________________w_______.______~_____~____~______________~~_________________ NOTE: STREET FLOW EXCEEOS TOP OF CUR8. 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 NEGLECTEO. STREET FLOW DEPTHCFEET) = 0.52 ~ALFSTREET FLOOD WIOTHCFEET) = 20.00 ~VERAGE FLOW VELOCITYCFEET/SEC.) = 6.15 PRODUCT OF DEPTH&VELOCITY = 3.17 ============================================================================ , , , / ~ e RATIONAL HYDROLOGY OUTPUT: DRAINAGE BASIN 900 , e . 1.1 c,c. **************************************************************************** e RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & YATER CONSERVATION DISTRICT (RCFC&YCD) 197B HYOROLOGY MANUAL (C) Copyright 1982-2000 Advanced Engineering Software faes) 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 900 * 10-YEAR . . . . ************************************************************************** FILE NAME: 10L900.DAT TIME/DATE OF STUDY: 16:05 06/01/2001 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 USE FOR FRICTION SLOPE = 0.95 ~YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 ~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&YCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES 'USER-OEFINED STREET-SECTIONS FOR COUPLED PIPEFLOY AND STREETFLOY MODEL' HAlF- CROWN TO STREET-CROSSFALl: CURB GUTTER-GEOMETRIES: MANNING YIOTH CROSSFALL IN- / OUT-/PARK- HEIGHT YIOTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ YAY (FT) (FT) (FT) (FT) (n) --------- ----------------- --------- ----------------- ------ ----- ------ ----- ------- GLOBAL STREET FLOY-OEPTH 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.' -************************************************************************* Y PROCESS FROM NODE 901.00 TO NODE 902.00 IS COOE = 21 - ---..---.-------...-.-..----------.----------...------.------------------ .....RATIONAL METHOO INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMEO INITIAL SUBAREA UNIFORM # DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(lENGTH**3)/(ElEVATION CHANGE)]**.2 INITIAL SUBAREA FLOY-LENGTH = 120.00 4iTREAM ELEVATION = 1291.30 STREAM ELEVATION = 1288.84 ATION OIFFERENCE = 2.46 TC = 0.393*[( 120.00**3)/( 2.46)J**.2 5.798 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.218 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8454 SOIL CLASSIFICATION IS nOn SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.35 **************************************************************************** FLOY PROCESS FROM NODE 902.00 TO NOOE 903.00 IS CODE = 61 ---------------..--.-.-------..-------.-----------..------------.-.--------- .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA====: ~~~~~(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1288.84 DOYNSTREAM ELEVATION(FEET) = 1286.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFYIOTH(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 = 2 STREET PARKYAY CROSSFALL(OECIMAL) = 0.020 .ing,s FRICTION FACTOR for Streetflow Section(curb-to-curb) = ing's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 2.58 STREETFLOY MOOEL RESULTS USING ESTIMATED FLOW: STREET FLOY DEPTH(FEET) = 0.31 HALFSTREET FLOOO YIOTH(FEET) = 3.38 AVERAGE FLOY VELOCITY(FEET/SEC.) = 2.55 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0_78 STREET FLOY TRAVEL TIME(MIN.) = 1.96 Tc(MIN.) = 7.76 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.740 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = _8372 SOIL CLASSIFICATION IS non SUBAREA AREA(ACRES) TOTAL AREA(ACRES) = 1.93 2.06 SUBAREA RUNOFF(CFS) PEAK FLOY RATE(CFS) = 4.43 4.78 END OF SUBAREA STREET FLOY HYDRAULICS: OEPTH(FEET) = 0.39 HALFSTREET FLOOD YIDTH(FEET) = 4.36 FLOW VELOCITY(FEET/SEC.) = 2.95 DEPTH*VElOCITY(FT*FT/SEC.) = 1.13 LONGEST FLOYPATH FROM NODE 901.00 TO NODE 903.00 = 420.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 903.00 TO NODE 904.00 IS CODE = 52 .....COMPUTE NATURAL VALLEY CHANNEL FLOY====: 4i~tTRAVElTIME THRU SUBAREA ====================================================================== VATION DATA: UPSTREAM(FEET) = 1280.00 DOYNSTREAM(FEET) = 1270.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 130.00 CHANNEL SLOPE = 0.0769 CHANNEL FLOY THRU SUBAREA(CFS) = 4.78 FLOY VELOCITY(FEET/SEC) = 5.79 (PER LACFCD/RCFC&YCD HYDROLOGY MANUAL) ~ TRAVEL TIME(MIN.) = 0.37 LONGEST FLOYPATH FROM NODE Tc(MIN.) = 8.14 901.00 TO NODE 904.00 = 550. DO FEET. **************************************************************************** ~-~~~:=~~-~~~~-~~=----~~~:~~_:~-~~~=----~~~:~~-~~_:~~=_:_--~---------- .....OESIGNATE INOEPENDENT STREAM FOR CONFLUENCE====: ~=========================================================================== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.14 RAINFALL INTENSITY(INCH/HR) = 2.67 TOTAL STREAM AREA(ACRES) = 2.06 PEAK FLOY RATE(CFS) AT CONFLUENCE = 4.78 **************************************************************************** FLOY PROCESS FROM NOOE 905.00 TO NODE 904.00 IS CODE = 21 .....RATIONAL METHOO INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED YITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOY-LENGTH = 700.00 UPSTREAM ELEVATION = 1300.00 DOYNSTREAM ELEVATION = 1270.00 ELEVATION DIFFERENCE = 30.00 TC = 0.533*[( 700.00**3)/( 30.00)]**.2 = 13.742 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.001 ~VELOPED YATERSHEO RUNOFF COEFFICIENT = .7364 ~ CLASSIFICATION IS no" SUBAREA RUNOFF(CFS) = 2.51 TOTAL AREA(ACRES) = 1.70 TOTAL RUNOFF(CFS) = 2.51 **************************************************************************** FLOY PROCESS FROM NODE 904.00 TO NOOE 904_00 IS CODE = .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: .....AND COMPUTE VARIOUS CONFLUENCEO STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INOEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 13.74 RAINFALL INTENSITY(INCH/HR) = 2.00 TOTAL STREAM AREACACRES) = 1.70 PEAK FLOY RATE(CFS) AT CONFLUENCE = 2.51 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) , 4.78 2 2.51 Tc (MIN.) 8.14 13.74 INTENSITY (INCH/HOUR) 2.670 2.001 AREA (ACRE) 2.06 1. 70 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED .HE RCFC&YCD FORMULA OF PLATE 0-1 AS OEFAULT VALUE. THIS FORMULA l NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO J,a!'v CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOY RATE TABLE ** STREAM RUNOFF Tc INTENSITy e~R (CFS) (MIN. ) (INCH/HOUR) 6.26 8.14 2.670 2 6.09 13.74 2.001 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOYS: PEAK FLOY RATE(CFS) = 6.26 Tc(MIN.) = 8.14 TOTAL AREA(ACRES) = 3.76 LONGEST FLOYPATH FROM NODE 905.00 TO NODE 904.00 = 700.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 904.00 TO NODE 906.00 IS CODE = 52 .....COMPUTE NATURAL VALLEY CHANNEL FLOY====: ~~~~~TRAVELTIME THRU SUBAREA ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION OATA: UPSTREAM(FEET) = 1270.00 DOYNSTREAM(FEET) 1255.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 110.00 CHANNEL SLOPE = 0.1364 NOTE: CHANNEL SLOPE OF .1 YAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOY THRU SUBAREA(CFS) = 6.26 FLOY VELOCITY(FEET/SEC) = 7.04 (PER LACFCD/RCFC&YCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 8.40 LONGEST FLOYPATH FROM NODE 905.00 TO NODE 906.00 = 810.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 904.00 TO NODE 906.00 IS COOE = 81 ~~~~~~;~;~~-~;-~~~~~~~-~~-~~;~~;~~-;~~~-;~~~---------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.624 UNDEVELOPED YATERSHEO RUNOFF COEFFICIENT = .7697 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 0.94 TOTAL AREA(ACRES) = 4.70 TC(MIN) = 8.40 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 1.90 8.16 **************************************************************************** FLOY PROCESS FROM NODE 904.00 TO NODE 906.00 IS CODE = ~~~~~DESIGNATE INDEPENDENT STREAM FOR CONFlUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 8.40 RAINFALL INTENSITY(INCH/HR) = 2.62 TOTAL STREAM AREA(ACRES) = 4.70 PEAK FLOY RATE(CFS) AT CONFLUENCE = 8.16 **************************************************************************** FLOY PROCESS FROM NODE 907.00 TO NODE 908.00 IS COOE = 21 ~::::~~~~::=:~~:~=~~~~~::=~~:::~:=:~:::~~:============================= ,...., ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(lENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOY-LENGTH = 130.00 ;,:tJ UPSTREAM ELEVATION = 1290.10 DOYNSTREAM ELEVATION = 1287.25 ELEVATION OIFFERENCE = 2.85 tt= 0.393*[( 130_00**3)/( 2.85)]**.2 = 5.907 o YEAR RAINFALL INTENSITY(INCH/HDUR) = 3.185 NGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8449 SOIL CLASSIFICATION IS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = nD" 0.40 0.15 TOTAL RUNOFF(CFS) = 0.40 **************************************************************************** FLOY PROCESS FROM NODE 908.00 TO NOOE 909.00 IS CODE = 61 ----.-..-.------------------------.-------.-.------------------------------- .....COMPUTE STREET FLOY TRAVEL TIME THRU SU8AREA====: .....(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1286.75 OOYNSTREAM ELEVATION(FEET) = 1283.68 STREET LENGTH(FEET) = 460.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFYIOTH(FEET) = 30.00 OISTANCE FROM CROYN TO CROSSFALL GRAOEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 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 FLOY(CFS) ~STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOY DEPTH(FEET) = 0.38 HALFSTREET FLooO YIDTH(FEET) = 4.34 AVERAGE FLOY VELOCITY(FEET/SEC.) 2.46 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.94 STREET FLOY TRAVEL TIME(MIN.) = 3.11 Tc(MIN.) 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.523 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8326 SOIL CLASSIFICATION IS non SUBAREA AREA(ACRES) = 3.35 TOTAL AREA(ACRES) = 3.50 3.96 9.02 SUBAREA RUNOFF(CFS) = PEAK FLOY RATE(CFS) 7.04 7.44 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.48 HALFSTREET FLOOD YIOTH(FEET) = 5.57 FLOY VELOCITYIFEET/SEC.) = 2.88 OEPTH*VELOCITY(FT*FT/SEC.) = 1.39 LONGEST FLOYPATH FROM NODE 907_00 TO NOOE 909.00 = 590_00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 909.00 TO NODE 906.00 IS CODE = 52 e~~~~COMPUTE NATURAL VALLEY CHANNEL FLOW .....TRAVELTIME THRU SUBAREA====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1280.00 DOYNSTREAM(FEET) 1255.00 _NNEL LENGTH THRU SUBAREA(FEET) = 160.00 CHANNEL SLOPE = 0.1563 E: CHANNEL SLOPE OF .1 YAS ASSUMED IN VELOCITY ESTIMATION ANNEL FLOY THRU SUBAREA(CFS) = 7.44 FLOY VELOCITY(FEET/SEC) = 7.34 (PER LACFCD/RCFC&YCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 9.38 LONGEST FLOYPATH FROM NODE 907.00 TO NODE 906.00 = 750.00 FEET. ~\ **************************************************************************** FLOY PROCESS FROM NOOE 906.00 TO NODE 906.00 IS CODE = ~~~~~;~~~;~-;~~~;~~~~~;-~;~~~~-;~~-~~~;~~~~~~-------------------------- ~~.AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.38 RAINFALL INTENSITY(INCH/HR) = 2.47 TOTAL STREAM AREA(ACRES) = 3.50 PEAK FLOY RATE(CFS) AT CONFLUENCE = 7.44 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 8.16 2 7.44 Tc (MIN.) 8.40 9.38 INTENSITY ( INCH/HOUR) 2.624 2.469 AREA (ACRE) 4.70 3.50 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO 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. _PEAK FLOY RATE TABLE ** EAM RUNOFF Tc I NTENS I TV NUMBER (CFS) (MIN.) ( INCH/HOUR) 1 14.82 8.40 2.624 2 15.12 9.38 2.469 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOYS: PEAK FLOY RATE(CFS) 14.82 Tc(MIN.) = 8.40 TOTAL AREA(ACRES) = 8.20 LONGEST FLOYPATH FROM NODE 905.00 TO NODE 906.00 = 810.00 FEET. **************************************************************************** FLOY PROCESS FROM NOOE 906.00 TO NODE 910.00 IS CODE = 52 .....COMPUTE NATURAL VALLEY CHANNEL FLOY====: ~~~ttTRAVElTIME THRU SUBAREA ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1255.00 OOYNSTREAM(FEET) = 1245.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 900.00 CHANNEL SLOPE = 0.0107 , CHANNEL FLOY THRU SUBAREA(CFS) = 14.82 FLOY VELOCITY(FEET/SEC) = 2.86 (PER LACFCD/RCFC&YCO HYOROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.25 Tc(MIN.) = 13.65 LONGEST FLOYPATH FROM NODE 905.00 TO NODE 910.00 = 1710.00 FEET. **************************************************************************** _y PROCESS FROM NOOE 906.00 TO NODE 910.00 IS CODE = 81 .----------------------------..---.------------------------------------- ~~~ADDITION OF SUBAREA TO MAINLINE PEAK FlOW===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.009 UNO EVE LOPED YATERSHED RUNOFF COEFFICIENT = .7369 1;IJ" SOIL CLASSIFICATION IS nOn SUBAREA AREA(ACRES) = 6.38 SUBAREA RUNOFF(CFS) = 9.44 TOTAL AREA(ACRES) = 14.58 TOTAL RUNOFF(CFS) = 24.26 .IN) = 13.65 ====================================================================== OF STUDY SUMMARY: TOTAL AREA(ACRES) = 14.58 TC(MIN.) = 13.65 PEAK FLOY RATE(CFS) 24.26 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS e . ~ **************************************************************************** e RATIONAL METHOD HYOROLDGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&YCD) 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 900 * 100-YEAR * * * * ************************************************************************** FILE NAME: 100L900.DAT TIME/DATE OF STUOY: 16:06 06/01/2001 USER SPECIFIEO HYDROLOGY AND HYORAULIC MODEL INFORMATION: USER SPECIFIEO STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRAOIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 0.95 ~YEAR STORM 10-MINUTE INTENSITYCINCH/HOUR) = 2.360 ~YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 100-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-HOUR INTENSITY(INCH/HOUR) = 1.300 SLOPE OF INTENSITY DURATION CURVE = 0.5496 RCFC&YCD HYDROLOGY MANUAL nCn-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&YCD HYDROLOGY MANUAL ANO IGNORE OTHER CONFLUENCE COMBINATIONS FOR OOYNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFlOW AND STREETFlOY MODEl* HALF- CROYN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING YIDTH CROSS FALL IN- / OUT-/PARK- HEIGHT YIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ YAY (FT) (FT) (FT) (FT) (n) --------- --------- ----------------- ----------------- GL08AL STREET FLOY-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.* **************************************************************************** .y PROCESS FROM NOOE 901.00 TO NODE 902_00 IS COOE = 21 ---..--------------------...--.--------------------..------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ASSUMED INITIAL SUBAREA UNIFORM '!:JtlJ~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- OEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOY-LENGTH = 120.00 UPSTREAM ELEVATION = 1291.30 ~STREAM ELEVATION = 1288.84 ~ATION DIFFERENCE = 2.46 TC = 0.393*[( 120.00**3)/( 2.46)]**.2 5.798 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.695 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8611 SOIL CLASSIFICATION IS "Dn SUBAREA RUNOFF(CFS) = 0.53 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.53 **************************************************************************** FLOY PROCESS FROM NODE 902.00 TO NODE 903.00 IS CODE = 61 .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA====: ~~~~~(STANDARD CURB SECTION USEO)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1288.84 DOYNSTREAM ELEVATION(FEET) = 1286.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFYIDTH(FEET) = 30.00 OISTANCE FROM CROYN TO CROSSFALL INSIDE STREET CROSSFALL(OECIMAL) OUTSIDE STREET CROSSFALL(OECIMAL) GRAOEBREAK(FEET) = 0.020 = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKYAY CROSSFALL(OECIMAL) = 0.020 ~ning'S FRICTION FACTOR for Streetflow Section(curb~to.curb) = ~ing's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 0.0150 **TRAVEl TIME COMPUTED USING ESTIMATED FlOY(CFS) = STREETFLOY MOOEL RESULTS USING ESTIMATED FLOY: STREET FLOY DEPTH(FEET) = 0.36 HALFSTREET FLOOO YIDTH(FEET) = 4.01 AVERAGE FLOY VELOCITY(FEET/SEC.) = 2.80 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.00 STREET FLOY TRAVEL TIME(MIN.) = 1.79 Tc(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.051 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8555 SOIL CLASSIFICATION IS ''On SUBAREA AREA(ACRES) = 1.93 TOTAL AREA(ACRES) = 2.06 3.89 7.58 SUBAREA RUNOFF(CFS) = PEAK FLOY RATE(CFS) = 6.69 7.21 ENO OF SUBAREA STREET FLOY HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD YIDTH(FEET) 5.14 FLOY VELOCITY(FEET/SEC.) = 3.26 DEPTH*VELOCITY(FT*FT/SEC.) = 1.46 LONGEST FLOYPATH FROM NOOE 901.00 TO NOOE 903.00 = 420.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 903.00 TO NODE 904.00 IS CODE = 52 .....COMPUTE NATURAL VALLEY CHANNEL FLOY====: ~::::~~~:~:~=:~:~=:~:::~:~========================================= ""'VATION OATA: UPSTREAM(FEET) = 1280.00 DOYNSTREAM(FEET) = 1270.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 130.00 CHANNEL SLOPE = 0.0769 CHANNEL FLOY THRU SUBAREA(CFS) = 7.21 FLOY VELOCITY(FEET/SEC) = 6.39 (PER LACFCD/RCFC&YCD HYDROLOGY MANUAL) ~ TRAVEL TIME(MIN.) = 0.34 LONGEST FLOYPATH FROM NOOE Tc(MIN.) = 7.92 901.00 TO NODE 904.00 = 550.00 FEET. **************************************************************************** ~ PROCESS FROM NODE 904.00 TO NODE 904.00 IS CODE = 1 ~------------~-------------~--------------------------_._...~.-._--_._- .....OESIGNATE INOEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.92 RAINFALL INTENSITY(INCH/HR) = 3.95 TOTAL STREAM AREA(ACRES) = 2.06 PEAK FLOY RATE(CFS) AT CONFLUENCE = 7.21 **************************************************************************** FLOY PROCESS FROM NODE 905.00 TO NODE 904.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS=====> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMEO INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNO EVE LOPED YITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOY-LENGTH = 700.00 UPSTREAM ELEVATION = 1300.00 OOYNSTREAM ELEVATION = 1270.00 ELEVATION OIFFERENCE = 30.00 TC = 0.533*[( 700.00**3)/( 30.00)J**_2 13.742 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.922 eEVELOPED YATERSHED RUNOFF COEFFICIENT = .7812 L CLASSIFICATION IS non SUBAREA RUNOFF(CFS) 3.88 TOTAL AREA(ACRES) = 1.70 TOTAL RUNOFF(CFS) 3.88 **************************************************************************** FLOY PROCESS FROM NODE 904.00 TO NODE 904.00 IS COOE = ~~~~~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.) = 13.74 RAINFALL INTENSITY(INCH/HR) = 2.92 TOTAL STREAM AREA(ACRES) = 1.70 PEAK FLOY RATE(CFS) AT CONFLUENCE = 3.88 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.21 7.92 3.955 2.06 2 3.88 13.74 2.922 1.ro *********************************WARNING********************************** . _THIS COMPUTER PROGRAM. THE CONFLUENCE VALUE USeD IS BASED THE RCFC&YCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA L 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 ** RUNOFF Tc (CFS) (MIN.) 9.45 7.92 9.21 13.74 INTENSITY (I NCH/HDUR) 3.955 2.922 .AM W'ER 1 2 COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOYS: PEAK FLOY RATE(CFS) 9.45 Tc(MIN.) = 7.92 TOTAL AREA(ACRES) = 3.76 LONGEST FLOYPATH FROM NODE 905.00 TO NODE 904.00 = 700.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 904.00 TO NODE 906.00 IS CODE = 52 ~~~~----------------~.._------~-------_._--------------------_.._--~.._----- .....COMPUTE NATURAL VALLEY CHANNEL FLOY====: ~~~~~TRAVELTIME THRU SUBAREA ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1270.00 DOYNSTREAM(FEET) 1255.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 110.00 CHANNEL SLOPE = 0.1364 NOTE: CHANNEL SLOPE OF .1 YAS ASSUMEO IN VELOCITY ESTIMATION CHANNEL FLOY THRU SUBAREA(CFS) = 9.45 FLOY VELOCITY(FEET/SEC) = 7.79 (PER LACFCO/RCFC&YCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 8.16 LONGEST FLOYPATH FROM NODE 905.00 TO NODE 906.00 = 810.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 904.00 TO NOOE 906.00 IS CODE = 81 e----------------------------------------------------------------------- ~~AODrTION OF SUBAREA TO MAINLINE PEAK FLOW ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.892 UNDEVELOPED YATERSHEO RUNOFF COEFFICIENT = .8078 SOIL CLASSIFICATION IS non SUBAREA AREA(ACRES) 0.94 TOTAL AREA(ACRES) = 4.70 TC(MIN) = 8.16 SUBAREA RUNOFF(CFS) TOTAL RUNOFF(CFS) = 2.95 12.41 **************************************************************************** FLOW PROCESS FROM NODE 904.00 TO NODE 906.00 IS CODE = ~~----------------_...._-----~---------------------------------------------- .....DESIGNATE INOEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUM8ER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.16 RAINFALL INTENSITY(INCH/HR) = 3.89 TOTAL STREAM AREA(ACRES) = 4.70 PEAK FLOY RATE(CFS) AT CONFLUENCE = 12.41 **************************************************************************** FLOY PROCESS FROM NODE 907.00 TO NODE 908.00 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 = 130.00 ~"\ UPSTREAM ELEVATION = 1290.10 OOYNSTREAM ELEVATION = 1287.25 ELEVATION DIFFERENCE = 2.85 .- 0.393*[( 130.00**3)/( 2.85)]**.2 = 5.907 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.648 GLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8607 SOIL CLASSIFICATION IS nOn SUBAREA RUNOFF(CFS) = 0.60 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.60 **************************************************************************** FLOY PROCESS FROM NOOE 908.00 TO NOOE 909.00 IS COOE = 61 .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA .....(STANOARO CURB SECTION USEO)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1286.75 DOYNSTREAM ELEVATION(FEET) = 1283.68 STREET LENGTHCFEET) = 460.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFYIDTH(FEET) = 30.00 DISTANCE FROM CROYN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIOE STREET CROSSFALL(DECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 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 FLOY(CFS) = TREETFL~ MODEL RESULTS USING ESTIMATED FLOW: STREET FLOY DEPTH(FEET) = 0_45 HALFSTREET FLOOD YIDTH(FEET) = 5.12 AVERAGE FLOY VELOCITY(FEET/SEC.) = 2.73 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.22 STREET FLOY TRAVEL TIME(MIN.) = 2.81 Tc(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.754 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8524 SOIL CLASSIFICATION IS nDn SUBAREA AREACACRES) = 3.35 TOTAL AREA(ACRES) = 3.50 6.01 8.71 SUBAREA RUNOFF(CFS) = PEAK FLOY RATE(CFS) = 10.72 11.32 END OF SUBAREA STREET FLDY HYDRAULICS: DEPTH(FEET) = 0.56 HALFSTREET FLOOD YIDTH(FEET) 9.49 FLOY VELOCITY(FEET/SEC.) = 3.07 DEPTH*VELOCITY(FT*FT/SEC.) = 1.71 *NOTE: INITIAL SUBAREA NOMOGRAPH YITH SUBAREA PARAMETERS, AND L = 460.0 FT YITH ELEVATION-DROP = 3.1 FT, IS 8.7 CFS, YHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 909.00 LONGEST FLOYPATH FROM NODE 907.00 TO NODE 909.00 = 590.00 FEET. **************************************************************************** FLOY PROCESS FROM NOOE 909.00 TO NODE 906.00 IS CODE = 52 .....COMPUTE NATURAL VALLEY CHANNEL FLOY====== _~~TRAVElTIME THRU SUBAREA ======================================================================= EVATION DATA: UPSTREAM(FEET) = 1280.00 DOYNSTREAMCFEET) = 1255.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 160.00 CHANNEL SLOPE = 0.1563 NOTE: CHANNEL SLOPE OF .1 YAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOY THRU SUBAREA(CFS) = 11.32 ~t FLOY VELOCITY(FEET/SEC) = TRAVEL TIME(MIN.) = 0.33 LONGEST FLOYPATH FROM NODE 8.16 (PER LACFCO/RCFC&YCO HYDROLOGY MANUAL) Tc(MIN.) = 9.04 907.00 TO NOOE 906.00 = 750.00 FEET. ~********************************************************************** ~ PROCESS FROM NODE 906.00 TO NOOE 906.00 IS CODE = 1 .....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.) = 9.04 RAINFALL INTENSITY(INCH/HR) = 3.68 TOTAL STREAM AREA(ACRES) = 3.50 PEAK FLOY RATE(CFS) AT CONFLUENCE = 11.32 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 12.41 2 11.32 Tc (MIN.) 8.16 9.04 I NTENS ITY (I NCH/HOUR) 3.892 3.679 AREA (ACRE) 4.70 3.50 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASEO ON THE RCFC&YCO FORMULA OF PLATE 0-1 AS OEFAULT VALUE. THIS FORMULA YILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOY. ************************************************************************** .FALL INTENSITY AND TIME OF LUENCE FORMULA USED FOR 2 CONCENTRATION RATIO STREAMS. ** PEAK STREAM NUMBER 1 2 FLOY RATE RUNOFF (CFS) 22.62 23.05 TABLE ** Tc (MIN.) 8.16 9.04 INTENSITY (INCH/HOUR) 3_892 3.679 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOYS: PEAK FLOY RATE(CFS) 22.62 Tc(MIN.) = 8_16 TOTAL AREA(ACRES) = 8.20 LONGEST FLOYPATH FROM NODE 905.00 TO NODE 906.00 = 810.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 906.00 TO NOOE 910.00 IS CODE = 52 .....COMPUTE NATURAL VALLEY CHANNEL FLOY====: ~~~~tTRAVElTIME THRU SUBAREA ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1255.00 DOYNSTREAM(FEET) = 1245.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 900.00 CHANNEL SLOPE = 0.0107 CHANNEL FLOY THRU SUBAREA(CFS) = 22.62 FLOY VELOCITY(FEET/SEC) = 3.20 (PER LACFCD/RCFC&YCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.69 Tc(MIN.) = 12.85 ~GEST FLOYPATH FROM NODE 905.00 TO NODE 910.00 = 1710.00 FEET. IIIIIP*********************************************************************** FLOY PROCESS FROM NODE 906.00 TO NODE 910.00 IS CODE = 81 .....ADDITION OF SUBAREA TO MAINLINE PEAK FLOY====: ~~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.032 UNDEVELOPED YATERSHEO RUNOFF COEFFICIENT = .7850 tI' IL CLASSIFICATION IS non REA AREA(ACRES) = 6.38 SUBAREA RUNOFF(CFS) AL AREA(ACRES) = 14.58 TOTAL RUNOFF(CFS) = TC(MIN) = 12.85 15.19 37.81 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOY RATE(CFS) 14.58 TC(MIN.) = 37.81 12.85 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS e e ~ I Ie RATIONAL HYDROLOGY OUTPUT: DRAINAGE BASIN 1000 e . '?~ **************************************************************************** e RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIOE COUNTY FLOOD CONTROL & YATER CONSERVATION OISTRICT (RCFC&YCO) 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 1000 * 10-YEAR * STORM DRAIN AND SURFACE FLOYS * * * ************************************************************************** FILE NAME: 10Ll000.DAT TIME/OATE OF STUDY: 11:04 06/14/2001 USER SPECIFIEO HYDROLOGY ANO HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIEO PERCENT OF GRAOIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 ~-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 ""'-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 l-HOUR INTENSITY(INCH/HOUR) = 0.889 SLOPE OF INTENSITY DURATION CURVE = 0.5506 RCFC&YCD HYOROLOGY MANUAL ncn-VALUES USEO FOR RATIONAL METHOO NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&YCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COM8INATIONS FOR DOYNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFlOW AND STREETFlOW MODEl* HALF- CROYN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING YIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT YIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ YAY (FT) (FT) (FT) (FT) (n) --------- --------- ----------------- ----------------- GLOBAL STREET FLOY-OEPTH 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.* ~~********************************************************************** ~ PROCESS FROM NODE 1001.00 TO NODE 1002.00 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)J**.2 INITIAL SUBAREA FLOY-LENGTH = 131.00 tlTREAM ELEVATION = 1325.50 NSTREAM ELEVATION = 1322.17 LEVATION DIFFERENCE = 3.33 TC = 0.393*[( 131.00**3)/( 3.33)]**.2 5.752 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.232 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8456 SOIL CLASSIFICATION IS "Dn SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.55 **************************************************************************** FLOY PROCESS FROM NODE 1002.00 TO NOOE 1003.00 IS CODE = 61 .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA .....(STANOARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1322.17 DOYNSTREAM ELEVATION(FEET) = 1279.40 STREET LENGTH(FEET) = 1170.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFYIDTH(FEET) = 30.00 OISTANCE FROM CROYN TO CROSS FALL GRAOEBREAK(FEET) 18_00 INSIOE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIOE STREET CROSSFALL(OECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKYAY CROSSFALL(DECIMAL) = 0.020 ~ning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 ~nningls FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOY(CFS) 4.92 STREETFLOY MOOEL RESULTS USING ESTIMATED FLOY: STREET FLOY DEPTH(FEET) = 0.39 HALFSTREET FLOOD YIDTH(FEET) = 4.44 AVERAGE FLOY VELOCITY(FEET/SEC.) = 5.85 PROOUCT OF OEPTH&VELOCITY(FT*FT/SEC.) = 2.29 STREET FLOY TRAVEL TIME(MIN.) = 3.33 Tc(MIN.) = 9.08 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.513 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8324 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 4.13 TOTAL AREA(ACRES) = 4.33 SUBAREA RUNOFF(CFS) = PEAK FLOY RATE(CFS) 8.64 9.19 END OF SUBAREA STREET FLOY HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD YIDTH(FEET) = 5.69 FLOW VELOCITY(FEET/SEC.) = 6.82 DEPTH*VELOCITY(FT*FT/SEC.) = 3.35 LONGEST FLOYPATH FROM NOOE 1001.00 TO NODE 1003.00 = 1301.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1003.00 TO NODE 1004.00 IS CODE = 41 .....COMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA====: ~~~~USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ~======================================================================= ELEVATION DATA: UPSTREAM(FEET) = 1275.00 OOYNSTREAM(FEET) = 1271.62 FLOY LENGTH(FEET) = 54.18 MANNING'S N = 0.013 DEPTH OF FLOY IN 18.0 INCH PIPE IS 7.5 INCHES PIPE-FLOY VELOCITY(FEET/SEC.) = 13.28 ,,?\'7 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOY(CFS) = 9.19 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 9.15 ~GEST FLOYPATH FROM NOOE 1001.00 TO NODE 1004.00 = 1355.18 FEET. ~********************************************************************** FLOY PROCESS FROM NOOE 1003.00 TO NOOE 1004.00 IS COOE = .....DESIGNATE INDEPENOENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENOENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.15 RAINFALL INTENSITY(INCH/HR) = 2.50 TOTAL STREAM AREA(ACRES) = 4.33 PEAK FLOY RATE(CFS) AT CONFLUENCE = 9.19 **************************************************************************** FLOW PROCESS FROM NODE 1005.00 TO NODE 1006.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM. DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*C(LENGTH**3)/(ELEVATION CHANGE)J**.2 INITIAL SUBAREA FLOY-LENGTH = 120.00 UPSTREAM ELEVATION = 1324.60 DOYNSTREAM ELEVATION = 1322.27 ELEVATION DIFFERENCE = 2.33 ~ 0.393*(( 120.00**3)/( 2.33)]**.2 = 5.861 ~O YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.199 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8451 SOIL CLASSIFICATION IS "On SUBAREA RUNOFF(CFS) 0.59 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 0.59 **************************************************************************** FLDY PROCESS FROM NODE 1006.00 TO NOOE 1007.00 IS CODE = 61 .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA====: .....(STANDARO CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1322.27 DOWNSTREAM ELEVATION(FEET) = 1279.40 STREET LENGTH(FEET) = 1170.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFYIOTH(FEET) = 30.00 OISTANCE FROM CROYN TO CROSSFALL GRADEBREAK(FEET) INSIOE 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-Walk Flow Section; 0.0200 4111t-TRAVEL TIME COMPUTED USING ESTIMATEO FLOY(CFS) 3.96 STREETFLOY MODEL RESULTS USING ESTIMATED FLDY: STREET FLOY DEPTH(FEET) = 0.36 HALFSTREET FLOOD YIDTH(FEET) = 4.07 AVERAGE FLOY VELOCITY(FEET/SEC.) 5.55 ~ PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.01 STREET FLOY TRAVEL TIME(MIN.) = 3.52 Tc(MIN.) = 9.38 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.469 tNGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8314 IL CLASSIFICATION IS no" UBAREA AREA(ACRES) = 3.24 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 3.46 PEAK FLOY RATE(CFS) = 6.65 7.25 END OF SUBAREA STREET FLOY HYORAULICS: OEPTH(FEET) = 0.45 HALFSTREET FLOOD YIDTH(FEET) 5.18 FLOY VELOCITY(FEET/SEC.) = 6.44 DEPTH*VELOCITY(FT*FT/SEC.) 2.90 LONGEST FLOYPATH FROM NODE 1005.00 TO NODE 1007.00 = 1290.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1007.00 TO NODE 1004.00 IS COOE = 41 .....COMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1272.00 OOYNSTREAM(FEET) FLOY LENGTH(FEET) = 32.00 MANNING'S N = 0.013 OEPTH OF FLOY IN 24.0 INCH PIPE IS 7.9 INCHES PIPE-FLOY VELOCITY(FEET/SEC.) = 8.04 GIVEN PIPE OIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPE-FLOY(CFS) = 7.25 PIPE TRAVEL TIME(MIN.) = LONGEST FLCYPATH FROM NODE = 1271.37 0.07 Tc(MIN.) = 1005.00 TO NODE 9.44 1004.00 = 1322.00 FEET. **************************************************************************** ~~~-~~~:=::_~~~-~~~=---~~~::~~_:~-~~~=---~~~::~~-~:_:~~=_:_--~---------- .....OESIGNATE INOEPENOENT STREAM FOR CONFLUENCE====: ~~~~~AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEO FOR INOEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.44 RAINFALL INTENSITY(INCH/HR) = 2.46 TOTAL STREAM AREA(ACRES) = 3.46 PEAK FLOY RATE(CFS) AT CONFLUENCE = 7.25 *. CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 9.19 2 7.25 Tc (MIN. ) 9.15 9.44 INTENSITY (l NCH/HOUR) 2.503 2.460 AREA (ACRE) 4.33 3.46 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&YCD FORMULA OF PLATE 0-1 AS OEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY ANO TIME OF CONCENTRATION RATIO ~NFlUENCE FORMULA USED FOR 2 STREAMS. ~ PEAK FLOW RATE TABLE *- STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 16.21 9.15 2.503 ~,,~ 2 16.27 9.44 2.460 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOYS: 4Ix FLOY RATE(CFS) 16.21 Tc(MIN.) = AL AREA(ACRES) = 7.79 ONGEST FLOYPATH FROM NOOE 1001.00 TO NODE 9.15 1004.00 = 1355.18 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1004.00 TO NODE 1008.00 IS CODE = 41 .....COMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESI2E (EXISTING ELEMENT)====: ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1271.32 DOYNSTREAM(FEET) FLOY LENGTH(FEET) = 109.59 MANNING'S N = 0.013 OEPTH OF FLOW IN 24.0 INCH PIPE IS 12.4 INCHES PIPE-FLOY VELOCITY(FEET/SEC.) = 9.92 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPE-FLOY(CFS) = 16.21 PIPE TRAVEL TIME(MIN.) = LONGEST FLOYPATH FROM NOOE 1269.19 0.18 Tc(MIN.) = 1001_00 TO NODE 9.34 1008.00 1464.77 FEET. ***************************************~************************************ FLOY PROCESS FROM NODE 1008.00 TO NODE 1008.00 IS CODE = 10 .....MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** 41111e~-~~~:~~~-~~~~-~~~----~~~:~~-~~-~~~~----~~~:~~-~~_:~~~-~---~---------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOYS: TC(MIN) = 10.60 RAIN INTENSITY(INCH/HOUR) = 2.31 TOTAL AREA(ACRES) = 0.00 TOTAL RUNOFF(CFS) = 0.94 **************************************************************************** FLOY PROCESS FROM NOOE 417.00 TO NODE 1009.00 IS CODE = 61 .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA====: .....(STANDARO CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1284.57 DOYNSTREAM ELEVATION(FEET) = 1278.40 STREET LENGTH(FEET) = 446.10 CURB HEIGHT(INCHES) = 6.0 STREET HALFYIDTH(FEET) = 33.00 OISTANCE FROM CROYN TO CROSS FALL GRAOE8REAX(FEET) INSIDE STREET CROSSFALL(OECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 20.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKYAY CROSSFALL(OECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150. 41111rning,s FRICTION FACTOR tor Back-ot-Yalk Flow Section 0.0200 **TRAVEL TIME COMPUTEO USING ESTIMATED FLOY(CFS) = 1.42 STREETFLOY MODEL RESULTS USING ESTIMATEO FLOY: STREET FLOY DEPTHCFEET) = 0.30 HALFSTREET FLOOO YIOTH(FEET) = 3.24 ~ AVERAGE FLOY VELOCITY(FEET/SEC.) = 3.01 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.89 STREET FLOY TRAVEL TIME(MIN.) = 2.47 Tc(MIN.) 13.07 e10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.057 MERCIAL DEVELOPMENT RUNOFF COEFFICIENT = _8797 IL CLASSIFICATION IS ncn SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 0.50 PEAK FLOY RATE(CFS) = 0.90 1.84 END OF SUBAREA STREET FLOY HYORAULICS: DEPTHCFEET) = 0.33 HALFSTREET FLOOD YIDTH(FEET) 3.62 FLOY VELOCITY(FEET/SEC.) = 3.21 OEPTH*VELOCITY(FT*FT/SEC.) = 1.05 LONGEST FLOYPATH FROM NODE 1001.00 TO NODE 1009.00 = 1910.87 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1009.00 TO NODE 1008.00 IS CODE = 41 ~~tt~COMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA .....USING USER-SPECIFIED PIPESI2E (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1273.17 OOYNSTREAM(FEET) FLOY LENGTH(FEET) = 53.87 MANNING'S N = 0.013 OEPTH OF FLOY IN 24.0 INCH PIPE IS 2.9 INCHES PIPE-FLOY VELOCITY(FEET/SEC.) = 8.60 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPE-FLOY(CFS) = 1.84 PIPE TRAVEL TIME(MIN.) = LONGEST FLOYPATH FROM NODE = 1269.19 0.10 Tc(MIN_) = 13.17 1001.00 TO NODE 1008.00 = 1964.74 FEET. ~*********************************************************************** ~w PROCESS FROM NODE 1008.00 TO NODE 1008.00 IS CODe = 11 ~t<<~tCONFlUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM NUMBER 1 LONGEST STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) 1.84 13.17 2.048 FLOYPATH FROM NODE 1001.00 TO NODE AREA (ACRE) 0.50 1008.00 = 1964.74 FEET. .. MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 16.21 9.34 2.475 7.79 LONGEST FLOWPATH FROM NODE 1001.00 TO NODE 1008.00 1464.77 FEET. *********************************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. ************************************************************************** ** PEAK .EAM WBER 1 2 FLOY RATE RUNOFF (CFS) 17.52 15.25 TABLE ** Tc (MIN_) 9.34 13.17 INTENSITY (l NCH/HDUR) 2.475 2.048 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOYS: {\ "7 PEAK FLOY RATE(CFS) = TOTAL AREA(ACRES) = 17.52 Tc(MIN.) 8.29 9.34 **************************************************************************** ~Y PROCESS FROM NODE 1008.00 TO NOOE 1010.00 IS CODE = 41 ~-~-~--------------------------~---------------_._--------.-._---------- .....COMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESI2E (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1269.19 DOYNSTREAM(FEET) FLOY LENGTH(FEET) = 486.29 MANNING'S N = 0.013 DEPTH OF FLOY IN 24.0 INCH PIPE IS 11.9 INCHES PIPE-FLOY VELOCITY(FEET/SEC.) = 11.30 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPE-FLOY(CFS) = 17.52 PIPE TRAVEL TIME(MIN.) = LONGEST FLOYPATH FROM NOOE = 1256.48 0.72 Tc(MIN.) = 10.05 1001.00 TO NOOE 1010.00 = 2451.03 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1010_00 TO NODE 1011.00 IS COOE = 41 ----------------------------.-------.-.--------------------------..._------- .....COMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA .....USING USER-SPECIFIED PIPESI2E (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION OATA: UPSTREAM(FEET) = 1255.48 DOYNSTREAM(FEET) = 1253.90 FLOY LENGTH(FEET) = 265.91 MANNING'S N = 0.013 DEPTH OF FLOY IN 36.0 INCH PIPE IS 14.7 INCHES PIPE-FLOY VELDCITY(FEET/SEC.) = 6.46 GIVEN PIPE OIAMETER(INCH) = 36.00 NUM8ER OF PIPES ~E-FLOY(CFS) = 17.52 ~E TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 10.74 LONGEST FLOYPATH FROM NOOE 1001.00 TO NODE 1011.00 = 2716.94 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1010.00 TO NODE 1011.00 IS CODE = ------------------------------------------.--------------------------------- .....DESIGNATE INDEPENOENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.74 RAINFALL INTENSITY(INCH/HR) = 2.29 TOTAL STREAM AREA(ACRES) = 8.29 PEAK FLOY RATE(CFS) AT CONFLUENCE = 17.52 +-----------------..--------------------------.----------------------------+ f INFORMATION FROM TPC DRAINAGE STUDY OATED 6/92 f f , , , +-----..-----------------------.--------.----------------------------------+ **************************************************************************** FLOY PROCESS FROM NODE 1012.00 TO NODE 1011.00 IS CODE = 7 .----------------------------------------.-------------------.-------------- 4I~~USER SPECIFIED HYDROLOGY INFORMATION AT NODE ~=~==================================================================== R-SPECIFIED VALUES ARE AS FOllOWS: TC(MIN) = 10.77 RAIN INTENSITY(INCH/HOUR) = 2.29 TOTAL AREA(ACRES) = 24.12 TOTAL RUNOFF(CFS) = 46.78 ~ **************************************************************************** FLOY PROCESS FROM NOOE 1011.00 TO NOOE 1011.00 IS CODE = -----------..------------------------------------------------._------------- ti...DESIGNATE INDEPENDENT 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.) = 10.77 RAINFALL INTENSITY(INCH/HR) = 2.29 TOTAL STREAM AREA(ACRES) = 24.12 PEAK FLOY RATE(CFS) AT CONFLUENCE = 46.78 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 17.52 2 46.7B Tc (MIN. ) 10.74 10.77 I NTENSI TV (INCH/HOUR) 2.292 2.288 AREA (ACRE) 8.29 24.12 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASEO ON THE RCFC&YCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA YILL NOT NECESSARILY RESULT IN THE MAKIMUM VALUE OF PEAK FLOY. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOY RATE TABLE ** eEAM RUNOFF Tc I NTENS I TV BER (CFS) (MIN.) (I NCH/HOUR) 1 64.16 10.74 2.292 2 64.27 10.77 2_288 COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOYS: PEAK FLOY RATE(CFS) = 64.27 Tc(MIN.) = 10.77 TOTAL AREA(ACRES) = 32.41 LONGEST FLOYPATH FROM NODE 1001.00 TO NODE 1011.00 = 2716.94 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1011.00 TO NOOE 1013.00 IS COOE = 41 .....COMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA====: ~4~~~USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1253.60 DOYNSTREAM(FEET) FLOY LENGTH(FEET) = 54.34 MANNING'S N = 0.013 DEPTH OF FLOY IN 42.0 INCH PIPE IS 23.8 INCHES PIPE-FLOY VELOCITY(FEET/SEC.) = 11.44 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 64.27 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = LONGEST FLOYPATH FROM NODE 1001.00 TO NOOE = 1252.98 10.85 1013.00 = 2771.28 FEET. **************************************************************************** .y PROCESS FROM NOOE 506.00 TO NOOE 506.00 IS CODE = 7 -----------------------------------------_._~--------------------------- .....USER SPECIFIED HYOROLOGY INFORMATION AT NODE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIEO VALUES ARE AS FOLLOYS: ?\~ TC(MIN) = 10.82 TOTAL AREA(ACRES) RAIN INTENSITY(INCH/HOUR) = 2_28 0.00 TOTAL RUNOFF(CFS) = 2.26 **************************************************************************** ~Y PROCESS FROM NODE 506.00 TO NODE 1014.00 IS COOE = 61 ~---------------------------------_._----------------------------------- .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA====: .....(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1284.57 DOYNSTREAM ELEVATION(FEET) = 1262.51 STREET LENGTH(FEET) = 1317.32 CURB HEIGHT(INCHES) = 6.0 STREET HALFYIOTH(FEET) = 33.00 OISTANCE FROM CROYN TO CROSS FALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 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 FLOY(CFS) STREETFLOY MODEL RESULTS USING ESTIMATED FLOY: STREET FLOY OEPTH(FEET) = 0.42 HALFSTREET FLOOD YIDTH(FEET) = 4.86 AVERAGE FLOY VELOCITYCFEET/SEC.) = 4.21 PRODUCT OF OEPTH&VELOCITY(FT*FT/SEC.) = 1.79 STREET FLOY TRAVEL TIME(MIN.) = 5.22 Tc(MIN.) = 16.04 '0 YEAR RAINFALL INTENSITYCINCH/HOUR) = 1.838 MERCIAL OEVELOPMENT RUNOFF COEFFICIENT = .8779 all CLASSIFICATION IS ncn SUBAREA AREA(ACRES) = 2.11 SUBAREA RUNOFFCCFS) TOTAL AREA(ACRES) = 2.11 PEAK FLOY RATE(CFS) = 4.18 3.40 5.66 END OF SUBAREA STREET FLOY HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOO YIOTH(FEET) = 5.49 FLOY VELOCITY(FEET/SEC.) = 4.51 DEPTH*VELOCITY(FT*FT/SEC.) = 2.14 LONGEST FLOWPATH FROM NOOE 1001.00 TO NODE 1014.00 = 4088.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1014.00 TO NOOE 1013.00 IS CODE = 41 ----------------------------------------~._---------------------...--------- .....COMPUTE PIPE'FLOY TRAVEL TIME THRU SUBAREA====: .....USING USER'SPECIFIEO PIPESIZE (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1256.37 DOWNSTREAM(FEET) = FLOY LENGTH(FEET) = 23.58 MANNING'S N = 0.013 DEPTH OF FLOY IN 18.0 INCH PIPE IS 4.9 INCHES PIPE-FLOY VELOCITY(FEET/SEC.) = 14.38 GIVEN PIPE OIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOY(CFS) = 5.66 PIPE TRAVEL TIME(MIN.) = 0.03 TcCMIN.) = LONGEST FLOYPATH FROM NOOE 1001.00 TO NODE 1253.71 16_07 1013.00 = 4112.18 FEET. ~*********************************************************************** ~Y PROCESS FROM NODE 1013.00 TO NODE 1014.00 IS CODE = 1 .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE -_._----------~-----------._------------------------------------------------ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 71P TOTAL NUM8ER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.07 RAINFALL INTENSITY(INCH/HR) = 1.84 ~L STREAM AREA(ACRES) = 2.11 ~K FLOY RATE(CFS) AT CONFLUENCE = 5.66 **************************************************************************** FLOY PROCESS FROM NODE 1013.00 TO NOOE 1014.00 IS CODE = 7 ------------------------.-----..-------------...----------------------..-.-- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIEO VALUES ARE AS FOLLOYS: TC(MIN) = 10.85 RAIN INTENSITY(INCH/HOUR) = 2.28 TOTAL AREA(ACRES) = 32.41 TOTAL RUNOFF(CFS) = 64.27 **************************************************************************** FLOY PROCESS FROM NOOE 1013.00 TO NODE 1013.00 IS CODE = -------------------...------.----..-------.--....-----------------------...- .....DESIGNATE INOEPENOENT STREAM FOR CONFLUENCE .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CDNCENTRATION(MIN.) = 10.85 RAINFALL INTENSITY(INCH/HR) = 2.28 TOTAL STREAM AREA(ACRES) = 32.41 PEAK FLOY RATE(CFS) AT CONFLUENCE = 64.27 ~CONFlUENCE DATA ** ~EAM RUNOFF Tc NUMBER (CFS) 1 5.66 2 64.27 (MIN.) 16.07 10.85 INTENSITY (INCH/HOUR) 1.836 2.279 AREA (ACRE) 2.11 32.41 *********************************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. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USEO FOR 2 STREAMS. ** PEAK FLOY RATE TABLE *- STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) <INCH/HOUR) 1 68.10 10.85 2.279 2 57.44 16.07 1.836 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOYS: PEAK FLOY RATE(CFS) = 68.10 Tc(MIN.) = 10.85 TOTAL AREA(ACRES) = 34.52 LONGEST FLOYPATH FROM NODE 1001.00 TO NODE 1013.00 = 4112.18 FEET. ~*********************************************************************** ~ PROCESS FROM NODE 1013.00 TO NODE 1013.00 IS CODE = 1 ----------------------.---------------------------------------.-.----------- .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: }o/v =======~==~================================================================= TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: rIME OF CONCENTRATION(MIN.) = 10.85 IFALL INTENSITY(INCH/HR) = 2.28 L STREAM AREA(ACRES) = 34.52 FLOY RATE(CFS) AT CONFLUENCE = 68.10 **************************************************************************** FLOY PROCESS FROM NOOE 1009.00 TO NOOE 1016.00 IS COOE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM OEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2 INITIAL SUBAREA FLOY-LENGTH = 852.56 UPSTREAM ELEVATION = 1278.40 DOYNSTREAM ELEVATION = 1262.61 ELEVATION DIFFERENCE = 15.79 TC = 0.303*[( 852.56**3)/( 15.79)J**.2 = 10.008 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.383 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8859 SOIL CLASSIFICATION IS non SUBAREA RUNOFF(CFS) = 1.92 TOTAL AREA(ACRES) = 0.91 TOTAL RUNOFF(CFS) = 1.92 **************************************************************************** FLOY PROCESS FROM NOOE 1016.00 TO NOOE 1013.00 IS CODE = 41 ~'COMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA ~~USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1257.00 DOYNSTREAM(FEET) = FLOY LENGTH(FEET) = 45.02 MANNING'S N = 0.013 DEPTH OF FLOY IN 18.0 INCH PIPE IS 0.8 INCHES PIPE-FLOY VELOCITY(FEET/SEC.) = 68.59 GIVEN PIPE OIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE-FLOY(CFS) = 1.92 PIPE TRAVEL TIME(MIN.) = LONGEST FLOYPATH FROM NODE 153.71 0.01 Tc(MIN.) = 1009.00 TO NODE 10.02 1013.00 897.58 FEET. **************************************************************************** FLOY PROCESS FROM NOOE 1013.00 TO NODE 1013.00 IS CODE = .....DESIGNATE INOEPENOENT 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.) = 10.02 RAINFALL INTENSITY(INCH/HR) = 2.38 TOTAL STREAM AREA(ACRES) = 0.91 PEAK FLOY RATE(CFS) AT CONFLUENCE = 1.92 .ONFLUENCE DATA ** AM RUNOFF BER (CFS) 1 68.10 2 1.92 Tc (MIN.) 10.85 10.02 INTENSITY (INCH/HOUR) 2.279 2.381 AREA (ACRE) 34.52 0.91 ~ *********************************~ARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASEO ON THE RCFC&YCO FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA ~ NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOY. ~********************************************************************* RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOY RATE TABLE ** RUNOFF Tc (CFS) (MIN.) 64.80 10.02 69.93 10.85 INTENSITY (INCH/HOUR) 2.381 2.279 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOYS: PEAK FLOY RATE(CFS) = 69.93 Tc(MIN.) = 10.85 TOTAL AREA(ACRES) = 35.43 LONGEST FLOWPATH FROM NOOE 1001.00 TO NOOE 1013.00 = 4112.18 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1013.00 TO NODE 1017.00 IS CODE = 41 ---------------------------------------------------------------------------- .....COMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1252.44 DOYNSTREAM(FEET) FLOY LENGTH(FEET) = 301.99 MANNING'S N = 0.013 DEPTH OF FLOY IN 48.0 INCH PIPE IS 25.6 INCHES ~-FLOY VELOCITY(FEET/SEC.) = 10.25 ~N PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES PIPE-FLOY(CFS) = 69.93 PIPE TRAVEL TIME(MIN.) = LONGEST FLOYPATH FROM NODE = 1250.02 0.49 Tc(MIN.) = 1001.00 TO NODE 11.34 1017.00 = 4414.17 FEET. **************************************************************************** FLOY PROCESS FROM NOOE 1017.00 TO NODE 1018.00 IS CODE = 41 ------------------_._~----------------------------------------------_.~_._-- .....COMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1249.99 DOWNSTREAM(FEET) = FLOY LENGTH(FEET) = 268.17 MANNING'S N = 0.013 DEPTH OF FLOY IN 48.0 INCH PIPE IS 25.6 INCHES PIPE-FLOY VELOCITY(FEET/SEC.) = 10.25 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = PIPE-FLOY(CFS) = 69.93 PIPE TRAVEL TIME(MIN.) = LONGEST FLOYPATH FROM NODE 1247.84 0.44 Tc(MIN.) = 11.78 1001.00 TO NODE 1018.00 = 4682.34 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1018.00 TO NOOE 1018.00 IS CODE = 10 ~-------~--------------------------------_._--------_.---------------._----- .....MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ~======================================================================= ~********************************************************************** FLOY PROCESS FROM NOOE 1019.00 TO NODE 1019.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE '71/"; ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOYS: TC(MIN) = 16.75 RAIN INTENSITY(INCH/HOUR) = 1.79 ~L AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 3.05 JIIIIl********************************************************************** FLOY PROCESS FROM NODE 1019.00 TO NODE 1020.00 IS CODE = 41 .....COMPUTE PIPE-FLOY TRAVEL TIME THRU SU8AREA====: .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1255.00 DDYNSTREAM(FEET) FLOY LENGTH(FEET) = 18.26 MANNING'S N = 0.013 OEPTH OF FLOY IN 18.0 INCH PIPE IS 4.1 INCHES PIPE-FLOY VELOCITY(FEET/SEC.) = 10.16 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOY(CFS) = 3.05 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE = 1253.72 0.03 Tc(MIN.) = 16.78 1001.00 TO NODE 1020.00 = 4700.60 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1019.00 TO NODE 1020.00 IS CODE = .....DESIGNATE INOEPENOENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INOEPENOENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.78 RAINFALL INTENSITY(INCH/HR) = 1.79 eL STREAM AREA(ACRES) = 2.10 FLOW RATE(CFS) AT CONFLUENCE = 3.05 **************************************************************************** FLOY PROCESS FROM NOOE 1020.00 TO NOOE 1020.00 IS COOE = 7 .....USER SPECIFIEO HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOYS: TC(MIN) = 12.00 RAIN INTENSITY(INCH/HOUR) = 2.16 TOTAL AREA(ACRES) = 2.80 TOTAL RUNOFF(CFS) = 5.40 **************************************************************************** FLOY PROCESS FROM NODE 1020.00 TO NODE 1020.00 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.) = 12.00 RAINFALL INTENSITY(INCH/HR) = 2.16 TOTAL STREAM AREA(ACRES) = 2.80 PEAK FLOY RATE(CFS) AT CONFLUENCE = 5.40 .CONFLUENCE DATA ** AM RUNOFF Te BER (CFS) , 3.05 2 5.40 (MIN.) 16.78 12.00 INTENSITY (INCH/HOUR) 1.793 2.156 AREA (ACRE) 2.10 2.80 ~ *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASEO ON THE RCFC&YCO FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA ~ 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 Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 7.58 12.00 2.156 2 7.54 16.78 1.793 COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOY RATE(CFS) = 7.58 Tc(MIN.) = 12.00 TOTAL AREA(ACRES) = 4.90 LONGEST FLOYPATH FROM NODE 1001.00 TO NODE 1020.00 = 4700.60 FEET. **************************************************************************** FLOY PROCESS FROM NOOE 1020.00 TO NODE 1018.00 IS CODE = 41 .....COMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIEO PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1253.50 DOYNSTREAM(FEET) FLOY LENGTH(FEET) = 63.33 HANNING'S N = 0.013 DEPTH OF FLOY IN 18.0 INCH PIPE IS 6.5 INCHES ~E-FLOY VELOCITY(FEET/SEC.) = 13.15 ""'EN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE-FLOY(CFS) = 7.58 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NOOE = 1249.07 0.08 Tc(MIN.) = 12.08 1001.00 TO NODE 1018.00 = 4763.93 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1018.00 TO NOOE 1018.00 IS COOE = 11 .....CONFLUENCE MEMORY BANK # 3 YITH THE MAIN-STREAM MEMORY====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .. MAIN STREAM NUMBER 1 LONGEST STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) 7.58 12.08 2.148 FLOYPATH FROM NODE 1001.00 TO NODE AREA (ACRE) 4.90 1018.00 = 4763.93 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) 69.93 11.78 2.178 FLOYPATH FROM NODE 1001.00 TO NODE STREAM NUMBER 1 LONGEST AREA (ACRE) 35.43 1018.00 = 4682.34 FEET. *********************************WARNI NG********************************** _THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED THE RCFC&YCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA L NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOY. ************************************************************************** ** PEAK FLO~ RATE TABLE ** if STREAM RUNOFF NUMBER (CFS) 1 77.32 2 76.54 ~PUTED CONFLUENCE PEAK FLOY RATE(CFS) TOTAL AREA(ACRES) = Tc (MIN.) 11.78 12.08 INTENSITY (I NCH/HOUR) 2.178 2.148 ESTIMATES ARE AS FOLLOYS: = 77.32 Tc(MIN.) = 40.33 11.78 **************************************************************************** FLOY PROCESS FROM NODE 1018.00 TO NOOE 1018.00 IS CODE = .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.78 RAINFALL INTENSITY(INCH/HR) = 2.18 TOTAL STREAM AREA(ACRES) = 40.33 PEAK FLOY RATE(CFS) AT CONFLUENCE = 77.32 **************************************************************************** FLOY PROCESS FROM NOOE 1014.00 TO NOOE 1021.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMEO INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(lENGTH**3)/(ElEVATION CHANGE)]**.2 ~TIAL SUBAREA FLOY-LENGTH = 553.04 .TREAM ELEVATION = 1262.51 OOYNSTREAM ELEVATION = 1258.28 ELEVATION DIFFERENCE = 4.23 TC = 0.303*[( 553.04**3)/( 4.23)J**.2 = 10.046 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.378 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8858 SOIL CLASSIFICATION IS non SUBAREA RUNOFF(CFS) = 1.07 TOTAL AREA(ACRES) = 0.51 TOTAL RUNOFF(CFS) = 1.07 ********************************.******************************************* FLOY PROCESS FROM NODE 1021.00 TO NOOE 1018.00 IS CODE = 41 -~...._---_._-------------._._-----_._._----...._-_._--........-.-.......--. ~~~~~COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA ====: .....USING USER-SPECIFIED PIPESI2E (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1253.50 DOYNSTREAM(FEET) = 1249.07 FLOY LENGTH(FEET) = 51.14 MANNING'S N = 0_013 DEPTH OF FLOY IN 18.0 INCH PIPE IS 2.3 INCHES PIPE-FLOY VELOCITY(FEET/SEC.) = 8.03 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE-FLOY(CFS) = 1.07 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 10.15 LONGEST FLOYPATH FROM NOOE 1014.00 TO NODE 1018.00 604.18 FEET. .~*********************************************************************** ~Y PROCESS FROM NOOE 1018.00 TO NOOE 1018.00 IS CODE = 1 ~~<<~~DESIGNATE INDEPENDENT STREAM FOR CONFlUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES====: '? 'V~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: .e OF CONCENTRATION(MIN.) = 10.15 NFALL INTENSITY(INCH/HR) = 2.36 TAL STREAM AREA(ACRES) = 0.51 PEAK FLOY RATE(CFS) AT CONFLUENCE = 1.07 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 77.32 2 1. 07 Tc (MIN.) 11.78 10.15 INTENSITY (INCH/HOUR) 2.178 2.364 AREA (ACRE) 40.33 0.51 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BAS EO 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. ** PEAK FLOY RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 67.72 10.15 2.364 2 78.31 11.78 2.178 tlll!lMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOYS: ~AK FLOW RATE(CFS) 78.31 Tc(MIN.) = 11.78 TOTAL AREA(ACRES) = 40.84 LONGEST FLOYPATH FROM NOOE 1001.00 TO NODE 1018.00 = 4763.93 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1018.00 TO NODE 1022_00 IS COOE = 41 ~~~~~COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESI2E (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1247.80 DOYNSTREAM(FEET) FLOW LENGTH(FEET) = 124.57 MANNING'S N = 0.013 DEPTH OF FLOY IN 48.0 INCH PIPE IS 27.6 INCHES PIPE-FLOY VELOCITY(FEET/SEC.) = 10.49 GIVEN PIPE OIAMETERCINCH) = 48.00 NUMBER OF PIPES = PIPE-FLOY(CFS) = 78.31 PIPE TRAVEL TIME(MIN.) = LONGEST FLOYPATH FROM NODE 1246.81 0.20 Tc(MIN.) = 1001.00 TO NODE 11.98 1022.00 = 4888.50 FEET. **************************************************************************** FLOY PROCESS FROM NOOE 1022_00 TO NODE 1022.00 IS CODE = ~~~~~DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- tlAL NUMBER OF STREAMS = 2 FLUENCE VALUES USEO FOR INDEPENOENT IME OF CONCENTRATION(MIN.) = 11.98 RAINFALL INTENSITY(INCH/HR) = 2.16 TOTAL STREAM AREA(ACRES) = 40.84 PEAK FLOY RATE(CFS) AT CONFLUENCE = STREAM 1 ARE: 78.31 ~'" '? **************************************************************************** FLOY PROCESS FROM NODE 910.00 TO NODE 1015.00 IS CODE = 7 -----------_._---------_.._~._----------._-------_.._--------.-....--..----- ........USER SPECIFIEO HYDROLOGY INFORMATION AT NODE====: ~======================================================================= USER-SPECIFIED VALUES ARE AS FOLLOYS: TC(MIN) = 13.65 RAIN INTENSITY(INCH/HOUR) = 2.01 TOTAL AREA(ACRES) = 14.58 TOTAL RUNOFF(CFS) = 24.26 **************************************************************************** FLOY PROCESS FROM NODE 1015.00 TO NODE 1022.00 IS COOE = 41 .....COMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1248.43 OOYNSTREAM(FEET) = 1247.06 FLOY LENGTH(FEET) = 99.90 MANNING'S N = 0.013 OEPTH OF FLOY IN 42.0 INCH PIPE IS 13.1 INCHES PIPE-FLOY VELOCITY(FEET/SEC.) = 9.46 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = PIPE-FLOY(CFS) = 24.26 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 13.83 LONGEST FLOYPATH FROM NOOE 1014.00 TO NOOE 1022.00 = 704.08 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1022.00 TO NODE 1022.00 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.) = 13.83 RAINFALL INTENSITY(INCH/HR) = 1.99 TOTAL STREAM AREA(ACRES) = 14.58 PEAK FLOY RATE(CFS) AT CONFLUENCE = 24.26 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 78.31 2 24.26 Tc (MIN.) 11.9B 13.83 INTENSITY (I NCH/HOUR) 2.158 1.994 AREA (ACRE) 40.84 14.58 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASEO 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. ** PEAK FLOY RATE TABLE ** _EAM RUNOFF Tc INTENSITY BER (CFS) (MIN. ) (INCH/HOUR) 1 99.33 11.98 2.158 2 96.62 13.83 1.994 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 'J:>1l6 PEAK FLOY RATE(CFS) = 99.33 Tc(MIN.) = 11.98 TOTAL AREA(ACRES) = 55.42 LONGEST FLOYPATH FROM NODE 1001.00 TO NODE 1022.00 = 4888.50 FEET. ~*********************************************************************** ~OY PROCESS FROM NODE 1022.00 TO NODE 1023.00 IS CODE = 41 .....COMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESI2E (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1246.81 DOYNSTREAM(FEET) = FLOY LENGTH(FEET) = 119.60 MANNING'S N = 0.013 OEPTH OF FLOY IN 48.0 INCH PIPE IS 32.2 INCHES PIPE-FLOY VELOCITY(FEET/SEC.) = 11.07 GIVEN PIPE DIAMETER(INCH) = 48_00 NUMBER OF PIPES PIPE-FLOY(CFS) = 99.33 PIPE TRAVEL TIME(MIN.) = LONGEST FLOYPATH FROM NODE 1245.85 0.18 Tc(MIN.) = 1001.00 TO NODE 12.16 1023.00 = 5008.10 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1023.00 TO NODE 1024.00 IS CODE = 41 .....COMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESI2E (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1245.65 DOWNSTREAM(FEET) = 1240.00 FLOY LENGTH(FEET) = 67.74 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 16.2 INCHES PIPE-FLOY VELDCITY(FEET/SEC.) = 26.62 ~EN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = ~E-FlOW(CFS) = 99.33 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = LONGEST FLOYPATH FROM NODE 1001_00 TO NODE 12.20 1024.00 = 5075.84 FEET. **************************************************************************** FLOY PROCESS FROM NOOE 1024.00 TO NOOE 1024.00 IS COOE = 10 .....MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- +---------------------------------------------------------------------~--_.+ , FOllO~ING DATA FROM , HYOROLOGY REPORT BUTTERFIELD STAGE ROAD , RAN PAC 2/22/90 , , , +------------------------------.-------------------------------------------+ **************************************************************************** FLOY PROCESS FROM NOOE 22.00 TO NODE 28.10 IS CODE = 21 .....RATIONAL METHOO INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 tlT1Al SUBAREA FLOW-lENGTH = 450.00 TREAM ELEVATION = 1306.16 YNSTREAM ELEVATION = 1290.12 ELEVATION OIFFERENCE = 16.04 TC = 0.303*[( 450.00**3)/( 16.04)]**.2 = 6.799 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.948 ~ COMMERCIAL OEVELOPMENT RUNOFF COEFFICIENT = .8848 SOIL CLASSIFICATION IS ncn SUBAREA RUNOFF(CFS) = 7.30 .TAL AREA(ACRES) = 2.80 TOTAL RUNOFFCCFS) = 7.30 . ...................................................................... FLOY PROCESS FROM NODE 28.10 TO NODE 28.00 IS CODE = 61 .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA====: .....(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1290.12 DOYNSTREAM ELEVATION(FEET) = 1252.55 STREET LENGTH(FEET) = 1054.20 CURB HEIGHT(INCHES) = 6.0 STREET HALFYIDTH(FEET) = 55.00 DISTANCE FROM CROYN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIOE STREET CROSSFALL(DECIMAL) = 0.020 41.00 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-Yalk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOY(CFS) = STREETFLOY MODEL RESULTS USING ESTIMATED FLOY: STREET FLOY DEPTH(FEET) = 0.40 HALFSTREET FLODO YIOTH(FEET) = 13.56 AVERAGE FLOY VELOCITY(FEET/SEC.) = 5.06 ~OOUCT OF OEPTH&VELOCITY(FT'FT/SEC.) = 2.01 ~ET FLOW TRAVEL TIME(MIN.) = 3.47 Tc(MIN.) 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.348 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8817 SOIL CLASSIFICATION IS ncn SUBAREA AREA(ACRES) 2.50 TOTAL AREA(ACRES) = 5.30 9.90 10_27 SUBAREA RUNOFF(CFS) PEAK FLOY RATE(CFS) 5.18 12.48 END OF SUBAREA STREET FLOY HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOO YIOTH(FEET) = 14.92 FLOY VELOCITY(FEET/SEC.) = 5.32 OEPTH'VELOCITY(FT'FT/SEC.) = 2.26 LONGEST FLOYPATH FROM NODE 22.00 TO NOOE 28.00 = 1504.20 FEET. +------------------------------------------------------------..------------+ 1 LATERAL nln 1 LENGTH REVISED PER PLANS , , 1 1 +---------------~--------------~---------_._-------------------------------+ ****************************************.*********************************** FLOY PROCESS FROM NOOE 28.00 TO NODE 29.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA ====: .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ============================================================================ 41ATION DATA: UPSTREAM(FEET) = 1248.50 DOYNSTREAM(FEET) LENGTH(FEET) = 71.93 MANNING'S N = 0.013 H OF FLOY IN 18.0 INCH PIPE IS 9.6 INCHES PIPE-FLOY VELOCITY(FEET/SEC.) = 13.10 GIVEN PIPE OIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE-FLOY(CFS) = 12.48 1245.00 ~ PIPE TRAVEL TIME(MIN.) = LONGEST FLOYPATH FROM NOOE 0.09 Tc(MIN.) = 10.37 22.00 TO NOOE 29.00 = 1576.13 FEET. **************************************************************************** ~ PROCESS FROM NOOE 29.00 TO NODE 29.00 IS COOE = 1 ~:_-----------------------------_._---------------------~--------------- .....DESIGNATE INOEPENOENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 10.37 RAINFALL INTENSITY(INCH/HR) = 2.34 TOTAL STREAM AREA(ACRES) = 5.30 PEAK FLOY RATE(CFS) AT CONFLUENCE = 12.48 **************************************************************************** FLOY PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(lENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOY-LENGTH = 375.18 UPSTREAM ELEVATION = 1259.34 OOYNSTREAM ELEVATION = 1252.55 ELEVATION DIFFERENCE = 6.79 TC = 0.303*[( 375.18**3)/( 6.79)]**.2 7.240 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.847 ~MERCIAL OEVELOPMENT RUNOFF COEFFICIENT = .8844 ~l CLASSIFICATION IS "en SUBAREA RUNOFF(CFS) = 9.57 TOTAL AREA(ACRES) = 3.80 TOTAL RUNOFF(CFS) 9.57 **************************************************************************** FLOY PROCESS FROM NODE 27.00 TO NOOE 29.00 IS COOE = 41 .....COMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIEO PIPESIZE (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1248.00 DOYNSTREAM(FEET) = 1245.00 FLOY LENGTH(FEET) = 64.24 MANNING'S N = 0.013 DEPTH OF FLOY IN 18.0 INCH PIPE IS 8.3 INCHES PIPE-FLOY VELOCITY(FEET/SEC.) = 12.06 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOY(CFS) = 9.57 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 7.33 LONGEST FLOYPATH FROM NODE 26.00 TO NOOE 29.00 = 439.42 FEET. **************************************************************************** FLOY PROCESS FROM NOOE 29.00 TO NODE 29.00 IS CODE = .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ====: .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ~:~~:~~:;~:~~::;~:;:;:~:=~::::::::::=::::::==:=:::~===================== TIME OF CONCENTRATION(MIN.) = 7.33 RAINFALL INTENSITY(INCH/HR) = 2.83 TOTAL STREAM AREA(ACRES) = 3.80 ~" '? PEAK FLOY RATE(CFS) AT CONFLUENCE = 9.57 ** CONFLUENCE DATA ** ~EAM RUNOFF ER (CFS) 1 12.48 2 9.57 Tc (MIN.) 10.37 7.33 INTENSITY (I NCH/HOUR) 2.337 2.828 AREA (ACRE) 5.30 3.80 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASED ON THE RCFC&YCD FORMULA OF PLATE 0-1 AS OEFAULT 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. ** PEAK FLOY RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 1B.39 7.33 2.828 2 20.39 10.37 2.337 COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOYS: PEAK FLOY RATE(CFS) = 20.39 Tc(MIN.) = 10.37 TOTAL AREA(ACRES) = 9.10 LONGEST FLOYPATH FROM NODE 22.00 TO NODE 29.00 = 1576.13 FEET. **************************************************************************** ~Y PROCESS FROM NODE 29.00 TO NODE 30.00 IS COOE = 41 ~---------------------------------_._---------------_.---.---..--------- .....COMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA====: ~~~~eUSING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1244.50 DOYNSTREAM(FEET) FLOY LENGTH(FEET) = 52.73 MANNING'S N = 0.013 OEPTH OF FLOY IN 24.0 INCH PIPE IS 9.9 INCHES PIPE-FLOY VELOCITY(FEET/SEC.) = 16.59 GIVEN PIPE OIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPE-FLOY(CFS) = 20.39 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = LONGEST FLOWPATH FROM NODE 22.00 TO NODE 1241.00 10.42 30.00 = 1628.86 FEET. +-~~------~._~~----------------~._-----------_._--~~~----------------------+ , NODE 30 OF REFERENCED STUDY = 1024 , RETREIVE FLOYS AT 1024 , ~ ~ ~ +---~-_._----------------------.-~--------------~-~------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 1024.00 TO NODE 1024.00 IS CODE = 11 .....CONFLUENCE MEMORY BANK # 2 YITH THE MAIN-STREAM MEMORY====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- &AIN '-EAM NUMBER 1 LONGEST STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) 20.39 10.42 2.330 FLOYPATH FROM NOOE 22.00 TO NODE AREA (ACRE) 9.10 1024.00 1628.86 FEET. ?<f1V ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY IBER (CFS) (MIN.) (INCH/HOUR) 1 99.33 12.20 2.137 EST FLOYPATH FROM NODE 1001.00 TO NODE AREA (ACRE) 55.42 1024.00 = 5075.84 FEET. *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&YCO FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA YILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOY. ************************************************************************** ** PEAK FLOY RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 105.22 10.42 2.330 2 118.02 12.20 2.137 COMPUTED CONFLUENCE PEAK FLOY RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE AS FOLLOYS: = 118.02 Tc(MIN.) = 64.52 12.20 **************************************************************************** FLOY PROCESS FROM NODE 1024.00 TO NODE 1026.00 IS CODE = 41 ~~~~~COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~ATION DATA: UPSTREAM(FEET) = 1240.00 DOYNSTREAM(FEET) ~ LENGTH(FEET) = 68.91 MANNING'S N = 0.013 DEPTH OF FLOY IN 48.0 INCH PIPE IS 14.1 INCHES PIPE-FLOY VELOCITY(FEET/SEC.) = 38.47 GIVEN PIPE OIAMETER(INCH) = 48.00 NUMBER OF PIPES = PIPE-FLOY(CFS) = 118.02 PIPE TRAVEL TIME(MIN.) = LONGEST FLOYPATH FROM NODE 1226.00 0.03 Tc(MIN.) = 12.23 1001.00 TO NODE 1026.00 = 5144.75 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ENO OF STUOY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOY RATE(CFS) 64.52 TC(MIN.) = 118.02 12.23 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS . ~ **************************************************************************** e RATIONAL METHOD HYOROLOGY COMPUTER PROGRAM BASEO ON RIVERSIOE COUNTY FLOOD CONTROL & YATER CONSERVATION DISTRICT (RCFC&YCD) 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 1000 * ROYAL CREST 100-YEAR * surface and storm drain flows * * * ************************************************************************** FILE NAME: 1000.0AT TIME/OATE OF STUDY: 11:05 06/14/2001 -.-------------------.------------------------------------------.----------- USER SPECIFIEO HYDROLOGY AND HYDRAULIC MOOEL INFORMATION: -------------------.---------..---------..-------..-----------------------~- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIEO PERCENT OF GRAOIENTS(OECIMAL) TO USE FOR FRICTION SLOPE = 0.95 ......YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 ~YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 100-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 COMPUTEO RAINFALL INTENSITY DATA: STORM EVENT = 100.00 l-HOUR INTENSITY(INCH/HOUR) = 1.300 SLOPE OF INTENSITY OURATION CURVE = 0.5496 RCFC&YCD HYDROLOGY MANUAL ncn-VALUES USEO FOR RATIONAL METHOO NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&YCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOYNSTREAM ANALYSES *USER-DEFINEO STREET-SECTIONS FOR COUPLED PIPEFLOW ANO STREETFLO~ MODEL* HALF- CROYN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING YIOTH CROSSFALL IN- / OUT-/PARK- HEIGHT YIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIOE/ YAY (FT) (FT) (FT) (FT) (n) --------- --------- ----------------- ----------------- ----- ------- ----- ------- GLOBAL STREET FLOY-OEPTH 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.* **************************************************************************** ......Y PROCESS FROM NODE i001.00 TO NOOE 1002.00 IS COOE = 21 ~---------------------_._---------_._------------------------._~-_._--_. .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM ~ ~ OEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2 INITIAL SUBAREA FLOY-LENGTH = 131.00 4iREAM ELEVATION = 1325.50 STREAM ELEVATION = 1322.17 ATION DIFFERENCE = 3.33 TC = 0.393*[( 131.00**3)/( 3.33)]**.2 = 5.752 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.716 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8612 SOIL CLASSIFICATION IS non SUBAREA RUNOFF(CFS) = 0.81 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.81 **************************************************************************** FLOY PROCESS FROM NOOE 1002.00 TO NODE 1003.00 IS CODE = 61 ---------------------------------------------------------.------------------ .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ~~~~~(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1322.17 DOYNSTREAM ELEVATION(FEET) = 1279.40 STREET LENGTH(FEET) = 1170.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFYIDTH(FEET) = 30.00 OISTANCE FROM CROYN TO CROSS FALL GRAOEBREAK(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 ~ing/s FRICTION FACTOR for Streetflow Section(curb-to-curb} ; ~in9'S FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOY(CFS) = STREETFLOY MOOEL RESULTS USING ESTIMATED FLOY: STREET FLOY DEPTH(FEET) = 0.46 HALFSTREET FLDOO YIDTH(FEET) = 5.24 AVERAGE FLOY VELOCITY(FEET/SEC.) = 6.49 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.96 STREET FLOY TRAVEL TIME(MIN.) = 3.00 Tc(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.744 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8522 SOIL CLASSIFICATION IS ROn SUBAREA AREA(ACRES) = 4.13 TOTAL AREA(ACRES) = 4.33 7.47 8.76 SUBAREA RUNOFF(CFS) = PEAK FLOY RATE(CFS) 13.18 13.99 ENO OF SUBAREA STREET FLOY HYDRAULICS: DEPTH(FEET) = 0.57 HALFSTREET FLOOD YIDTH(FEET) = 10.10 FLOY VELOCITY(FEET/SEC.) = 7.20 OEPTH*VELOCITY(FT*FT/SEC.) = 4.10 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1170.0 FT YITH ELEVATION-DROP = 42.8 FT, IS 10_6 CFS, YHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 1003.00 LONGEST FLOYPATH FROM NODE 1001.00 TO NOOE 1003.00 = 1301.00 FEET. **************************************************************************** << PROCESS FROM NODE 1003.00 TO NODE 1003.00 IS CODE = 7 ---------------------------------------------------------------------- ..USER SPECIFIED HYOROLOGY INFORMATION AT NOOE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOYS: TC(MIN) = 8.76 RAIN INTENSITY(INCH/HOUR) = 3_74 ~. TOTAL AREA(ACRES) = 4.33 TOTAL RUNOFF(CFS) = 12.80 **************************************************************************** 4Iy PROCESS FROM NODE 1003.00 TO NOOE 1004.00 IS COOE = 41 ---------.------------------------------------------------------------- ...COMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION OATA: UPSTREAM(FEET) = 1275.00 OOYNSTREAM(FEET) FLOY LENGTH(FEET) = 54.18 MANNING'S N = 0.013 DEPTH OF FLOY IN 1B.0 INCH PIPE IS 9.0 INCHES PIPE-FLOY VELOCITY(FEET/SEC.) = 14.48 GIVEN PIPE OIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOY(CFS) = 12.80 PIPE TRAVEL TIME(MIN.) = LONGEST FLOYPATH FROM NODE = 1271.62 0.06 Tc(MIN.) = 1001.00 TO NODE 8.82 1004.00 1355.18 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1003.00 TO NODE 1004.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.82 RAINFALL INTENSITY(INCH/HR) = 3.73 TOTAL STREAM AREA(ACRES) = 4.33 PEAK FLOY RATE(CFS) AT CONFLUENCE = 12.80 ~*********************************************************************** ~W PROCESS FROM NODE 1005.0D TO NODE 1006.00 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 = 120.00 UPSTREAM ELEVATION = 1324.60 DOYNSTREAM ELEVATION = 1322.27 ELEVATION OIFFERENCE = 2.33 TC = 0.393*[( 120.00'*3)!( 2.33)]'*.2 = 5.861 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.667 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8609 SOIL CLASSIFICATION IS non SUBAREA RUNOFF(CFS) = 0.88 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 0.88 **************************************************************************** FLOY PROCESS FROM NODE 1006.00 TO NODE 1007.00 IS CODE = 61 .....COMPUTE STREET FLOY TRAVEL rIME THRU SUBAREA .....(STANDARO CURB SECTION USEO) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- _TREAM ELEVATION(FEET) = 1322.27 OOYNSTREAM ELEVATIONCFEET) EET LENGTH(FEET) = 1170.00 CURB HEIGHT(INCHES) = 6.0 REET HALFYIDTH(FEET) = 30.00 = 1279.40 DISTANCE FROM CROYN TO CROSS FALL GRAOEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 -?J1t OUTSIDE STREET CROSSFALL(OECIMAL) = 0.080 SPECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF 1 .EET PARKYAY CROSSFALL(OECIMAL) = 0.020 ning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = nning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTEO USING ESTIMATED FLOY(CFS) STREETFLOY MOOEL RESULTS USING ESTIMATEO FLOY: STREET FLOY DEPTH(FEET) = 0.42 HALFSTREET FLOOD YIOTH(FEET) = 4.81 AVERAGE FLOY VELOCITY(FEET/SEC.) = 6.16 PROOUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 2.59 STREET FLOW TRAVEL TIME(MIN.) = 3.17 Tc(MIN.) = 9.03 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.681 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8515 SOIL CLASSIFICATION IS non SUBAREA AREA(ACRES) = 3.24 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 3.46 PEAK FLOY RATE(CFS) 0.0150 6.01 10.16 11.04 END OF SUBAREA STREET FLOY HYDRAULICS: OEPTH(FEET) = 0.52 HALFSTREET FLOOD YIDTH(FEET) = 7.33 FLOY VELOCITY(FEET/SEC.) = 7.09 DEPTH*VELOCITY(FT*FT/SEC.) 3.72 LONGEST FLOYPATH FROM NODE 1005.00 TO NOOE 1007.00 = 1290.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1007.00 TO NODE 1004.00 IS CODE = 41 .....COMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA====: ~"USING USER-SPECIFIED PIPESI2E (EXISTING ELEMENT)====: ~======================================================================= ELEVATION OATA: UPSTREAM(FEET) = 1272.00 OOYNSTREAM(FEET) FLOY LENGTH(FEET) = 32.00 MANNING'S N = 0.013 DEPTH OF FLOY IN 24.0 INCH PIPE IS 9.9 INCHES PIPE-FLOY VELOCITY(FEET/SEC.) = 9.02 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOY(CFS) = 11.04 PIPE TRAVEL TIME(MIN.) = LONGEST FLOYPATH FROM NOOE 0.06 Tc(MIN.) = 1005.00 TO NOOE 9.09 1004.00 1271_37 FLOY PROCESS FROM NODE 1004.00 TO NODE 1004.00 IS COOE = **************************************************************************** 1322_00 FEET. --------~~-----------------_._-----_..._--------------------.....----------- ~~~~~DESIGNATE INDEPENDENT STREAM FOR CONFlUENCE~ .....AND COMPUTE VARIOUS CONFLUENCEO STREAM VALUES ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.09 RAINFALL INTENSITY(INCH/HR) = 3.67 TOTAL STREAM AREA(ACRES) = 3.46 PEAK FLOY RATE(CFS) AT CONFLUENCE = 11.04 ** CONFLUENCE DATA ** ~EAM RUNOFF WBER (CFS) 1 12.80 2 11.04 Tc (MIN. ) 8.82 9.09 INTENSITY (I NCH/HOUR) 3.728 3.668 AREA (ACRE) 4.33 3.46 "1;4- *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS 8ASED ON THE RCFC&WCO FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOY. ~**********************.*********************************************** ~NFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOY RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) ( INCH/HOUR) 1 23.52 8.82 3.728 2 23.63 9.09 3.668 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOYS: PEAK FLOY RATE(CFS) = 23.52 Tc(MIN.) = 8.82 TOTAL AREA(ACRES) = 7.79 LONGEST FLOYPATH FROM NOOE 1001.00 TO NOOE 1004.00 = 1355.18 FEET. **************************************************************************** FLOY PROCESS FROM NOOE 1004.00 TO NODE 1008.00 IS COOE = 41 .....COMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIEO PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1271.32 DOYNSTREAM(FEET) FLOY LENGTH(FEET) = 109.59 MANNING'S N = 0.013 DEPTH OF FLOY IN 24.0 INCH PIPE IS 15.7 INCHES PIPE-FLOY VELOCITY(FEET/SEC.) = 10.78 .EN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = E-FLOY(CFS) = 23.52 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = LONGEST FLOYPATH FROM NODE 1001.00 TO NODE = 1269.19 8.99 1008.00 = 1464.77 FEET. **************************************************************************** FLOY PROCESS FROM NOOE 417.00 TO NOOE 417.00 IS CODE = 7 .....USER SPECIFIED HYOROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIEO VALUES ARE AS FOLLOYS: TC(MIN) = 10.36 RAIN INTENSITY(INCH/HOUR) = 3.41 TOTAL AREA(ACRES) = 0.00 TOTAL RUNOFF(CFS) = 0.94 **************************************************************************** FLOY PROCESS FROM NODE 417.00 TO NODE 1009.00 IS CODE = 61 .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA====: .....(STANOARO CUR8 SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1284.57 DOYNSTREAM ELEVATION(FEET) = 1278.40 STREET LENGTH(FEET) = 446.10 CURB HEIGHT(INCHES) = 6.0 STREET HALFYIDTH(FEET) = 33.00 DISTANCE FROM CROYN TO CROSS FALL GRADEBREAK(FEET) = 20.00 ~IDE STREET CROSSFALLCDECIMAL) = 0.020 ~SIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKYAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for 5treetflow Section(curb-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: TREET FLOY OEPTH(FEET) = 0.31 ALFSTREET FLOOD YIDTH(FEET) = 3.47 AVERAGE FLOY VELOCITY(FEET/SEC.) = 3_11 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.97 STREET FLOY TRAVEL TIME(MIN.) = 2.39 Tc(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.045 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8852 SOIL CLASSIFICATION IS ncn SUBAREA AREA(ACRES) = 0.50 TOTAL AREA(ACRES) = 0.50 1.65 12.75 SUBAREA RUNOFF(CFS) = PEAK FLOY RATE(CFS) = 1.35 2.29 ENO OF SUBAREA STREET FLOW HYORAULICS: OEPTH(FEET) = 0.35 HALFSTREET FLOOD YIOTH(FEET) = 3.96 FLOY VELOCITY(FEET/SEC.) = 3.38 DEPTH*VELOCITY(FT*FT/SEC.) = 1.19 LONGEST FLOYPATH FROM NODE 1001.00 TO NODE 1009.00 = 1910.87 FEET. *..********.**********.**.****..*.*.*****.***.****************************** FLOY PROCESS FROM NODE 1009.00 TO NOOE 1009.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENOENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.75 RAINFALL INTENSITY(INCH/HR) = 3.04 ~AL STREAM AREA(ACRES) = 0.50 ~K FLOW RATE(CFS) AT CONFLUENCE = 2.29 **************************************************************************** FLOY PROCESS FROM NODE 1003.00 TO NODE 1003.00 IS COOE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOYS: TC(MIN) = 8.76 RAIN INTENSITY(INCH/HOUR) = 3.74 TOTAL AREA(ACRES) = 0.00 TOTAL RUNOFF(CFS) = 1.19 ********...***.******....*.**.*..*******..*.**********.***.*******.*.******* FLOY PROCESS FROM NODE 1009.00 TO NODE 1009.00 IS CODE = .....DESIGNATE INOEPENDENT 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.) 8.76 RAINFALL INTENSITY(INCH/HR) = 3.74 TOTAL STREAM AREA(ACRES) = 0.00 PEAK FLOY RATE(CFS) AT CONFLUENCE = 1.19 _** CONFLUENCE DATA ** EAM RUNOFF Tc MBER (CFS) 1 2.29 2 1.19 (MIN.) 12.75 8.76 INTENSITY (INCH/HOUR) 3.045 3.743 AREA (ACRE) 0.50 0.00 ~o... 1) *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&YCO FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA ~ 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 Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 2.76 8.76 3.743 2 3.26 12.75 3.045 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOYS: PEAK FLOW RATE(CFS) = 3.26 Tc(MIN.) = 12.75 TOTAL AREA(ACRES) = 0.50 LONGEST FLOYPATH FROM NODE 1001.00 TO NODE 1009.00 = 1910.87 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1009.00 TO NODE 1009.00 IS CODE = ---~----~---------_._._-----------------_._--------------------------------- .....OESIGNATE INDEPENOENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.75 RAINFALL INTENSITY(INCH/HR) = 3.04 ~L STREAM AREA(ACRES) = 0.50 ~ FLOW RATE(CFS) AT CONFLUENCE = 3.26 **************************************************************************** FLOY PROCESS FROM NODE 1009.00 TO NODE 1008.00 IS COOE = 41 ------------------------------------..----------------------------------.--- .....COMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION OATA: UPSTREAM(FEET) = 1273.17 DOYNSTREAM(FEET) = FLOY LENGTH(FEET) = 53.87 MANNING'S N = 0.013 DEPTH OF FLOY IN 24.0 INCH PIPE IS 3.8 INCHES PIPE-FLOY VELOCITY(FEET/SEC.) = 10.20 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOY(CFS) = 3.26 PIPE TRAVEL TIME(MIN.) = LONGEST FLOYPATH FROM NODE 1269_19 0.09 Tc(MIN.) = 1005.00 TO NODE 12_84 1008.00 = 1375.87 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1008.00 TO NODE 1008.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: _OF CONCENTRATION(MIN.) = 12.84 FALL INTENSITY(INCH/HR) = 3.03 AL STREAM AREA(ACRES) = 0.50 PEAK FLOY RATE(CFS) AT CONFLUENCE = 3.26 **************************************************************************** ~ FLOY PROCESS FROM NODE 1008.00 TO NODE 100B.00 IS CODE = 7 .....USER SPECIFIED HYOROLOGY INFORMATION AT NOOE====: ~;:::~:;::~:~:::::~::~:~:::~~~~~:~:~::::~=:==:~::====================== TOTAL AREA(ACRES) = 7.79 TOTAL RUNOFF(CFS) = 23.52 **************************************************************************** FLOY PROCESS FROM NODE 1008.00 TO NODE 1008.00 IS CODE = .....DESIGNATE INDEPENOENT 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.) = 8.99 RAINFALL INTENSITY(INCH/HR) = 3.69 TOTAL STREAM AREA(ACRES) = 7_79 PEAK FLOY RATE(CFS) AT CONFLUENCE = 23.52 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 3.26 2 23.52 Tc (MIN.) 12.75 8.99 INTENSITY (INCH/HOUR) 3.045 3.690 AREA (ACRE) 0.50 7.79 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ~THE RCFC&YCO FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA ~L 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 Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 25.82 8.99 3.690 2 22.67 12.75 3.045 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOYS: PEAK FLOY RATE(CFS) = 25.82 Tc(MIN.) = 8.99 TOTAL AREA(ACRES) : 8.29 LONGEST FLOYPATH FROM NODE 1001.00 TO NOOE 1008.00 = 1910.87 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1008.00 TO NODE 1010.00 IS COOE = 41 .....COMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1269.19 OOYNSTREAM(FEET) = 1256.48 ~ lENGTH(FEET) = 486.29 MANNING'S N = 0.013 H OF FLOY IN 24.0 INCH PIPE IS 15.1 INCHES PE-FLOY VELOCITY(FEET/SEC.) = 12.36 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOY(CFS) = 25.82 PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 9.65 f LONGEST FLOYPATH FROM NODE 1001.00 TO NODE 1010.00 = 2397.16 FEET. **************************************************************************** . PROCESS FROM NODE 1010.00 TO NOOE 1011.00 IS CODE = 41 _._--------._._--~_._------------------------------------------------- ...COMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIEO PIPESIZE (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1255.48 DOYNSTREAM(FEET) FLOY LENGTH(FEET) = 265.91 MANNING'S N = 0.013 DEPTH OF FLOY IN 36.0 INCH PIPE IS 18.3 INCHES PIPE-FLOY VELOCITY(FEET/SEC.) = 7.14 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES PIPE-FLOY(CFS) = 25.B2 PIPE TRAVEL TIME(MIN.) = LONGEST FLOYPATH FROM NODE = 1253.90 0.62 Tc(MIN.) = 10.27 1001.00 TO NODE 1011.00 = 2663.07 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1010.00 TO NOOE 1011.00 IS CODE = .....OESIGNATE INOEPENOENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.27 RAINFALL INTENSITY(INCH/HR) = 3.43 TOTAL STREAM AREA(ACRES) = 8.29 PEAK FLOY RATE(CFS) AT CONFLUENCE = 25.82 ......---------------------------------------------------------------------+ ~A FROM HYDROLOGY STUDY FOR TR 23143 1 '~C , 1 JUNE 1992 , +---....-.-.-....-.----..-----------..--------------------...-..--.---.----+ ****************..********************************************************** FLOY PROCESS FROM NODE 1012.00 TO NOOE 1011.00 IS CODE = 7 .....USER SPECIFIED HYOROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIEO VALUES ARE AS FOLLOYS: TC(MIN) = 10.49 RAIN INTENSITY(INCH/HOUR) = 3.39 TOTAL AREA(ACRES) = 24.12 TOTAL RUNOFFCCFS) = 70.50 **************************************************************************** FLOY PROCESS FROM NODE 1011.00 TO NODE 1011.00 IS COOE = .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 10.49 RAINFALL INTENSITY(INCH/HR) = 3.39 ~L STREAM AREA(ACRES) = 24.12 ~ FLOY RATE(CFS) AT CONFLUENCE = STREAM 2 ARE: 70.50 ** CONFLUENCE DATA ** STREAM NUMBER RUNOFF (CFS) Tc CMIN. ) INTENSITY (INCH/HOUR) AREA (ACRE) ~ 1 2 25.82 70.50 10.27 10.49 3.430 3.390 8.29 24.12 *********************************WARNI NG********************************** ......HIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ~~HE RCFC&YCO 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. ** PEAK STREAM NUMBER 1 2 FLOY RATE RUNOFF (CFS) 94.81 96.01 TABLE ** Tc (MIN.) 10.27 10.49 INTENSITY (INCH/HOUR) 3.430 3.390 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOY RATE(CFS) 96.01 Tc(MIN.) = 10.49 TOTAL AREA(ACRES) = 32.41 LONGEST FLOYPATH FROM NODE 1001.00 TO NODE 1011.00 = 2663.07 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1011.00 TO NOOE 1013.00 IS CODE = 41 .....COMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~VATION DATA: UPSTREAM(FEET) = 1253.60 DOYNSTREAM(FEET) = ~Y LENGTH(FEET) = 54.34 MANNING'S N = 0.013 OEPTH OF FLOY IN 42.0 INCH PIPE IS 31.6 INCHES PIPE-FLOY VELOCITY(FEET/SEC.) = 12.35 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = PIPE-FLOYCCFS) = 96.01 PIPE TRAVEL TIME(MIN.) = LONGEST FLOYPATH FROM NOOE 1252.98 0.07 Tc(MIN.) = 10.56 1001.00 TO NODE 1013.00 = 2717.41 FEET. .*********************************************************.***..************ FLOY PROCESS FROM NODE 1013.00 TO NOOE 1013.00 IS CODE = 10 .....MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOY PROCESS FROM NODE 506.00 TO NODE 506.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NOOE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIEO VALUES ARE AS FOLLOYS: TC(MIN) = 10.73 RAIN INTENSITY(INCH/HOUR) = 3.35 TOTAL AREA(ACRES) = 0.00 TOTAL RUNOFF(CFS) = 4.16 ************..*******..**********************************......************* _y PROCESS FROM NODE 506.00 TO NODE 1014.00 IS CODE = 61 ----------------------------------------------------------------------- "'COMPUTE STREET FLOY TRAVEL TIME THRU SU8AREA====: .....(STANOARD CURB SECTION USEO) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1284.57 DOYNSTREAM ELEVATIONCFEET) = 1262.51 ~ STREET LENGTH(FEET) = 1317.32 CURB HEIGHT(INCHES) = 6.0 STREET HALFYIOTH(FEET) = 33.00 4iSTANCE FROM CROYN TO CROSSFALL GRADEBREAK(FEET) IDE STREET CROSSFALL(DECIMAL) = 0.020 SlOE STREET CROSSFALL(OECIMAL) = 0.080 = 20.00 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-at-Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATEO FLOY(CFS) = STREETFLOY MODEL RESULTS USING ESTIMATED FLOY: STREET FLOY DEPTH(FEET) = 0.51 HALFSTREET FLOOD YIOTH(FEET) = 6.72 AVERAGE FLOY VELOCITY(FEET/SEC.) = 4.73 PRODUCT OF OEPTH&VELOCITY(FT'FT/SEC.) = 2.44 STREET FLOY TRAVEL TIME(MIN.) = 4.64 Tc(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.748 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8B39 SOIL CLASSIFICATION IS ncn SUBAREA AREA(ACRES) = 2.11 TOTAL AREA(ACRES) = 2.11 7.04 15.37 SUBAREA RUNOFF(CFS) = PEAK FLOY RATE(CFS) = 5.13 9.29 END OF SUBAREA STREET FLOY HYDRAULICS: DEPTH(FEET) = 0.57 HALFSTREET FLOOD YIOTH(FEET) 9.86 FLOY VELOCITY(FEET/SEC.) = 4.88 OEPTH'VELOCITY(FT'FT/SEC.) = 2.76 LONGEST FLOYPATH FROM NODE 1001.00 TO NOOE 1014.00 = 4034.73 FEET. ~....................................................................... FLOY PROCESS FROM NODE 1014.00 TO NODE 1013.00 IS CODE = 41 .....COMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIEO PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1256.37 DOYNSTREAM(FEET) = 1253.71 FLOY LENGTH(FEET) = 23.58 MANNING'S N = 0.013 DEPTH OF FLOY IN 18.0 INCH PIPE IS 6.4 INCHES PIPE-FLOY VELOCITY(FEET/SEC.) = 16.53 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOY(CFS) = 9_29 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 15.39 LONGEST FLOYPATH FROM NODE 1001.00 TO NODE 1013.00 = 4058.31 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1013.00 TO NODE 1013.00 IS CODE = 11 .....CONFLUENCE MEMORY BANK # 1 YITH THE MAIN-STREAM MEMORY====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM NUMBER 1 eGEST ** MEMORY STREAM NUMBER STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) 9.29 15.39 2_746 FLOYPATH FROM NODE 1001.00 TO NODE AREA (ACRE) 2_11 1013.00 = 4058.31 FEET. BANK # RUNOFF (CFS) CONFLUENCE DATA .. Tc INTENSITY (MIN.) (INCH/HOUR) AREA (ACRE) ~ 1 96.01 10.56 LONGEST FLOYPATH FROM NODE 3.377 32.41 1001.00 TO NODE 1013.00 = 2717.41 FEET. *.****~**************************WARNING********************************** ~THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED """THE RCFC&YCO FORMULA OF PLATE 0-1 AS OEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOY RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (I NCH/HOUR) 1 102.38 10.56 3.377 2 87.36 15.39 2.746 COMPUTED CONFLUENCE PEAK FLOY RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE AS FOLLOYS: 102.38 Tc(MIN.) = 34.52 10.56 **************************************************************************** FLOY PROCESS FROM NOOE 1013.00 TO NOOE 1013.00 IS CODE = 10 .....MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOY PROCESS FROM NODE 1009.00 TO NODE 1016.00 IS CODE = 21 ~:::~:;;:::~:;:;;;::~;~:::::~::;;~::~~~::~:~======================== DEVELOPMENT IS COMMERCIAL TC = K*[(lENGTH**3)/CElEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 852.56 UPSTREAM ELEVATION = 1278.40 OOYNSTREAM ELEVATION = 1262.61 ELEVATION DIFFERENCE = 15.79 TC = 0.303*[( 852.56**3)/( 15.79)J**.2 = 10.008 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.478 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8898 SOIL CLASSIFICATION IS nOn SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 2.82 0.91 TOTAL RUNOFF(CFS) = 2.82 **************************************************************************** FLOY PROCESS FROM NODE 1009.00 TO NODE 1016.00 IS CODE = .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INOEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.01 RAINFALL INTENSITY(INCH/HR) = 3.48 TOTAL STREAM AREA(ACRES) = 0.91 ~K FLOY RATE(CFS) AT CONFLUENCE = 2.82 ~------------_._---_.._-------------------_.._-----_.------~~--~_._----+ , OATA FROM HYDROLOGY STUDY FOR TR 23143 1 TPC 1 JUNE 1992 , 1 1 / '1;;~~ +------------------------.._~--------_.--~~--------------------------------+ **************************************************************************** FLOY PROCESS FROM NODE 1016.00 TO NODE 1016.00 IS CODE = 7 ~-----_._--------------------------------------------------------------- ,....r..USER SPECIFIED HYOROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOYS: TC(MIN) = 10.49 RAIN INTENSITY(INCH/HOUR) = 3.39 TOTAL AREA(ACRES) = 0.00 TOTAL RUNOFF(CFS) = 5.28 **************************************************************************** FLOY PROCESS FROM NODE 1009.00 TO NOOE 1016.00 IS CODE = .....DESIGNATE INDEPENOENT 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.) 10.49 RAINFALL INTENSITY(INCH/HR) = 3.39 TOTAL STREAM AREA(ACRES) = 0.00 PEAK FLOY RATE(CFS) AT CONFLUENCE = 5.28 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 2.82 2 5.28 Tc (MIN.) 10_01 10.49 INTENSITY (INCH/HOUR) 3.478 3.390 AREA (ACRE) 0.91 0.00 ~*****************************WARNING********************************** ~THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&YCO 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 USEO FOR 2 STREAMS. ** PEAK FLOY RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 7.85 10.01 3.478 2 8.02 10.49 3.390 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOYS: PEAK FLOY RATE(CFS) = 8.02 Tc(MIN.) = 10.49 TOTAL AREA(ACRES) = 0.91 LONGEST FLOYPATH FROM NODE 1005.00 TO NODE 1016.00 = 1375.87 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1016.00 TO NODE 1013.00 IS CODE = 41 ~~~~~COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== ....::~:~:~=~:::::::~~:~:~=:~:::~~:=~::~::~:~=::::::::===================== VATION DATA: UPSTREAM(FEET) = 1257.00 DOYNSTREAM(FEET) = 153.71 FLOY LENGTH(FEET) = 45.02 MANNING'S N = 0.013 OEPTH OF FLOY IN 18.0 INCH PIPE IS 1.6 INCHES PIPE-FLOY VELOCITY(FEET/SEC.) = 105.87 ~ GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE-FLOY(CFS) = 8.02 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 10.50 LONGEST FLOYPATH FROM NODE 1005.00 TO NODE 1013.00 = 1420.89 FEET. 4111t........................................................................ FLOY PROCESS FROM NODE 1013.00 TO NODE 1013.00 IS COOE = 11 .....CONFLUENCE MEMORY BANK # 2 YITH THE MAIN-STREAM MEMORY====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM NUMBER 1 LONGEST STREAM CONFLUENCE OATA .. RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) 8.02 10.50 3.388 FLOYPATH FROM NODE 1005.00 TO NODE AREA (ACRE) 0.91 1013.00 1420.89 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) 102.38 10.56 3.377 FLOYPATH FROM NODE 1001.00 TO NODE STREAM NUMBER 1 LONGEST AREA (ACRE) 34.52 1013.00 = 4058_31 FEET_ *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASEO ON THE RCFC&YCO FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA YILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOY. ************************************************************************** . PEAK FLOY RATE TABLE ** REAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 109.77 10.50 3.388 2 110.38 10.56 3.377 COMPUTED CONFLUENCE PEAK FLOY RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE AS FOLLOYS: 110.38 Tc(MIN.) = 35.43 10.56 **************************************************************************** FLOY PROCESS FROM NODE 1013.00 TO NODE 1017.00 IS CODE = 41 .....COMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1252.44 DOWNSTREAM(FEET) = FLOY LENGTH(FEET) = 301.99 MANNING'S N = 0.013 DEPTH OF FLOY IN 48.0 INCH PIPE IS 35.0 INCHES PIPE-FLOY VELOCITY(FEET/SEC.) = 11.25 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = PIPE-FLOY(CFS) = 110.38 PIPE TRAVEL TIME(MIN.) = LONGEST FLOYPATH FROM NODE 1250_02 0.45 Tc(MIN.) = 11.01 1001.00 TO NODE 1017.00 = 4360.30 FEET. **************************************************************************** .OY PROCESS FROM NODE 1017.00 TO NODE 1018.00 IS CODE = 41 --------------------------------------...-----------.-_._-~-------------- .....COMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~I\ ELEVATION DATA: UPSTREAM(FEET) = 1249.99 DOWNSTREAM(FEET) 1247.84 FLOY LENGTH(FEET) = 268.17 MANNING'S N = 0.013 DEPTH OF FLOY IN 48.0 INCH PIPE IS 35.0 INCHES tlPE-FLOY VELOCITY(FEET/SEC.) = 11.26 EN PIPE OIAMETER(INCH) = 48.00 NUMBER OF PIPES E-FLOY(CFS) = 110.38 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 11.41 LONGEST FLOYPATH FROM NODE 1001.00 TO NOOE 1018.00 = 4628.47 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1019.00 TO NODE 1019.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOYS: TC(MIN) = 16.75 RAIN INTENSITY(INCH/HOUR) = 2.62 TOTAL AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 4.94 **************************************************************************** FLOY PROCESS FROM NOOE 1019.00 TO NOOE 1020.00 IS CODE = 41 .....COMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION OATA: UPSTREAM(FEET) = 1255.00 DOYNSTREAM(FEET) = 1253.72 FLOY LENGTH(FEET) = 18.26 MANNING'S N = 0_013 DEPTH OF FLOY IN 18.0 INCH PIPE IS 5.2 INCHES PIPE-FLDY VELOCITY(FEET/SEC.) = 11.66 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = ~E-FLOY(CFS) = 4.94 ~E TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 16.78 LONGEST FLOYPATH FROM NODE 1001.00 TO NODE 1020.00 = 4646.73 FEET. **************************************************************************** FLOY PROCESS FROM NOOE 1019.00 TO NODE 1020.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEO FOR INOEPENOENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.78 RAINFALL INTENSITY(INCH/HR) = 2.62 TOTAL STREAM AREA(ACRES) = 2.10 PEAK FLOY RATE(CFS) AT CONFLUENCE = 4.94 **************************************************************************** FLOY PROCESS FROM NODE 1020.00 TO NODE 1020.00 IS CODE = 7 ~~~~~USER SPECIFIED HYDROLOGY INFORMATION AT NODE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOYS: TC(MIN) = 11.78 RAIN INTENSITY(INCH/HOUR) = 3.18 TOTAL AREA(ACRES) = 2.80 TOTAL RUNOFF(CFS) = 8.60 **************************************************************************** .y PROCESS FROM NODE 1020.00 TO NOOE 1020.00 IS CODE = , - ~-------------------------_._-------------------------------------------- .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: e~~~~AND COMPUTE VARIOUS CONFlUENCED STREAM VALUES===== ~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.78 .INFALL INTENSITY(INCH/HR) = 3.18 AL STREAM AREA(ACRES) = 2.80 K FLOY RATE(CFS) AT CONFLUENCE = 8.60 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 4.94 2 8.60 Tc (MIN.) 16.78 11. 78 INTENSITY (INCH/HOUR) 2.619 3.180 AREA (ACRE) 2.10 2.80 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASEO ON THE RCFC&YCO 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. ** PEAK FLOY RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER CCFS) (MIN.) CINCH/HOUR) 1 12.07 11.78 3.180 2 12.02 16.78 2.619 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOYS: ~K FLOW RATE(CFS) 12.07 Tc(MIN.) = ~AL AREA(ACRES) = 4_90 LONGEST FLOYPATH FROM NOOE 1001.00 TO NODE 11.78 1020.00 = 4646.73 FEET. **************************************************************************** FLOY PROCESS FROM NOOE 1020.00 TO NODE 1018.00 IS CODE = 41 .....COMPUTE PIPE-FLOY TRAVEL TIME THRU SU8AREA====: .....USING USER-SPECIFIED PIPESI2E (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1253.50 DOYNSTREAM(FEET) = 1249.07 FLOY LENGTH(FEET) = 63.33 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.4 INCHES PIPE-FLOY VELOCITY(FEET/SEC.) = 14.88 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOY(CFS) = 12.07 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 11.85 LONGEST FLOYPATH FROM NOOE 1001.00 TO NODE 1018.00 = 4710.06 FEET. **************************************************************************** FLOY PROCESS FROM NOOE 1020.00 TO NODE 1018.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 tlFlUENCE VALUES USED FOR INDEPENDENT E OF CONCENTRATION(MIN.) = 11.85 INFALL INTENSITYCINCH/HR) = 3.17 TOTAL STREAM AREA(ACRES) = 4.90 PEAK FLOY RATE(CFS) AT CONFLUENCE = STREAM 1 ARE: 12.07 ~ **************************************************************************** FLOY PROCESS FROM NODE 1018.00 TO NOOE 1018.00 IS CODE = 7 ~~;;;~;;;;~:::::;;::::~:::;~:~~:;:::~:=::=:~:========================= TC(MIN) = 11.41 RAIN INTENSITY(INCH/HOUR) = 3.24 TOTAL AREA(ACRES) = 35.43 TOTAL RUNOFF(CFS) = 110.38 **************************************************************************** FLOY PROCESS FROM NOOE 1018.00 TO NODE 1018.00 IS COOE = .....OESIGNATE INOEPENOENT 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.) 11.41 RAINFALL INTENSITY(INCH/HR) = 3.24 TOTAL STREAM AREA(ACRES) = 35.43 PEAK FLOY RATE(CFS) AT CONFLUENCE = 110.38 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 12.07 2 110.38 Tc (MIN.) 11.85 11.41 I NTENSI TY (INCH/HOUR) 3.170 3.237 AREA (ACRE) 4.90 35.43 *********************************WARN1 NG********************************** ~THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ~THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA YILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLDY. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USEO FOR 2 STREAMS. ** PEAK FLOY RATE STREAM RUNOFF NUMBER (CFS) 1 122.00 2 120.17 TABLE ** Tc (MIN_) 11.41 11.85 INTENSITY (INCH/HOUR) 3.237 3.170 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOYS: PEAK FLOY RATE(CFS) = 122.00 Tc(MIN.) = 11.41 TOTAL AREA(ACRES) = 40.33 LONGEST FLOYPATH FROM NODE 1001.00 TO NODE 1018.00 = 4710.06 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1018.00 TO NODE 1018.00 IS CODE = .....DESIGNATE INDEPENOENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 4IFlUENCE VALUES USED FOR INDEPENDENT OF CONCENTRATION(MIN.) = 11.41 NFALL INTENSITY(INCH/HR) = 3.24 TOTAL STREAM AREA(ACRES) = 40.33 PEAK FLOY RATE(CFS) AT CONFLUENCE = STREAM 1 ARE: 122.00 ,?4C **************************************************************************** FLOY PROCESS FROM NOOE 1014.00 TO NODE 1021.00 IS CODE = 21 ~::::;;::~~::::;::::;::::::~:::;~::::~::::============================= DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOY-LENGTH = 553.04 UPSTREAM ELEVATION = 1262.51 OOYNSTREAM ELEVATION = 1258.28 ELEVATION DIFFERENCE = 4.23 TC = 0.303*[( 553.04**3)/( 4_23)J**.2 = 10.046 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.471 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8898 SOIL CLASSIFICATION IS nOn SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 1.58 0.51 TOTAL RUNOFF(CFS) = 1.58 **************************************************************************** FLOY PROCESS FROM NODE 1021.00 TO NOOE 1018.00 IS CODE = 41 .....COMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA====: ~~~~~USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1253.50 DOYNSTREAM(FEET) = 1249.07 FLOY LENGTH(FEET) = 51.14 MANNING'S N = 0.013 DEPTH OF FLOY IN 18.0 INCH PIPE IS 2.8 INCHES PIPE-FLOY VELOCITY(FEET/SEC.) = 9.00 ~EN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = ~-FLOY(CFS) = 1.58 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 10.14 LONGEST FLOYPATH FROM NODE 1014.00 TO NODE 1018.00 604.18 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1018.00 TO NODE 1018.00 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.) = 10_14 RAINFALL INTENSITY(INCH/HR) = 3.45 TOTAL STREAM AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.5B ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 122.00 2 1.5B Tc (MIN_) 11.41 10.14 INTENSITY (INCH/HOUR) 3.237 3.453 AREA (ACRE) 40.33 0.51 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ~ME RCFC&YCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA ~L 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 ** _AM RUNOFF Tc INTENSITY ER (CFS) (MIN.) (l NCH/HOUR) 1 110.00 10.14 3.453 2 123.48 11.41 3.237 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOYS: PEAK FLOY RATE(CFS) = 123.48 Tc(MIN.) = 11.41 TOTAL AREA(ACRES) = 40.84 LONGEST FLOYPATH FROM NODE 1001.00 TO NOOE 1018.00 = 4710.06 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1018.00 TO NODE 1022.00 IS CODE = 41 .....COMPUTE PIPE-FLOY TRAVEL TIME THRU SU8AREA====: ~~~~tUSING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1247.80 DOYNSTREAM(FEET) FLOY LENGTH(FEET) = 124.57 MANNING'S N = 0.013 DEPTH OF FLOY IN 48.0 INCH PIPE IS 38.9 INCHES PIPE-FLOY VELOCITY(FEET/SEC.) = 11.32. GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = PIPE-FLOY(CFS) = 123.48 PIPE TRAVEL TIME(MIN.) = LONGEST FLOYPATH FROM NODE = 1246.81 0.18 Tc(MIN.) = 1001. 00 TO NODE 11.59 1022.00 = 4834.63 FEET. **************************************************************************** ~ PROCESS FROM NODE 1022.00 TO NODE 1022.00 IS COOE = 1 ~---------------------_._-------------------_.__._--------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.59 RAINFALL INTENSITY(INCH/HR) = 3.21 TOTAL STREAM AREA(ACRES) = 40.84 PEAK FLOY RATE(CFS) AT CONFLUENCE = 123.48 **************************************************************************** FlO~ PROCESS FROM NODE 910.00 TO NODE 1015.00 IS COOE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NOOE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOYS: TC(MIN) = 12.85 RAIN INTENSITY(INCH/HOUR) = 3.03 TOTAL AREA(ACRES) = 14.58 TOTAL RUNOFF(CFS) = 37.81 **************************************************************************** FLOY PROCESS FROM NOOE 1015.00 TO NODE 1022.00 IS CODE = 41 .....COMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA .....USING USER-SPECIFIED PIPESI2E (EXISTING ELEMENT)====: ~=~~~~:~:;:~:~;~;::::~~:~;:=:::~~~~~:;:=~~~~~~~::;;::;:=:==;;:;~~:==== DEPTH OF FLOY IN 42.0 INCH PIPE IS 16.6 INCHES PIPE-FLOY VELOCITY(FEET/SEC.) = 10.70 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = ~q PIPE-FLOY(CFS) = 37.81 PIPE TRAVEL TIME(MIN.) = LONGEST FLOYPATH FROM NODE 0.16 Tc(MIN.) = 13.01 1014.00 TO NODE 1022.00 = 704.08 FEET. ~********************************************************************** ~ PROCESS FROM NODE 1022.00 TO NODE 1022.00 IS CODE = 1 -----------.-------------.----------------------------------------------..-- .....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.) = 13.01 RAINFALL INTENSITY(INCH/HR) = 3.01 TOTAL STREAM AREA(ACRES) = 14.58 PEAK FLOY RATE(CFS) AT CONFLUENCE = 37.81 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 123.48 2 37.81 Tc (MIN.) 11.59 13.01 INTENSITY (INCH/HOUR) 3.208 3.012 AREA (ACRE) 40.84 14.58 *********************************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. ************************************************************************** ~NFALL INTENSITY ANO TIME OF CONCENTRATION ~FLUENCE FORMULA USED FOR 2 STREAMS. RATIO ** PEAK FLOY RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 157.18 11.59 3.208 2 153.73 13.01 3.012 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOYS: PEAK FLOY RATE(CFS) 157.18 Tc(MIN.) = TOTAL AREA(ACRES) = 55.42 LONGEST FLOWPATH FROM NODE 1001.00 TO NODE 11.59 1022.00 = 4834.63 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1022.00 TO NODE 1023.00 IS COOE = 41 ------------------.--------------------.---------...--------_._._-~._------- ~~~~~COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIEO PIPESI2E (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1246.81 OOYNSTREAM(FEET) = 1245.85 FLDY LENGTH(FEET) = 119.60 MANNING'S N = 0.013 ASSUME FULL-FLOYING PIPELINE PIPE-FLOY VELOCITY(FEET/SEC.) = 12.51 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = _-FLOY(CFS) = 157.18 TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 11.75 NGEST FLOYPATH FROM NODE 1001.00 TO NODE 1023.00 = 4954.23 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1023.00 TO NODE 1024.00 IS COOE = 41 ~7 ----~~~~----------------------~~--------~-------_.__.-~-~------------------- .....COMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) 4111it:~~~:~~~~:~~~;:;::::~~~~;:=:::~~~~~:;:=~~:~~~~~::;;::;:=:==~;:~~~~==== DEPTH OF FLOY IN 48.0 INCH PIPE IS 20.8 INCHES PIPE-FLOY VELOCITY(FEET/SEC.) = 30.16 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = PIPE-FLOY(CFS) = 157.18 PIPE TRAVEL TIME(MIN.) = LONGEST FLOYPATH FROM NODE 0.04 Tc(MIN.) = 1001.00 TO NODE 11.79 1024.00 = 5021.97 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1024.00 TO NODE 1024.00 IS CODE = -----~--------------_._-~--------------------------------------------------- .....DESIGNATE INOEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.79 RAINFALL INTENSITY(INCH/HR) = 3.18 TOTAL STREAM AREAIACRES) = 55.42 PEAK FLOY RATE(CFS) AT CONFLUENCE = 157.18 **************************************************************************** FLOY PROCESS FROM NODE 1025.00 TO NODE 1025.00 IS COOE = 7 4Iiii:;;:;~;;~;~~:::~:;::::~:;:;~:~~:;~:~~:=::=:~~:========================= TC(MIN) = 12.60 RAIN INTENSITY(INCH/HOUR) = 3.06 TOTAL AREA(ACRES) = 13.48 TOTAL RUNOFF(CFS) = 21.57 **************************************************************************** FLOY PROCESS FROM NOOE 1025_00 TO NODE 1024.00 IS COOE = ~~tt~DESIGNATE 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 CONCENTRATION(MIN.) = 12.60 RAINFALL INTENSITYIINCH/HR) = 3.06 TOTAL STREAM AREAIACRES) = 13.48 PEAK FLOY RATE(CFS) AT CONFLUENCE = 21.57 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 157.18 2 21.57 Tc (MIN. ) 11.79 12.60 INTENSITY (l NCH/HOUR) 3.179 3.065 AREA (ACRE) 55.42 13.4B *********************************WARNI NG**********************************. .THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED THE RCFC&YCD FORMULA OF PLATE 0-1 AS OEFAULT VALUE. THIS FORMULA L NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 7;ffv CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOY RATE TA8LE ** STREAM RUNOFF Tc INTENSITY eB~R (CFS) (MIN.) (I NCH/HOUR) 177.36 11.79 3.179 2 173.12 12.60 3.065 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOYS: PEAK FLOY RATE(CFS) = 177.36 Tc(MIN.) = 11.79 TOTAL AREA(ACRES) = 68_90 LONGEST FLOYPATH FROM NODE 1001.00 TO NODE 1024.00 = 5021.97 FEET. **************************************************************************** FLDY PROCESS FROM NOOE 1025.00 TO NODE 1026.00 IS CODE = 41 .....COMPUTE PIPE-FLOY TRAVEL TIME THRU SUBAREA tt~~~USING USER-SPECIFIED PIPESIZE (eXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1240.00 DOYNSTREAM(FEET) FLOY LENGTH(FEET) = 68.91 MANNING'S N = 0.013 DEPTH OF FLOY IN 48.0 INCH PIPE IS 17.4 INCHES PIPE-FLOY VELOCITY(FEET/SEC.) = 43_12 GIVEN PIPE OIAMETER(INCH) = 48.00 NUMBER OF PIPES PIPE-FLOY(CFS) = 177.36 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = LONGEST FLOYPATH FROM NODE 1001.00 TO NODE 1226.00 11.82 1026.00 = 5090.B8 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUOY SUMMARY: ~AL AREA(ACRES) ~K FLOY RATE(CFS) = 68.90 TC(MIN.) = 177.36 11.82 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS . ,p e RATIONAL HYDROLOGY OUTPUT: e DRAINAGE BASIN 1100 LINES F, F1, F2, F3, G, G1, G2 & T e ?~ **************************************************************************** e RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&YCD) 1978 HYOROLOGY 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 1100 * 10-yearllO \ * NODES ~ TO 1126 * * * c/~ ************************************************************************** FILE NAME: 10Lll00.0AT TIME/DATE OF STUDY: 15:33 07/05/2001 USER SPECIFIED HYDROLOGY AND HYORAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIEO MINIMUM PIPE SIZE(INCH) = 18_00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 0.95 ~YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 """'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-OURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 l-HOUR INTENSITY(INCH/HOUR) = 0.889 SLOPE OF INTENSITY DURATION CURVE = 0.5506 RCFC&WCD HYDROLOGY MANUAL nC"-VAlUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCOROING TO RCFC&YCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINEO STREET-SECTIONS FOR COUP LEO PIPEFLOY ANO STREETFLOY MODEL* HALF- CROYN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING YIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT YIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIOE/ YAY (FT) (FT) (FT) (FT) (n) --------- --------- ----------------- ----------------- GLOBAL STREET FLOY-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.* ~~********************************************************************** ~ PROCESS FROM NOOE 1101.00 TO NOOE 1102.00 IS CODE = 21 ------------------_._._-------_._----------_.~------------.----------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM F ,. ..."\ '7> DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOY-LENGTH = 130.00 J 4ITREAM ELEVATION = 1316.30 NSTREAM ELEVATION = 1312.62 VATION DIFFERENCE = 3.68 TC = 0.393*[( 130.00**3)/( 3.68)]**.2 5.612 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.276 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8462 SOIL CLASSIFICATION IS nOn SU8AREA RUNOFF(CFS) 1.11 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 1.11 **************************************************************************** FLOY PROCESS FROM NODE 1102.00 TO NODE 1103.00 IS CODE = 61 ~~ee~COMPUTE STREET FLO~ TRAVEL TIME THRU SUBAREA ~e~ee(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1316.12 DOYNSTREAM ELEVATION(FEET) = 1297.89 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFYIDTH(FEET) = 30.00 DISTANCE FROM CROYN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(OECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUM8ER OF HALFSTREETS CARRYING RUNOFF 2 STREET PARKYAY CROSSFALL(DECIMAL) = 0.020 ~ning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = ~ning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 0.0150 **TRAVEL TIME COMPUTEO USING ESTIMATEO FLOY(CFS) = 4.93 STREETFLOY MODEL RESULTS USING ESTIMATED FLOY: STREET FLOY DEPTH(FEET) = 0.30 HALFSTREET FLOOD YIDTH(FEET) = 3.34 AVERAGE FLOY VELOCITY(FEET/SEC.) = 4.98 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.51 STREET FLOY TRAVEL TIME(MIN.) = 1.67 Tc(MIN.) 7.29 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.837 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8391 SOIL CLASSIFICATION IS non SUBAREA AREA(ACRES) = TOTAL AREA(ACRES) = 3.20 3.60 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 7.62 8.73 ENO OF SUBAREA STREET FLOY HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD YIDTH(FEET) = 4.24 FLOY VELOCITY(FEET/SEC.) = 5.67 OEPTH*VELOCITY(FT*FT/SEC.) 2.13 LONGEST FLOYPATH FROM NODE 1101.00 TO NODE 1103.00 = 630.00 FEET_ **************************************************************************** FLOY PROCESS FROM NOOE 1103.00 TO NODE 1104.00 IS COOE = 61 et~~~COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: tI.tt(STANDARD CURB SECTION USED) ======================================================================= STREAM ELEVATION(FEET) = 1297.89 DOYNSTREAM ELEVATION(FEET) = 1257.87 STREET LENGTH(FEET) = 800.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFYIOTH(FEET) = 30.00 ?~~ DISTANCE FROM CROWN TO CROSSFAll GRAOEBREAK(fEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(OECIMAL) = 0_080 ~CIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF ~EET 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 18_00 **TRAVEL TIME COMPUTEO USING ESTIMATED FLOY(CFS) STREETFLOY MODEL RESULTS USING ESTIMATED FLOY: STREET FLOY DEPTH(FEET) = 0.47 HALFSTREET FLOOD YIDTH(FEET) = AVERAGE FLOY VELOCITY(FEET/SEC_) = PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) STREET FLOY TRAVEL TIME(MIN.) = 1.72 10 YEAR RAINFALL INTENSITY(INCH/HOUR) COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS nDn SUBAREA AREA(ACRES) 0.70 TOTAL AREA(ACRES) = 4.30 9.51 5.43 7.74 3.64 Tc(MIN.) 2.524 = _8865 9.01 SUBAREA RUNOFF(CFS) = PEAK FLOY RATE(CFS) = 1.~ 10_29 END OF SUBAREA STREET FLOY HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD YIDTH(FEET) = 5.59 FLOY VELOCITY(FEET/SEC.) = 7.91 DEPTH*VELOCITY(FT*FT/SEC.) 3.83 LONGEST FLOYPATH FROM NODE 1101.00 TO NODE 1104.00 = 1430.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1103.00 TO NODE 1104.00 IS COOE = 10 ~----------------------------------------------------------------------- ~~~MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOY PROCESS FROM NODE 1105.00 TO NOOE 1106.00 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 = 120.00 UPSTREAM ELEVATION = 1270.40 OOYNSTREAM ELEVATION = 1268.28 ELEVATION DIFFERENCE = 2.12 TC = 0.393*[( 120.00**3)/( 2_12)J**.2 5.973 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.166 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8446 SOIL CLASSIFICATION IS nDn SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.35 **************************************************************************** FLOY PROCESS FROM NODE 1106.00 TO NOOE 1107.00 IS COOE = 61 ~::~~~:~~:~~~~~~i-:~~:i:~~:~~:;~~-~~~~-~~~~~~~------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1267.78 DOYNSTREAM ELEVATION(FEET) = 1263.99 STREET LENGTH(FEET) = 480.00 CURB HEIGHT(INCHES) = 6.0 ~ STREET HALFWIDTHtFEET) = 30.00 OISTANCE FROM CROYN TO CROSSFALL GRAOEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 ~SIOE STREET CROSSFALL(DECIMAL) = 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-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLDY(CFS) STREETFLOY MODEL RESULTS USING ESTIMATED FLOY: STREET FLOY OEPTH(FEET) = 0.34 HALF STREET FLOOD YIDTH(FEET) = 3.85 AVERAGE FLOY VELOCITY(FEET/SEC.) = 2.50 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.86 STREET FLOY TRAVEL TIME(MIN.) = 3.20 TctMIN.) 9.17 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.500 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8321 SOIL CLASSIFICATION IS nDn SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 1.33 PEAK FLOY RATE(CFS) 1.~ 2.50 2.84 ENO OF SUBAREA STREET FLOY HYDRAULICS: OEPTH(FEET) = 0.42 HALFSTREET FLOOD YIDTH(FEET) 4_85 FLOY VELOCITY(FEET/SEC.) = 2.86 DEPTH*VELOCITY(FT*FT/SEC.) 1.22 LONGEST FLOYPATH FROM NOOE 1105.00 TO NODE 1107.00 = 600.00 FEET. .*********************************************************************** Y PROCESS FROM NODE 1107.00 TO NOOE 1107.00 IS COOE = 1 ~~~4~DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENOENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.17 RAINFALL INTENSITY(INCH/HR) = 2.50 TOTAL STREAM AREA(ACRES) = 1.33 PEAK FLOY RATE(CFS) AT CONFLUENCE = 2.84 **************************************************************************** FLOY PROCESS FROM NODE 1108.00 TO NODE 1109.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM OEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(lENGTH**3)f(ElEVATION CHANGE)]**.2 INITIAL SUBAREA FLOY-LENGTH = 113.00 UPSTREAM ELEVATION = 1270.20 OOYNSTREAM ELEVATION = 1266.89 ELEVATION OIFFERENCE = 3.31 TC = 0.393*[( 113.00**3)/( 3.31)]**.2 5.270 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.391 ~GLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7938 ~L CLASSIFICATION IS "sn SUBAREA RUNOFF(CFS) = 0.81 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.81 ~ **************************************************************************** FLOY PROCESS FROM NODE 1109.00 TO NODE 1107.00 IS CODE = 61 .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA====: ~"(STANDARD CURB SECTION USED)====: ~======================================================================= UPSTREAM ELEVATION(FEET) = 1266.39 DOYNSTREAM ELEVATION(FEET) = 1263.99 STREET LENGTH(FEET) = 215.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFYIDTH(FEET) = 30.00 DISTANCE FROM CROYN TO CROSS FALL GRAOEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIOE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 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 FLOY(CFS) = STREETFLOY MOOEL RESULTS USING ESTIMATED FLOY: STREET FLOY DEPTH(FEET) = 0_31 HALFSTREET FLOOD YIOTH(FEET) = 3.48 AVERAGE FLOY VELOCITY(FEET/SEC.) = 2.81 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) 0.88 STREET FLOY TRAVEL TIME(MIN.) = 1.28 Tc(MIN.) = 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.010 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8421 SOIL CLASSIFICATION IS nO" ~AREA AREA(ACRES) = 1.73 """AL AREA(ACRES) = 2.03 3.00 6.55 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 4.38 5.19 END OF SUBAREA STREET FLOY HYDRAULICS: OEPTH(FEET) = 0.39 HALFSTREET FLOOD YIDTH(FEET) = 4.36 FLOY VELOCITY(FEET/SEC.) = 3.20 DEPTH'VELOCITY(FT'FT/SEC.) 1.23 LONGEST FLOYPATH FROM NODE 1108.00 TO NODE 1107.00 = 328.00 FEET. **************************************************************************** FLOY PROCESS FROM NOOE 1107.00 TO NOOE 1107.00 IS CODE = ~~~t~DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ..tt.AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.55 RAINFALL INTENSITY(INCH/HR) = 3.01 TOTAL STREAM AREA(ACRES) = 2.03 PEAK FLOY RATE(CFS) AT CONFLUENCE 5.19 ** CONFLUENCE DATA ** STREAM RUNOFF To INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.84 9.17 2.500 1.33 2 5_19 6.55 3.010 2_03 ~.............................YARNING.................................. IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&YCD FORMULA OF PLATE 0-1 AS OEFAULT VALUE. THIS FORMULA YILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOY. ~\ ************************************************************************** RAINFALL INTENSITY ANO TIME OF CONCENTRATION RATIO IFLUENCE FORMULA USED FOR 2 STREAMS. EAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 7.22 6.55 3.010 2 7.16 9.17 2.500 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOYS: PEAK FLOY RATE(CFS) = 7.22 Tc(MIN.) = 6.55 TOTAL AREA(ACRES) = 3.36 LONGEST FLOYPATH FROM NODE 1105.00 TO NODE 1107.00 600 _ 00 FEET. **************************************************************************** FLOY PROCESS FROM NOOE 1107.00 TO NODE 1104_00 IS CODE = 61 .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA====: .....(STANDARO CURB SECTION USEO)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1263.99 OOYNSTREAM ELEVATION(FEET) = 1257.87 STREET LENGTH(FEET) = 510.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFYIDTH(FEET) = 30.00 DISTANCE FROM CRDYN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.080 ~IFIED 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-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTEO USING ESTIMATEO FLOY(CFS) = STREETFLOY MODEL RESULTS USING ESTIMATED FLOY: STREET FLOY DEPTH(FEET) = 0.59 HALFSTREET FLOOD YIOTH(FEET) = 11.23 AVERAGE FLOY VELOCITY(FEET/SEC.) = 4.14 PROOUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.43 STREET FLOW TRAVEL TIME(MIN.) = 2.05 Tc(MIN.) = 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.590 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8341 SOIL CLASSIFICATION IS non SUBAREA AREA(ACRES) 1.50 TOTAL AREA(ACRES) = 4.86 8.84 8.60 SUBAREA RUNOFF(CFS) PEAK FLOY RATE(CFS) = 3.24 10.46 END OF SUBAREA STREET FLOY HYORAULICS: OEPTH(FEET) = 0.62 HALFSTREET FLOOD YIOTH(FEET) = 13.28 FLOY VELOCITY(FEET/SEC.) = 4.12 DEPTH*VELOCITY(FT*FT/SEC.) 2_56 LONGEST FLOYPATH FROM NOOE 1105.00 TO NOOE 1104.00 = 1110.00 FEET. **************************************************************************** ~y PROCESS FROM NODE 1107.00 TO NODE 1104.00 IS CODE = 1 -----------------------_._-~------------~----------------------------- ~(DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENOENT STREAM 1 ARE: d~H'; I It foL-E - j ouff...,1- ~ frtJ,( ~~ <: J.f'..€..) 7;?'V TIME OF CONCENTRATION(MIN.) = 8.60 RAINFALL INTENSITY(INCH/HR) = 2.59 TOTAL STREAM AREA(ACRES) = 4.86 ~ FLOY RATE(CFS) AT CONFLUENCE = 10.46 ~********************************************************************** FLOY PROCESS FROM NODE 1110.00 TO NODE 1111.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM OEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOY-LENGTH = 197.00 UPSTREAM ELEVATION = 1270.50 OOYNSTREAM ELEVATION = 1268.06 ELEVATION OIFFERENCE = 2.44 TC = 0.393*[( 197.00**3)/( 2.44)]**.2 7.819 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.729 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8370 SOIL CLASSIFICATION IS "on SUBAREA RUNOFF(CFS) = 0.39 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.39 **************************************************************************** FLOY PROCESS FROM NODE 1111.00 TO NODE 1112.00 IS CODE = 61 .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA====: ~:~:::~~::~=~~::=::~::~~=~::~~========================================= ~REAM ELEVATION(FEET) = 1267.56 DOYNSTREAM ELEVATION(FEET) = 1263.91 STREET LENGTH(FEET) = 480.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFYIOTH(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 = 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 MOOEL RESULTS USING ESTIMATED FLOY, STREET FLOY DEPTH(FEET) = 0.36 HALFSTREET FLOOD YIDTH(FEET) = 4.05 AVERAGE FLOY VELOCITY(FEET/SEC.) = 2.54 PROOUCT OF DEPTH&VELOCITY(FT*FT/SEC_) = 0.92 STREET FLOY TRAVEL TIME(MIN.) = 3.14 Tc(MIN.) 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.266 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8262 SOIL CLASSIFICATION IS nDn SUBAREA AREA(ACRES) 1.50 SUBAREA RUNOFF(CFS) ~AL AREA(ACRES) = 1.67 PEAK FLOY RATE(CFS) ~ OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD YIDTH(FEET) = 5.12 FLOY VELOCITY(FEET/SEC.) = 2.91 DEPTH*VELDCITY(FT*FT/SEC.) = LONGEST FLOYPATH FROM NODE 1110.00 TO NODE 1112.00 = 677.00 1.M 10_96 2.81 3.20 1.~ FEET. ~7 **************************************************************************** FLOY PROCESS FROM NODE 1112.00 TO NODE 1104.00 IS CODE = 61 ~"COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA====: ~"(STANDARD CURB SECTION USED)====: ============================================================================ UPSTREAM ELEVATION(FEET) = 1263.91 DOYNSTREAM ELEVATION(FEET) = 1257.87 STREET LENGTH(FEET) = 510.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFYIDTH(FEET) = 30.00 OISTANCE FROM CROYN TO CROSSFALL INSIDE STREET CROSSFALL(DECIMAL) OUTSIOE STREET CROSSFALL(DECIMAL) GRADEBREAK(FEET) 0.020 = 0.080 18.00 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-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOY(CFS) = STREETFLOY MOOEL RESULTS USING ESTIMATEO FLOY: STREET FLOY OEPTH(FEET) = 0.46 HALFSTREET FLOOD YIDTH(FEET) = 5.35 AVERAGE FLOY VELOCITY(FEET/SEC.) = 3.73 PROOUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.73 STREET FLOW TRAVEL TIME(MIN.) = 2.28 Tc(MIN.) 13.24 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.042 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8196 ~Il CLASSIFICATION IS nOn ~AREA AREA(ACRES) 1_50 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 3.17 PEAK FLOY RATE(CFS) 4.45 2.51 5.71 END OF SUBAREA STREET FLOY HYDRAULICS: OEPTH(FEET) = 0.51 HALFSTREET FLOOO YIOTH(FEET) 6.31 FLOY VELOCITY(FEET/SEC.) = 3.95 DEPTH*VELOCITY(FT*FT/SEC.) = 2.01 LONGEST FLOYPATH FROM NODE 1110.00 TO NODE 1104_00 = 1187.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1104.00 TO NODE 1104.00 IS CODE = .....DESIGNATE INOEPENOENT STREAM FOR CONFLUENCE .....ANO COMPUTE VARIOUS CONFLUENCEO STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.24 RAINFALL INTENSITY(INCH/HR) = 2.04 TOTAL STREAM AREA(ACRES) = 3.17 PEAK FLOY RATE(CFS) AT CONFLUENCE = 5.71 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) . 21 10.46 5.71 Tc (MIN.) 8.60 13.24 INTENSITY (INCH/HOUR) 2.590 2.042 AREA (ACRE) 4_86 3.17 *********************************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 y YILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOY. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ~FLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOY RATE RUNOFF (CFS) 14.17 13.96 TABLE ** Tc (MIN.) 8.60 13.24 INTENSI TV (l NCH/HOUR) 2.590 2.042 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOYS: PEAK FLOY RATE(CFS) = 14.17 Tc(MIN.) = 8.60 TOTAL AREA(ACRES) = 8.03 LONGEST FLOYPATH FROM NODE 1110.00 TO NOOE 1104.00 = 1187.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1103.00 TO NODE 1104.00 IS CODE = 11 .....CONFLUENCE MEMORY BANK # 1 YITH THE MAIN-STREAM MEMORY====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (l NCH/HOUR) (ACRE) 1 14.17 8.60 2.590 B.03 LONGEST FLOYPATH FROM NOOE 1110.00 TO NODE 1104.00 = 1187.00 FEET. _MEMORY BANK # CONFLUENCE DATA ** EAM RUNOFF Tc INTENSITY AREA NUM8ER (CFS) (MIN_ ) (l NCH/HOUR) (ACRE) 1 10.29 9.01 2.524 4.30 LONGEST FLOYPATH FROM NODE 1101.00 TO NODE 1104.00 1430.00 FEET. *********************************YARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASED ON THE RCFC&YCD FORMULA OF PLATE 0-1 AS OEFAULT VALUE. THIS FORMULA YILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOY. ************************************************************************** ** PEAK FLOY RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 23.99 8.60 2.590 2 24.10 9.01 2_524 COMPUTED CONFLUENCE PEAK FLOY RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE AS FOLLOYS: = 23.99 Tc(MIN.) = 12.33 8.60 **************************************************************************** FLOW PROCESS FROM NODE 1104.00 TO NODE 1104.00 IS CODE = ~::~::::::~~;~;;:;:::~:~=;~:~::=:~:=~~~:~~~~~~========================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 8.60 RAINFALL INTENSITY(INCH/HR) = 2.59 -zr~ TOTAL STREAM AREA(ACRES) = 12.33 PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.99 **************************************************************************** ~Y PROCESS FROM NODE 1113.00 TO NODE 1114.00 IS CODE = 21 ~-----------------------------------------------_.._-------------------- tt~~~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 = 150.00 UPSTREAM ELEVATION = 1306.10 DOYNSTREAM ELEVATION = 1302.76 ELEVATION DIFFERENCE = 3.34 TC = 0.393*[( 150.00**3)/( 3.34)]**.2 6.235 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.092 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8434 SOIL CLASSIFICATION IS "Dn SUBAREA RUNOFF(CFS) = 1.20 TOTAL AREA(ACRES) = 0.46 TOTAL RUNOFF(CFS) = 1.20 **************************************************************************** FLOY PROCESS FROM NODE 1114.00 TO NODE 1115.00 IS CODE = 61 --------------------.------------------.--------.------------.-----.--.----- .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA====: .....(STANDARO CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1302.26 OOYNSTREAM ELEVATION(FEET) = 1297.64 ~REET LENGTH(FEET) = 520.00 CURB HEIGHT(INCHES) = 6.0 ~EET HAlFWIDTH(FEET) = 30.00 DISTANCE FROM CROYN TO CROSSFALL GRADEBREAK(FEET) INSIOE STREET CROSSFALL(OECIMAL) = 0.020 OUTSIOE STREET CROSSFALL(DECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 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-Walk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOY(CFS) = STREETFLOY MODEL RESULTS USING ESTIMATED FLOY: STREET FLOW OEPTH(FEET) = 0.40 HALFSTREET FLOOD YIOTH(FEET) = 4.55 AVERAGE FLOY VELDCITY(FEET/SEC.) = 2.92 PROOUCT OF OEPTH&VELOCITY(FT*FT/SEC.) = 1.17 STREET FLOY TRAVEL TIME(MIN.) = 2.97 Tc(MIN.) = 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2_495 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8320 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) 3.75 TOTAL AREA(ACRES) = 4.21 5.12 9.20 SUBAREA RUNOFF(CFS) = PEAK FLOY RATE(CFS) = 7.78 8.9B END OF SUBAREA STREET FLOY HYDRAULICS: ~TH(FEET) = 0.49 HALFSTREET FLOOD YIOTH(FEET) = 5.67 ~Y VELOCITY(FEET/SEC.) = 3.36 DEPTH*VELOCITY(FT*FT/SEC.) 1.65 LONGEST FLOYPATH FROM NODE 1113.00 TO NODE 1115.00 = 670.00 FEET. **************************************************************************** ?j/P FLOY PROCESS FROM NODE 1115.00 TO NODE 1116.00 IS CODE = 61 -------------------------~----------------~--------------------------------- .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA ~"'(STANDARD CURB SECTION USED) ======================================================================= TREAM ELEVATION(FEET) = 1297.64 DOYNSTREAM ELEVATION(FEET) = 1258.04 STREET LENGTH(FEET) = 800.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFYIDTH(FEET) = 30.00 DISTANCE FROM CROYN TO CROSS FALL INSIDE STREET CROSSFALL(OECIMAL) OUTSIDE STREET CROSSFALL(DECIMAL) GRADEBREAK(FEET) 0.020 = 0.080 = 18.00 SPECIFIEO 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-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOY(CFS) STREETFLOY MOOEL RESULTS USING ESTIMATED FLOY: STREET FLOY DEPTH(FEET) = 0.52 HALFSTREET FLOOD YIDTH(FEET) = 7.23 AVERAGE FLOY VELOCITY(FEET/SEC.) = 8.26 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 4.32 STREET FLOY TRAVEL TIME(MIN.) = 1.61 Tc(MIN.) 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.283 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8267 SOIL CLASSIFICATION IS "Dn SUBAREA AREA(ACRES) 4.00 SUBAREA RUNOFF(CFS) ~AL AREA(ACRES) = 8.21 PEAK FLOW RATE(CFS) = ENO OF SUBAREA STREET FLOY HYDRAULICS: DEPTH(FEET) = 0.57 HALFSTREET FLOOD YIDTH(FEET) 10.31 FLOY VELOCITY(FEET/SEC.) = 8.37 OEPTH*VELOCITY(FT*FT/SEC_) = LONGEST FLOYPATH FROM NODE 1113.00 TO NODE 1116.00 = 1470.00 12.76 10_82 7.55 16.53 4_79 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1104.00 TO NODE 1116.00 IS CODE = .....OESIGNATE INOEPENDENT 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.) = 10.82 RAINFALL INTENSITY(INCH/HR) = 2.28 TOTAL STREAM AREA(ACRES) = 8.21 PEAK FLOY RATE(CFS) AT CONFLUENCE = 16.53 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 23.99 2 16.53 Tc (MIN.) 8.60 10.82 INTENSITY <INCH/HOUR) 2.590 2.283 AREA (ACRE) 12.33 8.21 ~*****************************WARNING********************************** ~THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASeD ON THE RCFC&YCO FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA YILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOY. ************************************************************************** d=O,Lf-L' k k EL E - d l) Uf/v1- - t"'.J..Q,~ .."~C/v'-' J-LMu 3{P "\ RAINFALL INTENSITY ANO TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USEO FOR 2 STREAMS. -~ FLOY RATE TABLE ** REAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 37.13 8.60 2.590 2 37.68 10.82 2.283 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOYS: PEAK FLOY RATE(CFS) 37.13 Tc(MIN.) = 8.60 TOTAL AREA(ACRES) = 20.54 LONGEST FLOYPATH FROM NOOE 1113.00 TO NODE 1116.00 = 1470.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1104.00 TO NOOE 1104.00 IS CODE = 7 ----------------------------~---------------_._-------_._--~---------------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOYS: TC(MIN) = 8.60 RAIN INTENSITY(INCH/HOUR) = 2.59 TOTAL AREA(ACRES) = 10.27 TOTAL RUNOFF(CFS) = 1.67 **************************************************************************** FLOY PROCESS FROM NODE 1104.00 TO NODE 1117.00 IS CODE = 61 ----------------------~-------------------------------.----.---------.------ .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA====: ~~~~~(STANDARD CURB SECTION USED) ~===============================~==================================== ~TREAM ELEVATION(FEET) = 1257.87 DOYNSTREAM ELEVATION(FEET) = 1256.36 STREET LENGTH(FEET) = 180.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFYIOTH(FEET) = 30.00 DISTANCE FROM CROYN TO CROSS FALL GRADEBREAKCFEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 18.00 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-Watk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOY MODEL RESULTS USING ESTIMATEO FLOY: STREET FLOY OEPTH(FEET) = 0.36 HALFSTREET FLOOD YIDTH(FEET) = AVERAGE FLOY VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC_) STREET FLOW TRAVEL TIME(MIN.) = 1.13 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS nBn SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = ~TAL AREA(ACRES) = 10.47 PEAK FLOY RATE(CFS) ~ OF SUBAREA STREET fLOY HYDRAULICS: DEPTH(FEET) = 0.38 HALF STREET FLOOD YIDTH(FEET) = 4.24 FLOW VELOCITY(FEET/SEC.) = 2.72 DEPTH*VElOCITY(FT*FT/SEC.) = LONGEST FLOYPATH FROM NODE 1113.00 TO NOOE 1117.00 = 1650.00 1.88 4.05 2.66 0_96 TC(MIN.) 2.420 = .8728 9.73 0.42 2.09 1.~ FEET. ~ **************************************************************************** FLOY PROCESS FROM NODE 1117.00 TO NODE 1117.00 IS COOE = ~:~:::~:~::~::~::::~:::~::::~:~:~:~~~::~~::~:~~~~~~~~~~~~~~~~~~~~~~~~~~ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENOENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.73 RAINFALL INTENSITY(INCH/HR) = 2.42 TOTAL STREAM AREA(ACRES) = 10.47 PEAK FLOY RATE(CFS) AT CONFLUENCE = 2.09 **************************************************************************** FLOY PROCESS FROM NOOE 1118.00 TO NODE 1119.00 IS CODE = 21 --_._----~----_..._-----_..~---_._--------------------.---------------.----- ~~~~~RATIONAl METHOD INITIAL SUBAREA ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMEO INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SU8AREA FLOY-LENGTH = 115.00 UPSTREAM ELEVATION = 1263.90 DOYNSTREAM ELEVATION = 1261.85 ELEVATION DIFFERENCE = 2.05 TC = 0_393*[( 115.00**3)/( 2.05)]**.2 = 5.862 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.199 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7890 SOIL CLASSIFICATION IS "an ~AREA RUNOFF(CFS) = 2.09 ~AL AREA(ACRES) = 0.83 TOTAL RUNOFF(CFS) = 2.09 **************************************************************************** FLOY PROCESS FROM NOOE 1119.00 TO NODE 1117.00 IS CODE = 61 -----------------~~------------------_._-~----------------.----------------- .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA====: ~<<~~~(STANDARD CURB SECTION USED)====: ============================================================================ UPSTREAM ELEVATION(FEET) = 1261.35 DOYNSTREAM ELEVATION(FEET) = 1256.36 STREET LENGTH(FEET) = 580.00 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 OUTSIOE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 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) 5.41 STREETFLOY MODEL RESULTS USING ESTIMATED FLOY: STREET FLOY DEPTH(FEET) = 0.41 HAlFSTREET FLOOD WIDTH(FEET) = 4.67 ~ERAGE FLOY VELOCITY(FEET/SEC.) = 2.93 ~;ODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.20 STREET FLOY TRAVEL TIME(MIN.) = 3_30 Tc(MIN.) = 9.16 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.502 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7672 . ~o.. SOIL CLASSIFICATION SUBAREA AREA(ACRES) = TOTAL AREA(ACRES) = IS nS" 3.42 4.25 SUBAREA RUNOFF(CFS) PEAK FLOY RATE(CFS) 6.56 8.66 ~ OF SUBAREA STREET FLOY HYORAULICS: ~TH(FEET) = 0.49 HALFSTREET FLOOO YIDTH(FEET) = 5.63 FLOY VELOCITY(FEET/SEC.) = 3.28 OEPTH*VELOCITY(FT*FT/SEC.) = 1.60 LONGEST. FLOYPATH FROM NODE 1118.00 TO NODE 1117.00 = 695.00 FEET. **************************************************************************** FLOY PROCESS FROM NOOE 1117.00 TO NODE 1117.00 IS COOE = --------------------------.--------------------------------------.---------- .....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.) = 9.16 RAINFALL INTENSITY(INCH/HR) = 2.50 TOTAL STREAM AREA(ACRES) = 4.25 PEAK FLOY RATE(CFS) AT CONFLUENCE = 8.66 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 2.09 2 8.66 Tc (MIN.) 9.73 9.16 INTENSITY (l NCH/HOUR) 2.420 2.502 AREA (ACRE) 10.47 4.25 *********************************WARNI NG********************************** .THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED THE RCFC&WCD FORMULA OF PLATE D-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. ** PEAK FLOY RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (l NCH/HOUR) 1 10.63 9.16 2.502 2 10.47 9.73 2.420 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOYS: PEAK FLOY RATE(CFS) = 10_63 Tc(MIN.) = 9.16 TOTAL AREA(ACRES) = 14.72 LONGEST FLOYPATH FROM NODE 1113.00 TO NODE 1117.00 = 1650.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1117.00 TO NODE 1120.00 IS CODE = 61 ---------.------------..--------------------.--.--------.---------------.--- .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA====: (t~~~(STANOARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1256.36 DOYNSTREAM ELEVATION(FEET) = 1253.60 eEET LENGTH(FEET) = 275.00 CURB HEIGHT(INCHES) = 6.0 EET HALFYIDTH(FEET) = 30.00 DISTANCE FROM CROYN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 18.00 ?~ OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKYAY CROSSFALL(DECIMAL) = 0.020 ~ning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = ~nin9'S FRICTION FACTOR for Back-of.Walk Flow Section = 0.0200 0.0150 "TRAVEL TIME COMPUTED USING ESTIMATED FLOY(CFS) STREETFLOY MODEL RESULTS USING ESTIMATED FLOY: STREET FLOY OEPTH(FEET) = 0.64 HALFSTREET FLOOD YIDTH(FEET) = 14.72 AVERAGE FLOY VELOCITY(FEET/SEC.) = 3.79 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = STREET FLOY TRAVEL TIME(MIN.) = 1.21 10 YEAR RAINFALL INTENSITY(INCH/HOUR) COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS nBn SUBAREA AREA(ACRES) = 0.20 TOTAL AREA(ACRES) = 14.92 10.83 2.44 Tc(MIN.) = 2.336 = .8721 10.37 SUBAREA RUNOFF(CFS) = PEAK FLOY RATE(CFS) = 0.41 11.04 END OF SUBAREA STREET FLOY HYORAULICS: DEPTH(FEET) = 0.65 HALFSTREET FLOOD YIOTH(FEET) = 14.92 FLOY VELOCITY(FEET/SEC.) = 3.80 DEPTH'VELOCITY(FT'FT/SEC.) 2.45 LONGEST FLOYPATH FROM NODE 1113.00 TO NODE 1120.00 = 1925.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1120.00 TO NODE 1120.00 IS CODE = -----------------------~---------------------------_.---------.------------- .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ~~~::~~:;~:~~::~~::~;:~:=~:::::::::~=:~::::==~=:::~===================== TIME OF CONCENTRATION(MIN.) = 10.37 RAINFALL INTENSITY(INCH/HR) = 2.34 TOTAL STREAM AREA(ACRES) = 14.92 PEAK FLOY RATE(CFS) AT CONFLUENCE = 11.04 **************************************************************************** FLOY PROCESS FROM NODE 1121.00 TO NODE 1122.00 IS COOE = 21 ------------------------------------.--------------------------------------- t~t<<~RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM OEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K'[(LENGTH"3)/(ELEVATION CHANGE)]".2 INITIAL SUBAREA FLOY-LENGTH = 120.00 UPSTREAM ELEVATION = 1258.60 DOYNSTREAM ELEVATION = 1256.24 ELEVATION DIFFERENCE = 2.36 TC = 0.393'[( 120.00"3)/( 2.36)]".2 = 5.846 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.203 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7891 SOIL CLASSIFICATION IS nB" SUBAREA RUNOFF(CFS) = 0.88 TOTAL AREA(ACRES) = 0.35 TOTAL RUNOFF(CFS) = 0.88 ~....................................................................... FLOY PROCESS FROM NODE 1122.00 TO NOOE 1120.00 IS COOE = 61 ---------------------------------------------------------------------------- .....COMPUTE STREET FLDY TRAVEL TIME THRU SUBAREA d_o,,+gf 5.w~.Elt -I 4~t-J 1;^"\ .....(STANOARD CURB SECTION USED)====: ============================================================================ UPSTREAM ELEVATION(FEET) = 1255.74 DOYNSTREAM ELEVATION(FEET) = 1253_60 ~ET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 ~ET 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 = 2 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 FLOY(CFS) STREETFLOY MODEL RESULTS USING ESTIMATED FLOY: STREET FLOY DEPTH(FEET) = 0.31 HALFSTREET FLOOD YIOTH(FEET) = 3.42 AVERAGE FLOY VELOCITY(FEET/SEC_) = 2.42 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.75 STREET FLOY TRAVEL TIME(MIN.) = 1.72 Tc(MIN.) 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.779 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7768 SOIL CLASSIFICATION IS "Bn SUBAREA AREA(ACRES) 1.50 TOTAL AREA(ACRES) = 1.85 2.51 7.57 SUBAREA RUNOFF(CFS) = PEAK FLOY RATE(CFS) 3.24 4_12 END OF SU8AREA STREET FLOY HYDRAULICS: ~TH(FEET) = 0.37 HALFSTREET FLOOD YIDTH(FEET) = 4.20 ~Y VELOCITY(FEET/SEC.) = 2.73 DEPTH*VELOCITY(FT*FT/SEC.) 1.02 LONGEST FLOYPATH FROM NODE 1121.00 TO NODE 1120.00 = 370.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1120.00 TO NOOE 1120.00 IS COOE = .....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.) = 7.57 RAINFALL INTENSITY(INCH/HR) = 2.78 TOTAL STREAM AREA(ACRES) = 1.85 PEAK FLOY RATE(CFS) AT CONFLUENCE = 4.12 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 11.04 2 4.12 Tc (MIN. ) 10.37 7.57 INTENSITY (INCH/HOUR) 2.336 2.779 AREA (ACRE) 14.92 1.85 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASEO ~THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA L NOT NECESSARILY RESULT IN THE MAKIMUM VALUE OF PEAK FLOY. ********************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USEO FOR 2 STREAMS. "'v '? ** PEAK FLOY RATE TABLE ** STREAM RUNOFF Tc INTENSITY 4Jr (CFS) (MIN.) (I NCH/HOUR) 12.17 7.57 2.779 14.50 10.37 2.336 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOYS: PEAK FLOY RATE(CFS) = 14.50 Tc(MIN.) = 10.37 TOTAL AREA(ACRES) = 16.77 LONGEST FLOYPATH FROM NODE 1113_00 TO NODE 1120.00 1925.00 FEET. **************************************************************************** FLOY PROCESS FROM NOOE 1120.00 TO NODE 1123.00 IS CODE = 61 -----------------------------------------------------..~----~------------_.. .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA .....(STANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1253.60 DOYNSTREAM ELEVATION(FEET) = 1251.36 STREET LENGTH(FEET) = 125.00 CURB HEIGHT(INCHES) = 6_0 STREET HALFYIDTH(FEET) = 30.00 DISTANCE FROM CROYN TO CROSSFALL GRADEBREAK(FEET) INSIOE STREET CROSSFALL(OECIMAL) = 0.020 OUTSIOE STREET CROSSFALL(OECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKYAY CROSSFALL(OECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 41111ring,s FRICTION FACTOR for Back-of.Walk Flow Section 0.0200 **TRAVEL TIME COMPUTEO USING ESTIMATED FLOY(CFS) = 14.60 STREETFlOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOY DEPTH(FEET) = 0.64 HALFSTREET FLOOD YIDTH(FEET) = 14.82 AVERAGE FLOY VELOCITY(FEET/SEC.) = 5.07 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 3.26 STREET FLOY TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 10.78 10 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.287 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8854 SOIL CLASSIFICATION IS non SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.20 TOTAL AREA(ACRES) = 16.87 PEAK FLOY RATE(CFS) 14_70 END OF SUBAREA STREET FLOY HYDRAULICS: OEPTH(FEET) = 0.65 HALFSTREET FLOOO YIOTH(FEET) = 14.92 FLOY VELOCITY(FEET/SEC.) = 5.06 DEPTH*VELOCITY(FT*FT/SEC.) 3.27 LONGEST FLOYPATH FROM NODE 1113.00 TO NODE 1123.00 = 2050.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1116.00 TO NODE 1116.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NOOE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- _R-SPECJFIED VALUES ARE AS FOLLOWS: IN) = 8.60 RAIN INTENSITY(INCH/HOUR) = 2.59 AL AREA(ACRES) = 10.27 TOTAL RUNOFF(CFS) = 1.67 **************************************************************************** FLOY PROCESS FROM NODE 1116.00 TO NODE 1124.00 IS CODE = 61 d:=c O/-f.<:(1 SftJ /-I f L f - ( j t<--'H-A-JJ 1>1\1:> -----_._----_.~--------_._----_._------------_._---_.----------------------- .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA .....(STANDARO CURB SECTION USED) ~::~::::~~~~~:~~~;::;::::~~~:~~~::~~~:~~:~~~:~;:~~;:~:~~~:;:=:=;;;;~:;== STREET HALFYIDTH(FEET) = 30.00 OISTANCE FROM CROYN TO CROSSFALL GRAOEBREAK(FEET) 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIEO 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-of-WaLk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOY(CFS) = STREETFLOY MODEL RESULTS USING ESTIMATED FLOY: STREET FLOY DEPTH(FEET) = 0.37 HALFSTREET FLOOD YIDTH(FEET) = 4.18 AVERAGE FLOY VELOCITY(FEET/SEC_) = 3.16 PRODUCT OF OEPTH&VELOCITY(FT*FT/SEC.) 1.17 STREET FLOY TRAVEL TIME(MIN.) = 0.95 Tc(MIN.) = 9.55 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.445 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7650 SOIL CLASSIFICATION IS nBn SUBAREA AREA(ACRES) = 0.75 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 11.02 PEAK FLOY RATE(CFS) ~ OF SUBAREA STREET FLOY HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD YIOTH(FEET) 4.65 FLOW VELOCITY(FEET/SEC.) = 3.36 DEPTH*VELOCITY(FT*FT/SEC.) LONGEST FLOYPATH FROM NOOE 1113.00 TO NOOE 1124.00 = 2230.00 2.37 1.40 3.07 1.37 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1124.00 TO NODE 1125.00 IS CODE = 61 .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA====: .....(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1255.97 DOWNSTREAM ELEVATION(FEET) = 1253.80 STREET LENGTH(FEET) = 275.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFYIDTH(FEET) = 30.00 DISTANCE FROM CROYN TO CROSSFALL GRADEBREAK(FEET) 18.00 INSIDE STREET CROSSFALL(OECIMAL) = 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 FRICTI9N FACTOR for Back-of-Walk Flow Section = 0.0200 e**TRAVEL TIME COMPUTED USING ESTIMATED FlOW(CFS) TREETFLOY MODEL RESULTS USING ESTIMATED FLOY: TREET FLOY DEPTH(FEET) = 0.48 HALFSTREET FLOOD YIDTH(FEET) = 5.51 AVERAGE FLOY VELOCITY(FEET/SEC.) = 3.10 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.48 3.92 '7~ STREET FLOY TRAVEL TIME(MIN.) = 1.48 Tc(MIN.) = 11.02 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2_259 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7574 SOIL CLASSIFICATION IS psn ~AREA AREA(ACRES) = 1.00 ~TAL AREA(ACRES) = 12.02 SUBAREA RUNOFFCCFS) PEAK FLOY RATE(CFS) = 1.71 4.78 ENO OF SUBAREA STREET FLOY HYDRAULICS: DEPTH(FEET) = 0.51 HALFSTREET FLOOO YIDTH(FEET) = 6.51 FLOY VELOCITY(FEET/SEC.) = 3.26 DEPTH*VELOCITY(FT*FT/SEC.) = 1.67 LONGEST FLOYPATH FROM NODE 1113.00 TO NOOE 1125.00 = 2505.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1125.00 TO NODE 1126.00 IS CODE = 61 ----------------------..--------..-------------------------------------..-.- .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA====: .....(STANDARO CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1253.60 DOYNSTREAM ELEVATION(FEET) = 1251.23 STREET LENGTH(FEET) = 125.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFYIDTH(FEET) = 30.00 DISTANCE FROM CROYN TO CROSS FALL GRAOEBREAK(FEET) 18.00 INSIDE STREET CROSSFALLCDECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKYAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 ~nning,S FRICTION FACTOR for Bock-of-YoLk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOY(CFS) = 5.20 STREETFLOY MODEL RESULTS USING ESTIMATED FLOY: STREET FLOY OEPTH(FEET) = 0.35 HALFSTREET FLOOD YIDTH(FEET) = 3.91 AVERAGE FLOY VELOCITY(FEET/SEC.) = 3.93 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.37 STREET FLDY TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 11.56 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2_201 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7549 SOIL CLASSIFICATION IS nBn SUBAREA AREA(ACRES) = TOTAL AREA(ACRES) = 0.50 12.52 SUBAREA RUNDFF(CFS) = PEAK FLOY RATE(CFS) = 0.83 5.61 ENO OF SUBAREA STREET FLOY HYORAULICS, DEPTH(FEET) = 0.36 HALFSTREET FLODO YIDTH(FEET) = 4.03 FLOW VELOCITY(FEET/SEC.) = 4.00 DEPTH*VElOCITY(FT*FT/SEC.) 1.44 LONGEST FLOYPATH FROM NODE 1113.00 TO NODE 1126.00 = 2630.00 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOY RATE(CFS) = 12.52 TC(MIN.) = 5.61 11.56 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~~ RATIONAL METHOD ANALYSIS ? **************************************************************************** e HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ED 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ----------_._----~-~~---~-------~-------------------------~-----------_.._-- TIME/DATE OF STUDY: 16:41 09/24/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * nodes 1107 1104 * * * * 10-year * ************************************************************************** **************************************************************************** ....STREETFLOY MODEL INPUT INFORMATION===: ----------------_._----------------------------~-----------------.---------- CONSTANT STREET GRAOE(FEET/FEET) = 0.012000 CONSTANT STREET FLOY(CFS) = 10.46 ~VERAGE STREETFLOY FRICTION FACTOR(MANNING) = 0.015000 ~ONSTANT SYMMETRICAL STREET HALF-YIDTH(FEET) = 20_00 DISTANCE FROM CROYN TO CROSSFALL 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-YIDTH(FEET) = 2.00 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 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOY MODEL RESULTS: ---.----.....-....---..-...-.....----.--.----.--..----------.--------------- STREET FLOW OEPTH(FEET) = 0.45 HALFSTREET FLOCD YIDTH(FEET) = AVERAGE FLOY VELOCITY(FEET/SEC_) PRODUCT OF DEPTH&VELOCITY = 1.58 16.91 3.48 ============================================================================ e ~ **************************************************************************** e 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 STUDY: 16:43 09/24/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * nodes 1115 1116 * 10-year * * * * ************************************************************************** **************************************************************************** ....STREETFLOY MOOEL INPUT INFORMATION==== -----------------------------.---------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.050000 CONSTANT STREET FLDY(CFS) = 16.53 .VERAGE STREETFLOY FRICTION FACTOR(MANNING) = 0_015000 ONSTANT SYMMETRICAL STREET HALF-YIDTH(FEET) = 20.00 DISTANCE FROM CROYN TO CROSSFALL 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-YIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOY ASSUMED TO FILL STREET ON ONE SlOE, ANO THEN SPLITS ===================~~~==========================~=========================== STREET FLOY MODEL RESULTS: ----....---.------.---.---.---..-..--------.--------------------------.----- STREET FLOY OEPTH(FEET) = 0.42 HALFSTREET FLOOO YJDTH(FEET) = 15.22 AVERAGE FLOY VELOCITY(FEET/SEC.) = 6.71 PRODUCT OF DEPTH&VELOCITY = 2.82 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ~ **************************************************************************** e 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 STUOY: 16:45 09/24/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * nodes 1117 1120 * 10-year * * * * ************************************************************************** **************************************************************************** ....STREETFLOY MOOEL INPUT INFORMATION===: -------.------.-----.--------------------------.-----.---------------------- CONSTANT STREET GRAOE(FEET/FEET) = 0_010000 CONSTANT STREET FLOY(CFS) = 11.04 eVERAGE STREETFLOY FRICTION FACTOR(MANNING) = 0.015000 ON STANT SYMMETRICAL STREET HAlF-WIDTH(FEET) 20.00 OISTANCE FROM CROYN TO CROSS FALL GRAOEBREAK(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-YIOTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIPCFEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOY ASSUMED TO FILL STREET ON ONE SIDE, ANO THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOY MODEL RESULTS: -----------------------------------.---------------------------------------- STREET FLOY DEPTHCFEET) = 0.48 HALFSTREET FLOOD YIOTH(FEET) = 18.03 AVERAGE FLOY VELOCITY(FEET/SEC.) = 3.25 PROOUCT OF OEPTH&VELDCITY = 1.55 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- e ~ **************************************************************************** e 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/OATE OF STUOY: 16:47 09/24/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * nodes 1120 1123 * * * * 10-year * ************************************************************************** **************************************************************************** ....STREETFLDY MOOEL INPUT INFORMATION====: ---------------------~------------------------------------------------------ CONSTANT STREET GRAOE(FEET/FEET) = 0.017600 CONSTANT STREET FLOY(CFS) = 14.70 ~ERAGE STREETFLOY FRICTION FACTOR(MANNING) = 0.015000 ~NSTANT SYMMETRICAL STREET HALF-YIDTH(FEET) = 20.00 DISTANCE FROM CROYN TO CROSSFALL GRAOEBREAK(FEET) = 18.00 INTERIOR STREET CROSSFALL(OECIMAL) = 0_020000 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.015000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-YIDTH(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) = O.4B HALFSTREET FLOOD YIDTH(FEET) = 18.03 AVERAGE FLOY VELOCITY(FEET/SEC.) = 4.33 PRODUCT OF OEPTH&VELOCITY = 2.06 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ~ **************************************************************************** e 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 ************************** * BASIN 1100 * 10-YEAR * LINES G AND T * * * ************************************************************************** FILE NAME: 101100.DAT TIME/DATE OF STUDY: 14:46 08/16/2001 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 USE FOR FRICTION SLOPE 0.95 ~O-YEAR STORM 10-MlNUTE INTENSITY (INCH/HOUR) = 2.360 ~O-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR) = 0.880 100-YEAR STORM la-MINUTE INTENSITY (INCH/HOUR) = 3.480 100-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR) = 1.300 SLOPE OF la-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF lOa-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 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 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 WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** ~LOW PROCESS FROM NODE 1127.00 TO NODE 1128.00 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 ~ 1265.70 ~WNSTREAM ELEVATION ~ 1263.59 ~LEVATION DIFFERENCE = 2.11 TC = 0.393*[( 120.00**3)/( 2.11)]**.2 ~ 5.979 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.164 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8446 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF (CFS) ~ 1.42 TOTAL AREA(ACRES) = 0.53 TOTAL RUNOFF(CFS) ~ 1.42 **************************************************************************** FLOW PROCESS FROM NODE 1128.00 TO NODE 1129.00 IS CODE ~ 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 1263.09 DOWNSTREAM ELEVATION (FEET) = 1257.53 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DECIMAL) OUTSIDE STREET CROSSFALL(DECIMAL) GRADE BREAK (FEET) 0.020 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 STREET PARKWAY CROSSFALL(DECIMAL) ~ 0.020 ~anning's FRICTION FACTOR for Street flow 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) 3.01 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 4.03 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.29 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.54 STREET FLOW TRAVEL TIME(MIN.) = 0.97 Tc(MIN.) = 6.95 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.912 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8404 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF (CFS) ~ 3.18 TOTAL AREA(ACRES) = 1.83 PEAK FLOW RATE (CFS) = 4.60 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) ~ 0.42 HALFSTREET FLOOD WIDTH(FEET) = 4.77 FLOW VELOCITY(FEET/SEC.) = 4.78 DEPTH*VELOCITY(FT*FT/SEC.) = 2.00 LONGEST FLOWPATH FROM NODE 1127.00 TO NODE 1129.00 = 370.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1129.00 TO NODE 1129.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY .BANK # 1 <<<<< 4IIl::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: FLOW PROCESS FROM NODE 1130.00 TO NODE 1131.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ~\., ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) .c = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 NITIAL SUBAREA FLOW-LENGTH = 110.00 PSTREAM ELEVATION = 1289.80 DOWNSTREAM ELEVATION = 1287.74 ELEVATION DIFFERENCE = 2.06 TC = 0.393*[( 110.00**3)/( 2.06)]**.2 = 5.702 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.248 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8458 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF (CFS) = 0.96 TOTAL AREA(ACRES) = 0.35 TOTAL RUNOFF(CFS) = 0.96 **************************************************************************** FLOW PROCESS FROM NODE 1131. 00 TO NODE 1132.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1287.24 DOWNSTREAM ELEVATION(FEET) = 1261.26 STREET LENGTH(FEET) = 650.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DECIMAL) OUTSIDE STREET CROSSFALL(DECIMAL) GRADE BREAK (FEET) = 0.020 0.080 18.00 ~PECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 1 ~TREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section (curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section. 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 4.36 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALF STREET FLOOD WIDTH(FEET) = 4.16 AVERAGE FLOW VELOCITY(FEET/sEC.) = 5.88 PRODUCT OF DEPTH&VELOCITY(FT*FT/sEC.) = 2.17 STREET FLOW TRAVEL TIME(MIN.) = 1.84 Tc(MIN.) = 7.54 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.784 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8380 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 6.77 TOTAL AREA(ACRES) = 3.25 PEAK FLOW RATE(CFS) = 7.73 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 5.22 FLOW VELOCITY(FEET/sEC.) = 6.77 DEPTH*VELOCITY(FT*FT/sEC.) = 3.07 LONGEST FLOWPATH FROM NODE 1130.00 TO NODE 1132.00 = 760.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1132.00 TO NODE 1132.00 IS CODE = 1 ~::::~~S~~~~;E-~~~~~~~~~;-S;~~~-;O~-~O~;~~~~~~:::::--------------------- ~========================================================================= TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.54 ~11'- RAINFALL INTENSITY (INCH/HR) = 2.78 TOTAL STREAM AREA(ACRES) = 3.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.73 ~************************************************************************* ~LOW PROCESS FROM NODE 1133.00 TO NODE 1134.00 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 = 61.00 UPSTREAM ELEVATION = 1289.80 DOWNSTREAM ELEVATION = 1287.79 ELEVATION DIFFERENCE = 2.01 TC = 0.393*[( 61.00**3)/( 2.01)]**.2 = 4.023 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 "D" SUBAREA RUNOFF (CFS) = 0.21 TOTAL AREA (ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.21 **************************************************************************** FLOW PROCESS FROM NODE 1134.00 TO NODE 1135.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ~========================================================================= ~PSTREAM ELEVATION (FEET) = 1287.29 DOWNSTREAM ELEVATION(FEET) = 1260.88 STREET LENGTH (FEET) = 600.00 CURB HEIGHT(INCHES) 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE 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-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALF STREET FLOOD WIDTH(FEET) = 3.56 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.63 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.81 STREET FLOW TRAVEL TIME(MIN.) = 1.77 Tc(MIN.) = 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.954 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8411 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 2.35 SUBAREA RUNOFF (CFS) = ~OTAL AREA(ACRES) = 2.42 PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.41 HALF STREET FLOOD WIDTH(FEET) = 4.65 FLOW VELOCITY(FEET/SEC.) = 6.61 DEPTH*VELOCITY(FT*FT/SEC.) = LONGEST FLOWPATH FROM NODE 1133.00 TO NODE 1135_00 = 661.00 3.14 6.77 5.84 6.05 2.70 FEET. ~~?J **************************************************************************** FLOW PROCESS FROM NODE 1135.00 TO NODE 1135.00 IS CODE = 1 jIi------------------------------------------------------------------------- ~>>>>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.) = 6.77 RAINFALL INTENSITY (INCH/HR) = 2.95 TOTAL STREAM AREA(ACRES) = 2.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.05 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 7.73 2 6.05 Tc (MIN. ) 7.54 6.77 INTENSITY ( INCH/HOUR) 2.784 2.954 AREA (ACRE) 3.25 2.42 *********************************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 CONFLUENCE FORMULA USED FOR 2 STREAMS. ..... * PEAK "TREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 12.99 13 .43 TABLE ** Tc (MIN. ) 6.77 7.54 INTENSITY (INCH/HOUR ) 2.954 2.784 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.43 Tc(MIN.) = 7.54 TOTAL AREA(ACRES) = 5.67 LONGEST FLOWPATH FROM NODE 1130.00 TO NODE 1135.00 = 760.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1135.00 TO NODE 1135.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 7.54 RAIN INTENSITY (INCH/HOUR) = 2.78 TOTAL AREA(ACRES) = 5.67 TOTAL RUNOFF(CFS) = 1. 03 **************************************************************************** FLOW PROCESS FROM NODE 1129.00 TO NODE 1129.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ .* MAIN STREAM NUMBER 1 LONGEST STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) 1.03 7.54 2.785 FLOW PATH FROM NODE 1130.00 TO NODE AREA (ACRE) 5.67 1129.00 = 760.00 FEET. ~~ ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) ~ 1 4.60 6.95 2.912 ~ONGEST FLOWPATH FROM NODE 1127.00 TO NODE AREA (ACRE) 1. 83 1129.00 = 370.00 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 STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 5.55 5.43 TABLE ** Tc (MIN. ) 6.95 7.54 INTENSITY ( INCH/HOUR) 2.912 2.785 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 5.55 7.50 AS FOLLOWS: Tc(MIN.) = 6.95 **************************************************************************** FLOW PROCESS FROM NODE 1129.00 TO NODE 1136.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ============================================================================ ~PSTREAM ELEVATION(FEET) = 1257.53 DOWNSTREAM ELEVATION (FEET) ~TREET LENGTH (FEET) = 200.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 = 1249.38 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DECIMAL) OUTSIDE STREET CROSSFALL(DECIMAL) GRADE BREAK (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 Street flow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.47 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH (FEET) = 4.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.52 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.77 STREET FLOW TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 7.46 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.801 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7775 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.85 SUBAREA RUNOFF(CFS) = 1.85 TOTAL AREA(ACRES) = 8.35 PEAK FLOW RATE(CFS) 7.40 ~ND OF SUBAREA STREET FLOW HYDRAULICS: ~EPTH(FEET) = 0.45 HALF STREET FLOOD WIDTH (FEET) = 5.12 FLOW VELOCITY(FEET/SEC.) = 6.73 DEPTH*VELOCITY(FT*FT/SEC.) = 3.00 LONGEST FLOWPATH FROM NODE 1130.00 TO NODE 1136.00 = 960.00 FEET. ~~ **************************************************************************** FLOW PROCESS FROM NODE 1136.00 TO NODE 1136.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< 411t~~;:~;~~~;~~~=;~~~~~=~;~=~~=;;~~;;~7===================================== TC(MIN) = 7.46 RAIN INTENSITY (INCH/HOUR) = 2.80 TOTAL AREA(ACRES) = 8.35 TOTAL RUNOFF(CFS) = 3.20 **************************************************************************** FLOW PROCESS FROM NODE 1136.00 TO NODE 1136.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 7.46 RAINFALL INTENSITY(INCH/HR) = 2.80 TOTAL STREAM AREA(ACRES) = 8.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.20 **************************************************************************** FLOW PROCESS FROM NODE 1137.00 TO NODE 1138.00 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 = 140.00 ~PSTREAM ELEVATION = 1266.70 DOWNSTREAM ELEVATION = 1263.38 ELEVATION DIFFERENCE = 3.32 TC = 0.393*[( 140.00**3)/( 3.32)]**.2 = 5.990 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.161 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8445 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF (CFS) = 0.56 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 0.56 **************************************************************************** FLOW PROCESS FROM NODE 1138.00 TO NODE 1139.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ============================================================================ UPSTREAM ELEVATION (FEET) = 1262.88 DOWNSTREAM ELEVATION (FEET) = 1258.24 STREET LENGTH (FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL INSIDE STREET CROSSFALL(DEClMAL) OUTSIDE STREET CROSSFALL(DEClMAL) GRADEBREAK(FEET) = 0.020 = 0.080 18.00 SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 1 ~STREET PARKWAY CROSSFALL(DEClMAL) = 0.020 "'Manning's FRICTION FACTOR for Street flow 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. 64 ~ STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 3.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.51 ~ PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.03 ~TREET FLOW TRAVEL TIME(MIN.) = 1.19 Tc(MIN.) = 7.18 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.861 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8395 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF (CFS) 2.16 TOTAL AREA(ACRES) = 1.11 PEAK FLOW RATE(CFS) 2.72 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 4.01 FLOW VELOCITY(FEET/SEC.) = 3.92 DEPTH*VELOCITY(FT*FT/SEC.) = 1.40 LONGEST FLOWPATH FROM NODE 1137.00 TO NODE 1139.00 = 390.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1139.00 TO NODE 1140.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION (FEET) = 1258.24 DOWNSTREAM ELEVATION(FEET) = 1247.44 STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 18.00 INSIDE STREET CROSSFALL(DEClMAL) = 0.020 ~OUTSIDE STREET CROSSFALL(DEClMAL) = 0.080 SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) 0.020 Manning's FRICTION FACTOR for Street flow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.84 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 3.25 AVERAGE FLOW VELOCITY(FEET/SEC.) 6.00 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.78 STREET FLOW TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 7.73 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.746 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8875 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF (CFS) = 0.24 TOTAL AREA(ACRES) = 1.21 PEAK FLOW RATE(CFS) 2.97 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 3.31 FLOW VELOCITY(FEET/SEC.) = 6.05 DEPTH*VELOCITY(FT*FT/SEC.) = 1.82 LONGEST FLOWPATH FROM NODE 1137.00 TO NODE 1140.00 = 590.00 FEET. ~************************************************************************** ..,FLOW PROCESS FROM NODE 1151.00 TO NODE 1152.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ~=========================================================================== ASSUMED INITIAL SUBAREA UNIFORM /Ifb'v DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC ; K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH; 125.00 _UPSTREAM ELEVATION; 1252.20 OWNSTREAM ELEVATION; 1249.31 LEVATION DIFFERENCE; 2.89 TC ; 0.393*[( 125.00**3)/( 2.89)]**.2; 5.753 10 YEAR RAINFALL INTENSITY (INCH/HOUR) ; 3.232 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT; .7898 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF (CFS) ; 0.31 TOTAL AREA(ACRES) ; 0.12 TOTAL RUNOFF(CFS) ; 0.31 **************************************************************************** FLOW PROCESS FROM NODE 1152.00 TO NODE 1153.00 IS CODE; 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ~=~========================================================================= UPSTREAM ELEVATION(FEET) ; 1248.81 DOWNSTREAM ELEVATION(FEET) ; 1245.73 STREET LENGTH(FEET); 200.00 CURB HEIGHT (INCHES) 6.0 STREET HALFWIDTH(FEET) ; 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DEClMAL) OUTSIDE STREET CROSSFALL(DEClMAL) GRADEBREAK(FEET) ; ; 0.020 ; 0.080 18.00 SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF; 2 STREET PARKWAY CROSSFALL(DECIMAL) 0.020 ~anning's FRICTION FACTOR for Street flow 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) 1.19 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) ; 0.20 HALFSTREET FLOOD WIDTH(FEET); 2.10 AVERAGE FLOW VELOCITY(FEET/SEC.); 2.61 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.); 0.53 STREET FLOW TRAVEL TIME(MIN.); 1.28 Tc(MIN.); 7.03 10 YEAR RAINFALL INTENSITY (INCH/HOUR) ; 2.894 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT; .7804 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES); 0.78 SUBAREA RUNOFF(CFS); 1.76 TOTAL AREA(ACRES); 0.90 PEAK FLOW RATE(CFS) ; 2.07 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) ; 0.26 HALFSTREET FLOOD WIDTH (FEET) 2.76 FLOW VELOCITY(FEET/SEC.) ; 2.91 DEPTH*VELOCITY(FT*FT/SEC.) 0.75 LONGEST FLOWPATH FROM NODE 1151.00 TO NODE 1153.00; 325.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) ; PEAK FLOW RATE (CFS) 0.90 TC(MIN.) ; 2.07 7.03 ============================================================================ ~;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;; ..,END OF RATIONAL METHOD ANALYSIS 1 ~ **************************************************************************** tit RATIONAL METHOO HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & YATER CONSERVATION DISTRICT (RCFC&YCD) 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 1100 * 100-year * NODES 1101 TO 1126 * * *. ************************************************************************** FILE NAME: 1001100.DAT TIME/DATE OF STUDY: 15:24 07/05/2001 ---~_._--_._._------~-~----_._-~---------~-----~------------_.._-------~~--- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------_._-----_._._-----~--_.._-~----------------------~--~.._------~- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIEO PERCENT OF GRAOIENTS(OECIMAL) TO USE FOR FRICTION SLOPE = 0.95 ~EAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 ~EAR 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 = 100.00 1-HDUR INTENSITY(INCH/HOUR) = 1.300 SLOPE OF INTENSITY DURATION CURVE = 0_5496 RCFC&YCO HYDROLOGY MANUAL ncn-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&YCO HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOYNSTREAM ANALYSES *USER-DEFINEO STREET-SECTIONS FOR COUPLED PIPEFLOY AND STREETFLOY MODEL* HALF- CROWN TO STREET-CROSSFAll: CURB GUTTER-GEOMETRIES: MANNING YIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT YIDTH LIP HIKE FACTOR NO_ (FT) (FT) SIDE / SIDE/ YAY (FT) (FT) (FT) (FT) (n) --------- ----------------- --------- ----------------- GLOBAL STREET FLOY-DEPTH CONSTRAINTS: 1. Relative Flow-Oepth = 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.* **************************************************************************** . PROCESS FROM NODE 1101.00 TO NODE 1102.00 IS COOE = 21 - ----------~------------------------~-----_._~-------_.--------------.-- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM , I.. IIIL- ;::: ~\\ DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOY-LENGTH = 130.00 UPSTREAM ELEVATION = 1316.30 ~STREAM ELEVATION = 1312.62 ~ATION DIFFERENCE = 3.68 TC = 0.393*[( 130.00**3)/( 3.68)J**.2 5.612 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.780 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8617 SOIL CLASSIFICATION IS no" SUBAREA RUNOFF(CFS) = 1.65 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 1.65 **************************************************************************** FLOY PROCESS FROM NODE 1102.00 TO NOOE 1103.00 IS CODE = 61 -_._----------------~------------------------------------------------------- .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA====: .....(STANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1316.12 DOYNSTREAM ELEVATION(FEET) = 1297.89 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFYIOTH(FEET) = 30.00 DISTANCE FROM CROYN TO CROSSFALL INSIDE STREET CROSSFALL(OECIMAL) OUTSIDE STREET CROSSFALL(DECIMAL) GRAOEBREAK(FEET) 0.020 = 0.080 18_00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKYAY CROSSFALL(DECIMAL) = 0.020 ~ning's FRICTION FACTOR for Streetflow Section{curb-to-curb) = ~ing's FRICTION FACTOR for Back-of-Walk FLow Section = 0.0200 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOY(CFS) = STREETFLOY MODEL RESULTS USING ESTIMATED FLOY: STREET FLOY DEPTH(FEET) = 0.35 HALFSTREET FLOOD YIDTH(FEET) = 3.95 AVERAGE FLOW VELOCITY(FEET/SEC.) 5.49 PROOUCT OF OEPTH&VELDCITY(FT*FT/SEC.) = 1.93 STREET FLOY TRAVEL TIME(MIN.) = 1.52 Tc(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.191 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .B569 SOIL CLASSIFICATION IS non SUBAREA AREA(ACRES) 3_20 TOTAL AREA(ACRES) = 3.60 7.41 7.13 SUBAREA RUNOFF(CFS) = PEAK FLOY RATE(CFS) = 11.49 13.14 END OF SUBAREA STREET FLOY HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD YIOTH(FEET) = 5.00 FLOY VELOCITY(FEET/SEC.) = 6.26 OEPTH*VELOCITY(FT*FT/SEC.) = 2.73 LONGEST FLOYPATH FROM NODE 1101.00 TO NODE 1103.00 = 630.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1103.00 TO NODE 1104.00 IS CODE = 61 ------------------.--------------------------..---------..._---------------- .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA .....:2~:~:~~:~=~~::=:~~:~~:=~:~~~========================================= REAM ELEVATION(FEET) = 1297.89 OOYNSTREAM ELEVATION(FEET) = 1257.87 STREET LENGTH(FEET) = 800.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFYIDTH(FEET) = 30.00 ~ OISTANCE FROM CROYN TO CROSSFALL GRAOEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 ~CIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF = ~EET 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 FLOY(CFS) STREETFLOY MOOEL RESULTS USING ESTIMATED FLOY: STREET FLOY DEPTH(FEET) = 0.54 HALFSTREET FLOOD YIDTH(FEET) = AVERAGE FLOY VELOCITY(FEET/SEC_) = PRODUCT OF OEPTH&VELOCITY(FT*FT/SEC.) STREET FLOY TRAVEL TIME(MIN.) = 1.60 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS no" SU8AREA AREA(ACRES) = 0.70 TOTAL AREA(ACRES) = 4.30 14.31 8.56 8.35 4.55 Tc(MIN.) = 3.750 = .8905 8.73 SUBAREA RUNOFF(CFS) = PEAK FLOY RATE(CFS) 2.34 15.48 END OF SUBAREA STREET FLOY HYDRAULICS:. OEPTH(FEET) = 0.56 HALFSTREET FLOOO YIOTH(FEET) = 9.49 FLOY VELOCITY(FEET/SEC_) = 8.38 DEPTH*VELOCITY(FT*FT/SEC.) = 4.69 LONGEST FLOYPATH FROM NODE 1101.00 TO NOOE 1104.00 = 1430.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1103.00 TO NODE 1104.00 IS CODE = 10 tt----------------------------------------------------------------------- ~~MAIN~STREAM MEMORY COPIED ONTO MEMORY SANK # 1 =-========================================================================== **************************************************************************** FLOY PROCESS FROM NODE 1105.00 TO NOOE 1106.00 IS CODE = 21 ---------_._---~------------------_._-------------_._----------.------------ .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM OEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(lENGTH**3)/(ELEVATION CHANGE)J**.2 INITIAL SUBAREA FLOY-LENGTH = 120.00 UPSTREAM ELEVATION = 1270.40 OOYNSTREAM ELEVATION = 1268.28 ELEVATION DIFFERENCE = 2.12 TC = 0.393*[( 120.00**3)/( 2.12)]**.2 5.973 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.619 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8605 SOIL CLASSIFICATION IS non SUBAREA RUNOFF(CFS) 0.52 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.52 **************************************************************************** FLOY PROCESS FROM NODE 1106.00 TO NODE 1107.00 IS CODE = 61 ---------------.---------..-----.----------------------------------------... ~..COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA ~..(STANDARD CURB SECTION USED) ============================================================================ UPSTREAM ELEVATION(FEET) = 1267.78 DOYNSTREAM ELEVATION(FEET) = 1263.99 STREET LENGTH(FEET) = 480.00 CURB HEIGHT(INCHES) = 6.0 ;j\\ STREET HALFYIOTH(FEET) = 30.00 DISTANCE FROM CROYN TO CROSS FALL GRAOEBREAK(FEET) = 18.00 ~DE STREET CROSSFALL(DECIMAL) = 0.020 ~IOE 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-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOY(CFS) = STREETFLOY MODEL RESULTS USING ESTIMATEO FLOY: STREET FLOY DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIOTH(FEET) = 4.55 AVERAGE FLOY VELOCITY(FEET/SEC.) = 2.77 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.11 STREET FLOY TRAVEL TIME(MIN.) = 2.89 Tc(MIN_) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.720 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .B520 SOIL CLASSIFICATION IS non SUBAREA AREA(ACRES) = 1.20 TOTAL AREA(ACRES) = 1.33 2.43 8.86 SUBAREA RUNOFF(CFS) = PEAK FLOY RATE(CFS) 3.80 4.32 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.49 HALFSTREET FLOOD YIOTH(FEET) = 5.71 FLOY VELOCITY(FEET/SEC.) = 3.18 DEPTH*VELOCITY(FT*FT/SEC.) 1.57 LONGEST FLOYPATH FROM NODE 1105.00 TO NODE 1107.00 = 600.00 FEET. .********************************************************************** PROCESS FROM NODE 1107.00 TO NODE 1107.00 IS CODE = 1 ~~~~~DESIGNATE INDEPENDENT STREAM FOR CONFlUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) B.86 RAINFALL INTENSITY(INCH/HR) = 3.72 TOTAL STREAM AREA(ACRES) = 1.33 PEAK FLOY RATE(CFS) AT CONFLUENCE = 4.32 **************************************************************************** FLOW PROCESS FROM NODE 1108.00 TO NODE 1109.00 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)J**.2 INITIAL SUBAREA FLOY-LENGTH = 113.00 UPSTREAM ELEVATION = 1270.20 DOYNSTREAM ELEVATION = 1266.89 ELEVATION OIFFERENCE = 3.31 TC = 0.393*[( 113_00**3)/( 3.31)J**.2 5.270 . YEAR RAINFAll INTENSITY(INCH/HOUR) = 4.948 LE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8214 l CLASSIFICATION IS "Sn SU8AREA RUNOFF(CFS) 1.22 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 1.22 ~ **************************************************************************** FLOY PROCESS FROM NODE 1109.00 TO NOOE 1107.00 IS CODE = 61 ~~~~tCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== ~'(STANDARD CURB SECTION USEO) ~======================================================================= UPSTREAM ELEVATION(FEET) = 1266.39 OOYNSTREAM ELEVATION(FEET) 1263.99 STREET LENGTH(FEET) = 215.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFYIDTH(FEET) = 30.00 DISTANCE FROM CROYN TO CROSSFALL INSIOE STREET CROSSFALL(DECIMAL) OUTSIDE STREET CROSSFALL(DECIMAL) GRADEBREAK(FEET) = = 0.020 = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 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-Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOY MODEL RESULTS USING ESTIMATED FLOY: STREET FLOY DEPTH(FEET) = 0.37 HALFSTREET FLOOO YIOTH(FEET) = 4.11 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.11 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = 1.13 STREET FLOY TRAVEL TIME(MIN.) = 1.15 Tc(MIN.) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.438 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = _8590 SOIL CLASSIFICATION IS nDn ~AREA AREA(ACRES) = 1.73 """AL AREA(ACRES) = 2_03 4.52 6.42 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 6.60 7.81 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.45 HALFSTREET FLOOD YIOTH(FEET) 5.14 FLOY VELOCITY(FEET/SEC.) = 3.53 DEPTH'VELOCITY(FT'FT/SEC.) 1.58 LONGEST FLOYPATH FROM NODE 1108.00 TO NODE 1107.00 = 328.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1107.00 TO NODE 1107.00 IS CODE = ~tt~tDESIGNATE 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.) = 6.42 RAINFALL INTENSITY(INCH/HR) = 4.44 TOTAL STREAM AREA(ACRES) = 2.03 PEAK FLOY RATE(CFS) AT CONFLUENCE = 7.81 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.32 8.86 3_720 1.33 2 7.81 6.42 4.438 2.03 ~............................YARNING.................................. IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&UCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA YILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOY. ~'1;) ************************************************************************** RAINFALL INTENSITY ANO TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ~PEAK FLOY RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 10.95 6.42 4.438 2 10.87 8.86 3.720 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOYS: PEAK FLOY RATE(CFS) = 10.95 Tc(MIN.) = 6.42 TOTAL AREA(ACRES) = 3.36 LONGEST FLOYPATH FROM NOOE 1105.00 TO NODE 1107.00 600.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1107.00 TO NODE 1104.00 IS CODE = 61 --_._-------------------~-------_._--_._.._-~---------.----.------.--------- .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA====: .....(STANOARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1263.99 DOYNSTREAM ELEVATION(FEET) = 1257.87 STREET LENGTH(FEET) = 510.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFYIDTH(FEET) = 30.00 DISTANCE FROM CROYN TO CROSSFALL GRADEBREAK(FEET) 18.00 INSIDE STREET CROSSFALL(OECIMAL) = 0.020 OUTSIDE STREET CRDSSFALL(DECIMAL) = 0.080 ~CIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF = ~EET 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 FLOY(CFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOY DEPTH(FEET) = 0.67 HALFSTREET FLOOD YIOTH(FEET) = 16_15 AVERAGE FLOY VELOCITY(FEET/SEC.) = 4.17 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 2.77 STREET FLOW TRAVEL TIME(MIN.) = 2.04 Tc(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.814 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8530 SOIL CLASSIFICATION IS nD" SUBAREA AREA(ACRES) = 1.50 TOTAL AREA(ACRES) = 4.86 13.39 8.46 SUBAREA RUNOFF(CFS) = PEAK FLOY RATE(CFS) = 4.88 15.83 END OF SUBAREA STREET FLOY HYDRAULICS: OEPTH(FEET) = 0.70 HALFSTREET FLOOD YIDTH(FEET) = 18.20 FLOY VELOCITY(FEET/SEC.) = 4.19 OEPTH*VELOCITY(FT*FT/SEC.) = 2.93 LONGEST FLOYPATH FROM NODE 1105.00 TO NODE 1104.00 = 1110.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1107.00 TO NODE 1104.00 IS CODE = 1 e----------------------------------------------------------------------- ~~DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES US EO FOR INOEPENDENT STREAM 1 ARE: 1;0/>. TIME OF CONCENTRATION(MIN.) = 8.46 RAINFALL INTENSITY(INCH/HR) = 3.81 TOTAL STREAM AREA(ACRES) = 4.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.83 AIIIIl...................................................................... FLOY PROCESS FROM NODE 1110.00 TO NODE 1111.00 IS CODE = 21 .---------------------------------.-.----------------...--------.-....------ .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMEO INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K'[(LENGTH"3)/(ELEVATION CHANGE))".2 INITIAL SUBAREA FLOY-LENGTH = 197.00 UPSTREAM ELEVATION = 1270.50 OOYNSTREAM ELEVATION = 1268.06 ELEVATION DIFFERENCE = 2.44 TC = 0.393'[( 197.00"3)/( 2.44))".2 = 7.819 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.984 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT .8548 SOIL CLASSIFICATION IS non SUBAREA RUNOFF(CFS) 0.58 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.58 **************************************************************************** FLOY PROCESS FROM NODE 1111_00 TO NOOE 1112.00 IS CODE = 61 ----------------.--------.--.-----------.--.---------.----------.---.---.--- .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA====: ~ettt(STANDARD CURB SECTION USED)===== W-- -======================================================================= REAM ELEVATION(FEET) = 1267.56 OOYNSTREAM ELEVATION(FEET) = 1263.91 REET LENGTH(FEET) = 480.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFYIDTH(FEET) = 30.00 DISTANCE FROM CROYN TO CROSSFALL GRAOEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.080 18.00 SPECIFIEO 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-~alk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLO~(CFS) = STREETFLOY MODEL RESULTS USING ESTIMATED FLOY: STREET FLOY DEPTH(FEET) = 0.42 HALFSTREET FLOOD YIDTH(FEET) = 4.79 AVERAGE FLOY VELOCITY(FEET/SEC.) 2.81 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) 1.18 STREET FLOY TRAVEL TIME(MIN.) = 2.85 Tc(MIN.) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.359 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8474 SOIL CLASSIFICATION IS non SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 1.67 PEAK FLOY RATE(CFS) = ~OF SUBAREA STREET FLOY HYDRAULICS: OEPTH(FEET) = 0.52 HALFSTREET FLOOD YIDTH(FEET) = 6.92 FLOY VELOCITY(FEET/SEC.) = 3.21 OEPTH'VELOCITY(FT'FT/SEC.) = LONGEST FLOYPATH FROM NODE 1110.00 TO NOOE 1112.00 = 677.00 2.72 10.67 4.27 4.85 1.~ FEET. ~ **************************************************************************** FLOW PROCESS FROM NODE 1112.00 TO NOOE 1104.00 IS COOE = 61 .------------------.-------------------------------------------------------- ~..COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ""'...(STANOARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1263.91 OOWNSTREAM ELEVATION(FEET) = 1257.87 STREET LENGTHCFEET) = 510.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAKCFEET) INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Sectian(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 ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.54 HALFSTREET FLOOO WIDTH(FEET) = 8.26 AVERAGE FLOW VELOCITYCFEET/SEC.) = 4.05 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.19 STREET FLOW TRAVEL TIMECMIN.) = 2.10 TeCMIN.) = 12.76 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.043 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8427 ~IL CLASSIFICATION IS "0" ~AREA AREA(ACRES) = 1.50 SUBAREA RUNOFFCCFS) TOTAL AREACACRES) = 3.17 PEAK FLOW RATE(CFS) = 6.77 3.85 8.70 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTHCFEET) = 11.13 FLOW VELOCITYCFEET/SEC.) = 4.11 DEPTH'VELOCITY(FT'FT/SEC.) 2.40 LONGEST FLOWPATH FROM NODE 1110.00 TO NODE 1104.00 = 1187.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1104.00 TO NODE 1104.00 IS CODE = -------------------------------------------------.-------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CDNFLUENCE===== t4tt4AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 12.76 RAINFALL INTENSITY(INCH/HR) = 3.04 TOTAL STREAM AREACACRES) = 3.17 PEAK FLOW RATECCFS) AT CONFLUENCE = 8.70 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 15.83 e 2 8.70 *********************************WARNING********************************** Te CMIN.) 8.46 12.76 I NTENS I TY (I NCH/HOUR) 3.814 3.043 AREA CACRE) 4.86 3.17 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA ~e>.,fp WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 41111fLUENCE FORMULA USEO FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Te INTENSITY NUMBER CCFS) CMIN.) (INCH/HOUR) 1 21.59 8.46 3.814 2 21.32 12.76 3.043 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 21.59 TeCMIN.) = 8.46 TOTAL AREA(ACRES) = 8.03 LONGEST FLOWPATH FROM NODE 1110.00 TO NODE 1104.00 = 1187.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1103.DO TO NODE l1D4.00 IS CODE = 11 .....CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM NUMBER 1 LONGEST STREAM CONFLUENCE DATA .. RUNOFF Te INTENSITY CCFS) CMIN.) (INCH/HOUR) 21.59 8.46 3.814 FLOWPATH FROM NODE 1110.00 TO AREA (ACRE) B.03 NOOE 1104.00 = 1187.00 FEET. _EMORY BANK # 1 CONFLUENCE OATA .. AM RUNOFF Te INTENSITY BER CCFS) CMIN.) CINCH/HOUR) 1 15.48 8.73 3.750 LONGEST FLOWPATH FROM NODE 1101.00 TO NOOE AREA CACRE) 4.30 1104.00 = 1430.DD FEET. *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO 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 NUMBER 1 2 (CFS) 36.60 36.71 CMIN.) 8.46 8.73 INTENSITY CINCH/HOUR) 3.814 3.750 COMPUTED CONFLUENCE PEAK FLOW RATECCFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 36.60 12.33 AS FOLLOWS: TeCMIN.) = 8.46 **************************************************************************** FLOW PROCESS FROM NODE 1104.00 TO NODE 1104.00 IS CODE = 1Iiiii:~=::;;:~~;~;~;:::;~:~=;~::~:=:~:=~~~:~~:~~:========================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 8.46 RAINFALL INTENSITYCINCH/HR) = 3.81 ~ TOTAL STREAM AREA(ACRES) = 12.33 PEAK FLOW RATECCFS) AT CONFLUENCE = 36.6D **************************************************************************** ~W PROCESS FROM NODE '113.00 TO NODE 1114.00 IS CODE = 21 ~----------------------------------------------_._---------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY C1/4 ACRE) TC = K*[(LENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 150.00 UPSTREAM ELEVATION = 1306.10 DOWNSTREAM ELEVATION = 1302.76 ELEVATION DIFFERENCE = 3.34 TC = 0.393*[C 150.DD**3)/C 3.34)]**.2 = 6.235 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.511 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8596 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 1.78 TOTAL AREACACRES) = 0.46 TOTAL RUNOFFCCFS) = 1.78 **************************************************************************** FLOW PROCESS FROM NODE 1114.00 TO NODE 1115.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....CSTANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1302.26 DOWNSTREAM ELEVATIDNCFEET) = 1297.64 ~~ET LENGTHCFEET) = 520.00 CURB HEIGHT(INCHES) = 6.0 ~ET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADeBREAKCFEET) = 18.00 INSIDE STREET CROSSFALL(OECIMAL) 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 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 FLOWCCFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 5.35 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.24 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.50 STREET FLOW TRAVEL TIME(MIN.) = 2.67 TeCMIN.) '00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.709 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8518 SOIL CLASSIFICATION IS HOH SUBAREA AREACACRES) 3.75 TOTAL AREACACRES) = 4.21 7.74 8.91 SUBAREA RUNOFF(CFS) PEAK FLOW RATECCFS) = 11.85 13.63 END OF SUBAREA STREET FLOW HYDRAULICS: .H(FEET) = 0.57 HALFSTREET FLOOD WIDTHCFEET) = 10.00 VELOCITY(FEET/SEC.) = 3.54 DEPTH*VELOCITY(FT*FT/SEC.) *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 520.0 FT WITH ELEVATION-DROP = 4.6 FT, IS WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 2.01 9.8 CFS, '1'5.00 ~ LONGEST FLOWPATH FROM NODE 1113.00 TO NODE 1115.00 = 670.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1115.00 TO NODE 1116.00 IS CODE = 61 .....------------------..-.------.-.----------------....---...-............. ~..COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....CSTANOARO CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1297.64 DOWNSTREAM ELEVATIONCFEET) = 1258.04 STREET LENGTHCFEET) = 800.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 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 ESTIMATED FLOWCCFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.60 HALF STREET FLOOD WIDTHCFEET) = 12.15 AVERAGE FLOW VELOCITYCFEET/SEC.) = 8.40 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 5.05 STREET FLOW TRAVEL TIMECMIN.) = 1.59 Te(MIN.) 10.49 1DO YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.3B9 tlNGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8478 L CLASSIFICATION IS "DO BAREA AREA(ACRES) = 4.00 SUBAREA RUNOFFCCFS) TOTAL AREACACRES) = 8.21 PEAK FLOW RATECCFS) = 19.38 11.49 25.12 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.65 HALFSTREET FLOOD WIDTH(FEET) 15.23 FLOW VELOCITY(FEET/SEC.) = 8.43 DEPTH*VELOCITYCFT*FT/SEC.) 5.49 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 800.0 FT WITH ELEVATION.DROP = 39.6 FT, IS 11.6 CFS, WHICH EXCEEDS THE TOP-OF'CURB STREET CAPACITY AT NODE 1116.00 LONGEST FLOWPATH FROM NODE 1113.00 TO NODE 1116.00 = 1470.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1104.00 TO NODE 1116.00 IS CODE = ttt~tDESIGNATE 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.) 10.49 RAINFALL INTENSITYCINCH/HR) = 3.39 TOTAL STREAM AREA(ACRES) = 8.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.12 .....CONFLUENCE DATA ** ~EAM RUNOFF Tc NUMBER (CFS) 1 36.60 2 25.12 CMIN.) 8.46 10.49 INTENSITY CINCH/HOUR) 3.814 3.389 AREA CACRE) 12.33 8.21 ~ *********************************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 ~L 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 CCFS) 1 56.87 2 57.65 TABLE ** Te CMIN.) 8.46 10.49 INTENSITY (INCH/HOUR) 3.814 3.389 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 56.87 TeCMIN.) = 8.46 TOTAL AREACACRES) = 20.54 LONGEST FLOWPATH FROM NODE 1113.00 TO NODE 1116.00 = 1470.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1104.00 TO NODE 1104.00 IS CODE = 7 ---------------------------------------------------------------------------- .....USER SPECIFIED HYOROLOGY INFORMATION AT NODE===== ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 8.46 RAIN INTENSITYCINCH/HOUR) = 3.81 TOTAL AREA(ACRES) = 10.27 TOTAL RUNOFFCCFS) = 6.44 41111i*********************************************************************** ~W PROCESS FROM NODE 11D4.DO TO NODE 1117.00 IS CODE = 61 -------------------------_._-----~------------------------------------------ .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....CSTANDARD CURB SECTION USED)===== ============================================================================ UPSTREAM ELEVATION(FEET) = 1257.B7 DOWNSTREAM ELEVATION(FEET) = 1256.36 STREET LENGTHCFEET) = 180.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.02D OUTSIDE STREET CROSSFALL(DECIMAL) = 0.D80 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Sectian(curb-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 DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTHCFEET) = 10.20 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.45 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.97 .ET FLOW TRAVEL TIMECMIN.) = 0.87 TeCMIN.) = o YEAR RAINFALL INTENSITY(INCH/HOUR) 3.615 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8798 SOIL CLASSIFICATION IS "8" SUBAREA AREACACRES) = 0.20 SUBAREA RUNOFFCCFS) 6.76 9.33 0.64 ~ TOTAL AREA(ACRES) = 10.47 PEAK FLOW RATECCFS) = 7.08 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 10.72 ew VELOCITY(FEET/SEC.) = 3.46 DEPTH*VELOCITY(FT*FT/SEC.) = 2.00 GEST FLOWPATH FROM NODE 1113.00 TO NODE 1117.00 = 1650.00 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 1117.00 TO NODE 1117.00 IS CODE = --------~------------------------------------------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 9.33 RAINFALL INTENSITYCINCH/HR) = 3.62 TOTAL STREAM AREA(ACRES) = 10.47 PEAK FLOW RATECCFS) AT CONFLUENCE = 7.08 **************************************************************************** FLOW PROCESS FROM NODE 1118.00 TO NOOE 1119.00 IS CODE = 21 ---------------------------------------------------------------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 115.00 UPSTREAM ELEVATION = 1263.90 .STREAM ELEVATION = 1261.85 ATION DIFFERENCE = 2.05 C = 0.393*[( 115.00**3)/( 2.05)]**.2 = 5.862 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.667 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8175 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 3.17 TOTAL AREACACRES) = 0.83 TOTAL RUNOFFCCFS) = 3.17 **************************************************************************** FLOW PROCESS FROM NODE 1119.00 TO NODE 1117.00 IS CODE = 61 ----------------.----------------------------------------------------------- ;;.;.COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....CSTANDARO CURB SECTION USED)===== ============================================================================ UPSTREAM ELEVATIONCFEET) = 1261.35 DOWNSTREAM ELEVATION(FEET) = 1256.36 STREET LENGTH(FEET) = 580.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) INSIDE STREET CROSSFALLCOECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Sectian(curb-ta-curb) 0.0150 41111ring/S FRICTION FACTOR-for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 8.31 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.48 ~ HALFSTREET FLOOD WIDTHCFEET) = 5.53 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.26 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.56 STREET FLOW TRAVEL TIMECMIN.) = 2.96 TeCMIN.) 8.82 ~ YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.727 ~GLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .B013 SOIL CLASSIFICATION IS UB" SUBAREA AREA(ACRES) = 3.42 TOTAL AREA(ACRES) = 4.25 SUBAREA RUNOFFCCFS) PEAK FLOW RATECCFS) 10.21 13.38 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTHCFEET) = 9.90 FLOW VELOCITYCFEET/SEC.) = 3.50 DEPTH*VELOCITY(FT*FT/SEC.) 1.98 LONGEST FLOWPATH FROM NODE 1118.00 TO NODE 1117.00 = 695.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1117.00 TO NODE 1117.00 IS CODE = ------------------------------------------------------._---~---------------- .....DESIGNATE INOEPENDENT STREAM FOR CONFLUENCE .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIDNCMIN.) = 8.82 RAINFALL INTENSITYCINCH/HRl = 3.73 TOTAL STREAM AREA(ACRES) = 4.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.38 ** CONFLUENCE DATA ** ~EAM RUNOFF ~ER (CFS) 1 7.08 2 13.38 Te CMIN. ) 9.33 8.82 INTENSITY CINCH/HOUR) 3.615 3.727 AREA CACRE) 10.47 4.25 *********************************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 STREAM NUMBER 1 2 FLOW RATE RUNOFF CCFS) 20.07 20.05 TABLE ** Te (MIN.) 8.82 9.33 INTENSITY (I NCH/HOUR) 3.727 3.615 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 20.07 TeCMIN.) = 8.82 TOTAL AREACACRES) = 14.72 LONGEST FLOWPATH FROM NODE 1113.00 TO NODE 1117.00 = 1650.00 FEET. **************************************************************************** . PROCESS FROM NODE 1117.00 TO NODE 1120.00 IS CODE = 61 ----------------------------------------------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA==-== t~ttt(STANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~1r UPSTREAM ELEVATIONCFEET) = 1256.36 DOWNSTREAM ELEVATION(FEET) 1253.60 STREET LENGTH(FEET) = 275.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 ~TANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = ~IDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-ta-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) = 0.77 HALFSTREET FLOOD WIDTHCFEET) = 22.61 AVERAGE FLOW VELOCITYCFEET/SEC.) 3.91 PRODUCT OF DEPTH&VELDCITYCFT*FT/SEC.) = 3.00 STREET FLOW TRAVEL TIMECMIN.) = 1.17 TeCMIN.) 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.480 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8792 SOIL CLASSIFICATION IS nBn SUBAREA AREA(ACRES) = 0.20 TOTAL AREACACRES) = 14.92 20.38 10.00 SUBAREA RUNOFFCCFS) PEAK FLOW RATECCFS) = 0.61 20.69 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.77 HALFSTREET FLOOD WIDTHCFEET) = 22.82 FLOW VELOCITY(FEET/SEC.) = 3.91 DEPTH*VELOCITYCFT*FT/SEC.) 3.02 ~GEST FLOWPATH FROM NODE 1113.00 TO NODE 1120.00 = 1925.00 FEET. ~*********************************************************************** FLOW PROCESS FROM NODE 1120.00 TO NODE 1120.00 IS CODE = ________________________________M___________________________________________ 4t444DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CDNCENTRATION(MIN.) = 10.00 RAINFALL INTENSITY(INCH/HR) = 3.48 TOTAL STREAM AREA(ACRES) = 14.92 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.69 **************************************************************************** FLOW PROCESS FROM NODE 1121.00 TO NODE 1122.qO IS CODE = 21 ---------------------------------------------------------------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY C1/4 ACRE) TC = K*[CLENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1258.60 DOWNSTREAM ELEVATION = 1256.24 ELEVATION DIFFERENCE = 2.36 .- 0.393*[( 120.00**3)/( 2.36)]**.2 = 5.846 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.674 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8176 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFFCCFS) = 1.34 d ::0. -s-; 5.e& ~ELf' I Q.",-C;o,1.,<'j -I- ((,'3u ~1,1qd;, C bof1.1j ~ I Pie.. s) (;4JuL~ ~ TOTAL AREA(ACRES) = 0.35 TOTAL RUNOFFCCFS) = 1.34 **************************************************************************** FLOW PROCESS FROM NODE 1122.00 TO NODE 1120.00 IS CODE = 61 e------....-------..----.----..------..----------...------------.-.....-- ...COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA .....(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1255.74 DOWNSTREAM ELEVATION(FEET) = 1253.60 STREET LENGTHCFEET) = 250.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) INSIOE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 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 FLaw Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.36 HALFSTREET FLOOD WIDTHCFEET) = 4.07 AVERAGE FLOW VELOCITYC FEET/SEC.) 2.68 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 0.97 STREET FLOW TRAVEL TIME(MIN.) = 1.55 Te(MIN.) = 7.40 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.107 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8085 ~IL CLASSIFICATION IS "B" ~BAREA AREA(ACRES) = 1.50 SUBAREA RUNOFFCCFS) = TOTAL AREACACRES) = 1.85 PEAK FLOW RATECCFS) 3.84 4.98 6.32 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTHCFEET) 4.98 FLOW VELOCITY(FEET/SEC.) = 3.03 DEPTH*VELOCITYCFT*FT/SEC.) = 1.32 LONGEST FLOWPATH FROM NODE 1121.00 TO NODE 1120.00 = 370.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1120.00 TO NODE 1120.00 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 CONCENTRATION(MIN.) = 7.40 RAINFALL INTENSITYCINCH/HR) = 4.11 TOTAL STREAM AREACACRES) = 1.85 PEAK FLOW RATECCFS) AT CONFLUENCE = 6.32 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) a 2' 20.69 ~ 6.32 Te CMIN. ) 10.00 7.40 I NTENS ITY (I NCH/HOUR) 3.480 4.107 AREA CACRE) 14.92 1.85 *********************************YARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED w. 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. ************************************************************************** ~INFALL INTENSITY AND TIME OF CONCENTRATION ""'NFLUENCE FORMULA USED FOR 2 STREAMS. RATIO ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Te INTENSITY NUMBER CCFS) CMIN.) (INCH/HOUR) 1 21.63 7.40 4.107 2 26.04 10.00 3.480 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 26.04 TeCMIN.) = 10.00 TOTAL AREACACRES) = 16.77 LONGEST FLOWPATH FROM NODE 1113.00 TO NODE 1120.00 = 1925.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1120.00 TO NODE 1123.00 IS CODE = 61 ---------------------------------------------------------------------------- tttttCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1253.60 DOWNSTREAM ELEVATION(FEET) = 1251.36 STREET LENGTHCFEET) = 125.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) ~SIDE STREET CROSSFALLCDECIMAL) = 0.020 ~SIDE STREET CROSSFALLCDECIMAL) = 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 ESTIMATEO FLOWCCFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.76 HALFSTREET FLOOD WIDTHCFEET) = 22.10 AVERAGE FLOW VELOCITYCFEET/SEC.) = 5.20 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 3.96 STREET FLOW TRAVEL TIME(MIN.) = 0.40 TeCMIN.) = 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.406 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .B896 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) 0.10 TOTAL AREA(ACRES) = 16.87 26.1? 10.40 P;=-Q,S""J S~ tt&~ - I d~,-,-,( dp'-~-i~/~ SUBAREA RUNOFFCCFS) PEAK FLOW RATECCFS) 0.30 26.34 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.76 HALFSTREET FLOOD WIDTH(FEET) = 22.20 FLOW VELOCITYCFEET/SEC.) = 5.20 DEPTH*VELOCITYCFT*FT/SEC.) = 3.96 LONGEST FLOWPATH FROM NODE 1113.00 TO NODE 1123.00 = 2050.00 FEET. e*********************************************************************** W PROCESS FROM NODE 1123.00 TO NODE 1123.00 IS CODE = 10 --------------------------.-------.------.---------------------------------- .....MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ~ ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 1116.00 TO NODE 1116.00 IS CODE = 7 ~"USER SPECIFIED HYDROLOGY INFORMATION AT NODE 11III======================================================================= USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 8.46 RAIN INTENSITYCINCH/HOUR) = 3.B1 TOTAL AREA(ACRES) = 10.27 TOTAL RUNOFF(CFS) = 6.44 **************************************************************************** FLOW PROCESS FROM NODE 1116.00 TO NODE 1124.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....CSTANDARO CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1258.04 DOWNSTREAM ELEVATIONCFEET) = 1255.97 STREET LENGTHCFEET) = 180.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTHCFEET) = 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 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curbMto-curb) 0.0150 Manning/s FRICTION FACTOR for Back-of-WaLk FLow Section = 0.0200 _*TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) TREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTHCFEET) = 9.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.05 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 2.27 STREET FLOW TRAVEL TIMECMIN.) = 0.74 Te(MIN.) = 9.20 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.643 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7995 SOIL CLASSIFICATION IS "8" SUBAREA AREACACRES) = 0.75 SUBAREA RUNOFFCCFS) TOTAL AREACACRES) = 11.02 PEAK FLOW RATECCFS) 7.n 2.18 8.62 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTHCFEET) = 11.23 FLOW VELOCITYCFEET/SEC.) = 4.04 DEPTH*VELOCITY(FT*FT/SEC.) 2.37 LONGEST FLOWPATH FROM NODE 1113.00 TO NODE 1124.00 = 2230.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1124.00 TO NODE 1125.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....CSTANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1255.97 DOWNSTREAM ELEVATION(FEET) = 1253.80 STREET LENGTH(FEET) = 275.00 CURB HEIGHT(INCHES) = 6.0 41111JEET 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 = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for StreetfLaw Sectian(curb-to-curb) = 0.0150 ~ning,S FRICTION FACTOR for Baek-of-Walk Flow Seetion = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) 9.96 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.65 HALFSTREET FLOOD WIDTH(FEET) = 15.13 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.37 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 2.19 STREET FLOW TRAVEL TIMECMIN.) = 1.36 TeCMIN.) = 10.56 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.377 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .7935 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) 1.00 TOTAL AREA(ACRES) = 12.02 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 2.68 11.30 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.67 HALFSTREET FLOOD WIDTHCFEET) = 16.66 FLOW VELOCITYCFEET/SEC.) = 3.38 DEPTH*VELOCITYCFT*FT/SEC.) = 2.28 LONGEST FLOWPATH FROM NODE 1113.00 TO NODE 1125.00 = 2505.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1125.00 TO NODE 1126.00 IS CODE = 61 tttttCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....(STANDARO CURB SECTION USED)===== ~======================================================================== TREAM ELEVATIONCFEET) = 1253.60 DOWNSTREAM ELEVATION(FEET) = 1251.23 TREET LENGTH(FEET) = 125.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 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 = 2 STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION fACTOR for StreetfLaw Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Seet;on = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.96 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.47 HALFSTREET FLOOD WIDTHCFEET) = 5.47 AVERAGE FLOW VELOCITYCFEET/SEC.) 4.80 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) 2.27 STREET FLOW TRAVEL TIMECMIN.) = 0.43 Te(MIN.) = 11.00 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.303 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7916 SOIL CLASSIFICATION IS "Bn SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 12.52 PEAK FLOW RATE(CFS) ~ OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) 5.59 FLOW VELOCITY(FEET/SEC.) = 4.85 DEPTH*VELOCITYCFT*FT/SEC.) = LONGEST FLOWPATH FROM NODE 1113.00 TO NODE 1126.00 = 2630.00 1.31 12.61 2.34 FEET. ~'\ **************************************************************************** FLOW PROCESS FROM NODE 1123.00 TO NODE 1126.00 IS CODE = 11 -------------------.-------------------------------------------------------- ........CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY ~=======================================================~========== ** MAIN STREAM NUMBER 1 LONGEST STREAM CONFLUENCE DATA ** RUNOFF Te INTENSITY (CFS) (MIN.) (INCH/HOUR) 12.61 11.00 3.303 FLOWPATH FROM NODE 1113.00 TO NODE AREA (ACRE) 12.52 1126.00 2630.00 FEET. d",O,';-3 5...tV ~Lf:-I d4tul~ ** MEMORY STREAM NUMBER 1 LONGEST BANK # 2 CONFLUENCE DATA ** RUNOFF Te INTENSITY (CFS) (MIN.) (INCH/HOUR) 26.34 10.40 3.406 FLOWPATH FROM NODE 1113.00 TO NODE AREA (ACRE) 16.87 1126.00 = 2050.00 FEET. *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO 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. ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Te NUMBER (CFS) 1 38.27 2 38.16 ~PUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = (MIN.) 10.40 11.00 I NTENS lTY (I NCH/HOUR) 3.406 3.303 ESTIMATES ARE AS FOLLOWS: = 38.27 Tc(MIN.) = 29.39 10.40 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 29.39 TC(MIN.) = 38.27 10.40 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ============================================================================ END OF RATIONAL METHOD ANALYSIS e ~ofb **************************************************************************** - 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: 17:04 09/24/2001 ============================================================================ ********'t~2r************ DESCRIPTION OF STUDY ************************** * nodes t+fOO & 1125 * * q= 20.69 efs (node 1120) + 11.30 (node 1125) =31.99 efs * * 100-year * ************************************************************************** **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION===== ---------------------------------------------------------------------------- CONSTANT STREET GRADECFEET/FEET) = 0.010000 CONSTANT STREET FLOW(CFS) = 31.99 AVERAGE STREET FLOW FRICTION FACTORCMANNING) = 0.015000 ~ONSTANT SYMMETRICAL STREET HALF-WIDTHCFEET) = 20.00 ~ISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 INTERIOR STREET CROSSFALLCDECIMAL) = 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) = 0.03150 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES ***STREET FLOWING FULL*** ============================================================================ STREET FLOW MODEL RESULTS: --------------------.-----------------------------.------------------------- NOTE: STREET FLOW EXCEEDS TOP OF CUR8. 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 DEPTHCFEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITYCFEET/SEC.) PRODUCT OF DEPTH&VELOCITY =. 1.94 20.00 3.68 ============================================================================ . ~ **************************************************************************** e 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: 17:09 09/24/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * nodes 1120 - 1123 & 1125 -1126 * 100-YEAR * * * * ************************************************************************** **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION===== ------------------------------.-----------.--------------------_._-------~-- CONSTANT STREET GRADECFEET/FEET) = 0.018000 CONSTANT STREET FLOW(CFS) = 38.27 .AVERAGE STREET FLOW FRICTION FACTDR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 18.00 INTERIOR STREET CROSSFALLCDECIMAL) = 0.020000 OUTSIOE STREET CROSSFALL(DECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHTCFEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIPCFEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES ***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 DEPTHCFEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.41 PRODUCT OF DEPTH&VELOCITY = 2.32 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ~ .*.*.*...******.***.*****.********....****.*.*...********.*****.******.*...* 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 e Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 *******************...**.* DESCRIPTION OF STUDY · 100 year * BASIN 1100 LINES G & T · NODES 1127-1140 AND 1151 _ 1153 ************************** ***.***************.**.*******.***************************.*************** * * * FILE NAME: 1100.DAT TIME/DATE OF STUDY: 14:37 08/16/2001 ---------------------------------------------------------------------------- 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) ~ 2.350 ~10-YEAR STORM 50-MINUTE INTENSITY (INCH/HOUR) ~ 0.880 100-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) ~ 3.480 100-YEAR STORM 50-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 I-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 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: 1. Relative FlOW-Depth ~ 0.00 FEET as (Maximum Allowable Street Flow Depth) _ (Top-af-Curb) 2. (Depth) * (Velacity) Constraint ~ 0.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *****..****.*********.****.*************.***.*..********..*...*********.**** eOW PROCESS FROM NODE 1127.00 TO NODE 1128.00 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 = 1265.70 ~OWNSTREAM ELEVATION = 1263.59 ~LEVATION DIFFERENCE = 2.11 TC = 0.393*[( 120.00**3)/( 2.11)]**.2 5.979 100 YEAR RAINFALL' INTENSITY (INCH/HOUR) = 4.617 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8605 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF (CFS) = 2.11 TOTAL AREA(ACRES) = 0.53 TOTAL RUNOFF(CFS) = 2.11 **************************************************************************** FLOW PROCESS FROM NODE 1128.00 TO NODE 1129.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ;~========================================================================== UPSTREAM ELEVATION(FEET) = 1263.09 DOWNSTREAM ELEVATION(FEET) = 1257.53 STREET LENGTH (FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DECIMAL) OUTSIDE STREET CROSSFALL(DECIMAL) GRADEBREAK(FEET) = 0.020 = 0.080 18.00 SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) 0.020 ~anning's FRICTION FACTOR for Street flow 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) 4.49 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 4.73 AVERAGE FLOW VELOCITY(FEET/sEC.) = 4.75 PRODUCT OF DEPTH&VELOCITY(FT*FT/sEC.) = 1.97 STREET FLOW TRAVEL TIME(MIN.) = 0.88 Tc(MIN.) = 6.86 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.282 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8577 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) 1.30 SUBAREA RUNOFF (CFS) = 4.77 TOTAL AREA(ACRES) = 1.83 PEAK FLOW RATE (CFS) 6.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) 5.61 FLOW VELOCITY (FEET/sEC.) = 5.25 DEPTH*VELOCITY(FT*FT/SEC.) = 2.55 LONGEST FLOWPATH FROM NODE 1127.00 TO NODE 1129.00 = 370.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1129.00 TO NODE 1129.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< . * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *.* * * * * * * * * ============================================================================ FLOW PROCESS FROM NODE 1130.00 TO NODE 1131.00 IS CODE = 21 --:::::~~~;~~~-~~~~;~-~~~~~~~-~~~~~~-~~~~~~~:::::-----------------------~~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 ~INITIAL SUBAREA FLOW-LENGTH = 110.00 ~UPSTREAM ELEVATION = 1289.80 DOWNSTREAM ELEVATION = 1287.74 ELEVATION DIFFERENCE = 2.06 TC = 0.393*[( 110.00**3)/( 2.06)]**.2 = 5.702 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.739 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8614 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 1.43 TOTAL AREA(ACRES) = 0.35 TOTAL RUNOFF(CFS) = 1.43 **************************************************************************** FLOW PROCESS FROM NODE 1131. 00 TO NODE 1132.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 1287.24 DOWNSTREAM ELEVATION(FEET) = 1261.26 STREET LENGTH(FEET) = 650.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DEClMAL) OUTSIDE STREET CROSSFALL(DEClMAL) GRADEBREAK(FEET) = 0.020 = 0.080 18.00 ~SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ~STREET PARKWAY CROSSFALL(DEClMAL) = 0.020 Manning's FRICTION FACTOR for Street flow Section (curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 6.56 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 4.89 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.50 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 2.78 STREET FLOW TRAVEL TIME(MIN.) = 1.67 Tc(MIN.) = 7.37 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.116 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8561 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) 10.22 TOTAL AREA(ACRES) = 3.25 PEAK FLOW RATE (CFS) = 11.65 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 7.44 FLOW VELOCITY(FEET/SEC.) = 7.43 DEPTH*VELOCITY(FT*FT/SEC.) 3.91 LONGEST FLOWPATH FROM NODE 1130.00 TO NODE 1132.00 = 760.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1132.00 TO NODE 1132.00 IS CODE = 1 ---------------------------------------------------------------------------- e>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ========================================================================== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: k,1h TIME OF CONCENTRATION(MIN.) = 7.37 ~~ RAINFALL INTENSITY (INCH/HR) = 4.12 TOTAL STREAM AREA(ACRES) = 3.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.65 ~************************************************************************** ~FLOW PROCESS FROM NODE 1133.00 TO NODE 1134.00 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 = 61.00 UPSTREAM ELEVATION = 1289.80 DOWNSTREAM ELEVATION = 1287.79 ELEVATION DIFFERENCE = 2.01 TC = 0.393*[( 61.00**3)/( 2.01)]**.2 4.023 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 "D" SUBAREA RUNOFF (CFS) = 0.31 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.31 **************************************************************************** FLOW PROCESS FROM NODE 1134.00 TO NODE 1135.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ~~~~~~~~:~~~~~~i~~:;~i;):~:~~~;~;~::~;~~i~~~:~~j~f;~;;~~~i;)=:=~;~~~~~== STREET HALFWIDTH(FEET) = 30_00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DEClMAL) OUTSIDE STREET CROSSFALL(DEClMAL) GRADE BREAK (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 Street flow Section (curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 4.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 4.22 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.22 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.32 STREET FLOW TRAVEL TIME(MIN.) = 1.61 Tc(MIN.) 6.61 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.370 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8585 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 2.35 SUBAREA RUNOFF (CFS) = 8.82 TOTAL AREA(ACRES) = 2.42 PEAK FLOW RATE(CFS) = 9.12 ~END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 5.47 FLOW VELOCITY(FEET/SEC.) = 7.32 DEPTH*VELOCITY(FT*FT/SEC.) 3.47 LONGEST FLOW PATH FROM NODE 1133.00 TO NODE 1135.00 = 661.00 FEET. ~~ FLOW PROCESS FROM NODE 1135.00 TO NODE **************************************************************************** 1 1135.00 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.) 6.61 RAINFALL INTENSITY (INCH/HR) = 4.37 TOTAL STREAM AREA(ACRES) = 2.42 PEAK FLOW RATE (CFS) AT CONFLUENCE = 9.12 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 11.65 2 9.12 Tc (MIN. ) 7.37 6.61 INTENSITY ( INCH/HOUR) 4.116 4.370 AREA (ACRE) 3.25 2.42 *********************************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. a** PEAK _STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 19.57 20.24 TABLE ** Tc (MIN. ) 6.61 7.37 INTENSITY ( INCH/HOUR) 4.370 4.116 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 20.24 Tc(MIN.) = 7.37 TOTAL AREA(ACRES) = 5.67 LONGEST FLOWPATH FROM NODE 1130.00 TO NODE 1135.00 = 760.00 FEET. FLOW PROCESS FROM NODE 1135.00 TO NODE **************************************************************************** 1135.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 7.37 RAIN INTENSITY(INCH/HOUR) = 4.12 TOTAL AREA(ACRES); 5.67 TOTAL RUNOFF(CFS) = 4.14 FLOW PROCESS FROM NODE 1129.00 TO NODE **************************************************************************** 1129.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ e** MAIN STREAM NUMBER 1 LONGEST STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) 4.14 7.37 4.115 FLOWPATH FROM NODE 1130.00 TO NODE AREA (ACRE) 5.67 1129.00 = 760.00 FEET. '^'~ ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) ~ 1 6.88 6.86 4.282 ~ONGEST FLOWPATH FROM NODE 1127.00 TO NODE AREA (ACRE) 1. 83 1129.00 = 370.00 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 STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 10.73 10.75 TABLE ** Tc (MIN. ) 6.86 7.37 INTENSITY ( INCH/HOUR) 4.282 4.115 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE AS FOLLOWS: = 10.73 Tc(MIN.) = 7.50 6.86 **************************************************************************** FLOW PROCESS FROM NODE 1129.00 TO NODE 1136.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ============================================================================ ~PSTREAM ELEVATION (FEET) = 1257.53 DOWNSTREAM ELEVATION (FEET) ~TREET LENGTH (FEET) = 200.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 = 1249.38 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DEClMAL) OUTSIDE STREET CROSSFALL(DEClMAL) GRADEBREAK(FEET) = 0.020 = 0.080 18.00 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) 12.15 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 7.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.51 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 4.00 STREET FLOW TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 7.30 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.137 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8091 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.85 SUBAREA RUNOFF(CFS) = 2.85 TOTAL AREA(ACRES) = 8.35 PEAK FLOW RATE(CFS) 13.58 411tND OF SUBAREA STREET FLOW HYDRAULICS: ~EPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 9.08 FLOW VELOCITY(FEET/SEC.) = 7.61 DEPTH*VELOCITY(FT*FT/SEC.) = 4.20 LONGEST FLOWPATH FROM NODE 1130.00 TO NODE 1136.00 = 960.00 FEET. w **************************************************************************** FLOW PROCESS FROM NODE 1136.00 TO NODE 1136.00 IS CODE; 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< 411t~;;:~;;;~;~~;;;~~~;~;;;;;~~;;~~~~~~7;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;; TC(MIN); 7.30 RAIN INTENSITY (INCH/HOUR) ; 4.14 TOTAL AREA(ACRES); 8.35 TOTAL RUNOFF(CFS) ; 8.18 **************************************************************************** FLOW PROCESS FROM NODE 1136.00 TO NODE 1136.00 IS CODE; 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS; 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.); 7.30 RAINFALL INTENSITY (INCH/HR) ; 4.14 TOTAL STREAM AREA(ACRES); 8.35 PEAK FLOW RATE (CFS) AT CONFLUENCE; 8.18 **************************************************************************** FLOW PROCESS FROM NODE 1137.00 TO NODE 1138.00 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; 140.00 ~PSTREAM ELEVATION; 1266.70 DOWNSTREAM ELEVATION; 1263.38 ELEVATION DIFFERENCE; 3.32 TC ; 0.393*[( 140.00**3)/( 3.32)]**.2 5.990 100 YEAR RAINFALL INTENSITY (INCH/HOUR) ; 4.612 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT; .8604 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) ; 0.83 TOTAL AREA(ACRES) ; 0.21 TOTAL RUNOFF(CFS) ; 0.83 **************************************************************************** FLOW PROCESS FROM NODE 1138.00 TO NODE 1139.00 IS CODE; 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ============================================================================ UPSTREAM ELEVATION(FEET) ; 1262.88 DOWNSTREAM ELEVATION(FEET) ; 1258.24 STREET LENGTH(FEET); 250.00 CURB HEIGHT(INCHES) ; 6.0 STREET HALFWIDTH(FEET) ; 30.00 DISTANCE 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 ~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-Walk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) ; 2.46 ~'\ STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 3.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.82 ... PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.32 ~STREET FLOW TRAVEL TIME(MIN.) = 1.09 Tc(MIN.) 7.08 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.207 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8570 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF (CFS) 3.25 TOTAL AREA(ACRES) = 1.11 PEAK FLOW RATE(CFS) = 4.08 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 4.73 FLOW VELOCITY(FEET/SEC.) = 4.31 DEPTH*VELOCITY(FT*FT/SEC.) = 1.79 LONGEST FLOWPATH FROM NODE 1137.00 TO NODE 1139.00 = 390.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1139.00 TO NODE 1140.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< :;;:======================================================================== UPSTREAM ELEVATION(FEET) = 1258.24 DOWNSTREAM ELEVATION(FEET) = 1247.44 STREET LENGTH (FEET) = 200.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DEClMAL) 0.020 _OUTSIDE STREET CROSSFALL(DEClMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS 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) = 4.26 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 3.87 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.56 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.27 STREET FLOW TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) 7.59 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.050 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8911 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF (CFS) 0.36 TOTAL AREA(ACRES) = 1.21 PEAK FLOW RATE (CFS) = 4.44 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 3.93 FLOW VELOCITY(FEET/SEC.) = 6.64 DEPTH*VELOCITY(FT*FT/SEC.) = 2.33 LONGEST FLOWPATH FROM NODE 1137.00 TO NODE 1140.00 = 590.00 FEET. **************************************************************************** ~FLOW PROCESS FROM NODE 1151.00 TO NODE 1152.00 IS CODE = 21 ~-------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM />>'0 DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K* [(LENGTH**3) 1 (ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 125.00 UPSTREAM ELEVATION = 1252.20 ~OWNSTREAM ELEVATION = 1249.31 ~LEVATION DIFFERENCE = 2.89 TC = 0.393*[( 125.00**3)/( 2.89)]**.2 = 5.753 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.715 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8182 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF (CFS) = 0.46 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.46 **************************************************************************** FLOW PROCESS FROM NODE 1152.00 TO NODE 1153.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 1248.81 DOWNSTREAM ELEVATION(FEET) = 1245.73 STREET LENGTH (FEET) = 200.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DEClMAL) OUTSIDE STREET CROSSFALL(DEClMAL) GRADEBREAK(FEET) = 0.020 = 0.080 18.00 SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF 2 STREET PARKWAY CROSSFALL(DEClMAL) = 0.020 ~anning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = ~anningls FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 1.81 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 2.60 AVERAGE FLOW VELOCITY(FEET/sEC.) 2.83 PRODUCT OF DEPTH&VELOCITY(FT*FT/sEC.) = 0.69 STREET FLOW TRAVEL TIME(MIN.) = 1.18 Tc(MIN.) = 6.93 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.256 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8111 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) 0.78 SUBAREA RUNOFF (CFS) 2.69 TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 3.16 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 3.31 FLOW VELOCITY(FEET/sEC.) = 3.22 DEPTH*VELOCITY(FT*FT/sEC.) = 0.97 LONGEST FLOWPATH FROM NODE 1151.00 TO NODE 1153.00 = 325.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1148.00 TO NODE 1153.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ ~OTAL NUMBER OF STREAMS = 4 ~ONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.93 RAINFALL INTENSITY (INCH/HR) = 4.26 TOTAL STREAM AREA(ACRES) = 0.90 ~~ PEAK FLOW RATE (CFS) AT CONFLUENCE = 3.16 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) 0.90 TC(MIN.) 6.93 .EAK FLOW RATE(CFS) = 3.16 -========================================================================= ============================================================================ END OF RATIONAL METHOD ANALYSIS 1 e . L\1P e RATIONAL HYDROLOGY OUTPUT: e DRAINAGE BASIN 1200 LINES S, S1, S2, S3, S4, & U . t>.,1> **************************************************************************** e 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 ----j!~6-~---~i-~_________________________t~_::r~~I<:_______________________ FILE NAME: 10L12.DAT TIME/DATE OF STUDY: 09:41 08/17/2001 ---------------------------------------------------------------------------- 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 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 ~LOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536 ~OMPUTED 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 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 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 WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1201. 00 TO NODE 1202.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM ~ DEVELOPMENT IS COMMERCIAL ~C = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 1303.66 DOWNSTREAM ELEVATION = 1298.11 p..1Y ELEVATION DIFFERENCE = 5.55 TC = 0.303*[( 600.00**3)!( 5.55)]**.2 9.991 10 YEAR RAINFALL INTENSITY (INCH!HOUR) = 2.385 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8859 a SOIL CLASSIFICATION IS "D" ~SUBAREA RUNOFF(CFS) = 2.28 TOTAL AREA(ACRES) = 1.08 TOTAL RUNOFF(CFS) = 2.28 **************************************************************************** FLOW PROCESS FROM NODE 1202.00 TO NODE 1202.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.99 RAINFALL INTENSITY (INCH/HR) = 2.38 TOTAL STREAM AREA(ACRES) = 1.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.28 **************************************************************************** FLOW PROCESS FROM NODE 1203.00 TO NODE 1204.00 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 = 155.00 aUPSTREAM ELEVATION = 1303.20 ~DOWNSTREAM ELEVATION = 1301.10 ELEVATION DIFFERENCE = 2.10 TC = 0.393*[( 155.00**3)/( 2.10)]**.2 = 6.978 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.906 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8403 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF (CFS) = 0.49 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.49 **************************************************************************** FLOW PROCESS FROM NODE 1204.00 TO NODE 1202.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 1300.60 DOWNSTREAM ELEVATION (FEET) = 1298.11 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DEClMAL) OUTSIDE STREET CROSSFALL(DEClMAL) GRADEBREAK(FEET) = = 0.020 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DEClMAL) = 0.020 ~anning's 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: 1. 53 J>..'V'7 STREET FLOW DEPTH(FEET) ; 0.34 HALFSTREET FLOOD WIDTH(FEET); 3.81 AVERAGE FLOW VELOCITY(FEET/SEC.); 2.42 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.); 0.83 ~STREET FLOW TRAVEL TIME(MIN.); 2.27 Tc(MIN.); ~ 10 YEAR RAINFALL INTENSITY (INCH/HOUR) ; 2.489 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT; .8318 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES); 1.00 TOTAL AREA(ACRES); 1.20 9.25 SUBAREA RUNOFF(CFS) ; PEAK FLOW RATE(CFS) ; 2.07 2.56 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) ; 0.41 HALFSTREET FLOOD WIDTH(FEET); 4.69 FLOW VELOCITY(FEET/SEC.) ; 2.75 DEPTH*VELOCITY(FT*FT/SEC.); 1.13 LONGEST FLOW PATH FROM NODE 1203.00 TO NODE 1202.00; 485.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1202.00 TO NODE 1202.00 IS CODE; 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS; 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.); 9.25 RAINFALL INTENSITY (INCH/HR) ; 2.49 TOTAL STREAM AREA(ACRES); 1.20 PEAK FLOW RATE (CFS) AT CONFLUENCE; 2.56 **************************************************************************** ~FLOW PROCESS FROM NODE 1205.00 TO NODE 1206.00 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; 155.00 UPSTREAM ELEVATION; 1303.20 DOWNSTREAM ELEVATION; 1301.10 ELEVATION DIFFERENCE; 2.10 TC ; 0.393*[( 155.00**3)/( 2.10)]**.2; 6.978 10 YEAR RAINFALL INTENSITY (INCH/HOUR) ; 2.906 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT; .8403 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) ; 0.49 TOTAL AREA (ACRES) ; 0.20 TOTAL RUNOFF(CFS) ; 0.49 **************************************************************************** FLOW PROCESS FROM NODE 1206.00 TO NODE 1202.00 IS CODE; 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ~~~~~~~~~~~~~~~~~~~~~~~==~=========================================~=====~== UPSTREAM ELEVATION(FEET) ; 1300.60 DOWNSTREAM ELEVATION(FEET) ; 1298.11 STREET LENGTH(FEET); 300.00 CURB HEIGHT (INCHES) 6.0 411rTREET 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 ~U~ SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DEClMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section (curb-to-curb) = 0.0150 411ranning'S FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) 1.55 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 3.75 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.53 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.85 STREET FLOW TRAVEL TIME(MIN.) = 1.98 Tc(MIN.) = 8.96 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.533 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8328 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF (CFS) = 2.11 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 2.60 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 4.63 FLOW VELOCITY(FEET/SEC.) = 2.86 DEPTH*VELOCITY(FT*FT/SEC.) = 1.16 LONGEST FLOWPATH FROM NODE 1205.00 TO NODE 1202.00 = 455.00 FEET. FLOW PROCESS FROM NODE **************************************************************************** 1 1202.00 TO NODE 1202.00 IS CODE = ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ~;;~~=~~;~=;;=~;~;~~=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.96 RAINFALL INTENSITY (INCH/HR) = 2.53 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.60 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 2.28 2 2.56 3 2.60 Tc (MIN.) 9.99 9.25 8.96 INTENSITY ( INCH/HOUR) 2.385 2.489 2.533 AREA (ACRE) 1. 08 1.20 1. 20 *********************************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 3 STREAMS. * * PEAK ~STREAM BER 1 2 3 FLOW RATE RUNOFF (CFS) 7.12 7.22 7.18 TABLE ** Tc (MIN.) 8.96 9.25 9.99 INTENSITY ( INCH/HOUR) 2.533 2.489 2.385 p..1I> COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) = 7.12 Tc(MIN.) = 8.96 TOTAL AREA(ACRES) = 3.48 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1202.00 = 600.00 FEET. 4IIl************************************************************************* FLOW PROCESS FROM NODE 1202.00 TO NODE 1207.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 1298.11 DOWNSTREAM ELEVATION(FEET) = 1295.63 STREET LENGTH (FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 33.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DEClMAL) OUTSIDE STREET CROSSFALL(DEClMAL) GRADEBREAK(FEET) = = 0.020 0.080 20.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DEClMAL) = 0.020 Manning'S FRICTION FACTOR for Street flow 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) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 10.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.76 ~ PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.15 ~TREET FLOW TRAVEL TIME(MIN.) = 1.11 Tc(MIN.) = 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.375 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8858 SOIL CLASSIFICATION IS "D" SUBAREA AREA (ACRES) = 0.30 TOTAL AREA(ACRES) = 3.78 7.44 y~ o. ttit I S.w\A.tl...f- J rrtL .'_U,FVI'"'( .;V-MJ.fL.U4 10.06 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE (CFS) 0.63 7.75 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 10.87 FLOW VELOCITY(FEET/SEC.) = 3.74 DEPTH*VELOCITY(FT*FT/SEC.) = 2.18 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1207.00 = 850.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1207.00 TO NODE 1207.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 10.06 RAINFALL INTENSITY (INCH/HR) = 2.38 TOTAL STREAM AREA(ACRES) = 3.78 PEAK FLOW RATE (CFS) AT CONFLUENCE = 7.75 **************************************************************************** ~LOW PROCESS FROM NODE 1208.00 TO NODE 1209.00 IS CODE = 21 ~------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM f>...1? DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 200.00 UPSTREAM ELEVATION = 1300.80 ~OWNSTREAM ELEVATION = 1298.46 ~LEVATION DIFFERENCE = 2.34 TC = 0.393*[( 200.00**3)/( 2.34)]**.2 7.956 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.703 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8365 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF (CFS) = 0.45 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.45 **************************************************************************** FLOW PROCESS FROM NODE 1209.00 TO NODE 1207.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ============================================================================ UPSTREAM ELEVATION (FEET) = 1297.96 DOWNSTREAM ELEVATION(FEET) = 1295.63 STREET LENGTH (FEET) = 320.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DEClMAL) OUTSIDE STREET CROSSFALL(DEClMAL) GRADEBREAK(FEET) = 0.020 = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DEClMAL) = 0.020 ~anningrs 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) 1.41 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALF STREET FLOOD WIDTH(FEET) = 2.74 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.01 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.51 STREET FLOW TRAVEL TIME(MIN.) = 2.66 Tc(MIN.) = 10.61 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.307 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8273 SOIL CLASSIFICATION IS "D" SUBAREA AREA (ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 1.91 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE (CFS) 2.36 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) 3.44 FLOW VELOCITY(FEET/SEC.) = 2.26 DEPTH*VELOCITY(FT*FT/SEC.) = 0.70 LONGEST FLOW PATH FROM NODE 1208.00 TO NODE 1207.00 = 520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1207.00 TO NODE 1207.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ~~;~=~;~~=~;=~i~~~=:==;============================================== ~ONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 10.61 RAINFALL INTENSITY (INCH/HR) = 2.31 TOTAL STREAM AREA (ACRES) = 1 .20 t>..1> PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.36 **************************************************************************** FLOW PROCESS FROM NODE 1210.00 TO NODE 1211.00 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 = 110.00 UPSTREAM ELEVATION = 1300.60 DOWNSTREAM ELEVATION = 1298.32 ELEVATION DIFFERENCE = 2.28 TC = 0.393*[( 110.00**3)/( 2.28)]**.2 = 5.587 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.284 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8464 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 0.56 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.56 **************************************************************************** FLOW PROCESS FROM NODE 1211.00 TO NODE 1207.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1297.82 DOWNSTREAM ELEVATION(FEET) = 1295.63 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) 6.0 411fTREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DEClMAL) OUTSIDE STREET CROSSFALL(DEClMAL) GRADEBREAK(FEET) = 0.020 = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS 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) = 1.70 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 4.07 AVERAGE FLOW VELOCITY(FEET/sEC.) = 2.38 PRODUCT OF DEPTH&VELOCITY(FT*FT/sEC.) = 0.86 STREET FLOW TRAVEL TIME(MIN.) = 2.31 Tc(MIN.) = 7.90 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.714 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8367 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.27 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 2.83 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.44 HALF STREET FLOOD WIDTH(FEET) = 5.00 ~LOW VELOCITY(FEET/sEC.) = 2.69 DEPTH*VELOCITY(FT*FT/sEC.) = 1.17 ~ONGEST FLOWPATH FROM NODE 1210.00 TO NODE 1207.00 = 440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1207.00 TO NODE 1207.00 IS CODE = 1 b.:.1b >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ ~OTAL NUMBER OF STREAMS = 3 ~ONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 7.90 RAINFALL INTENSITY (INCH/HR) = 2.71 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.83 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 7.75 2 2.36 3 2.83 Tc (MIN. ) 10.06 10.61 7.90 INTENSITY (INCH/HOUR) 2.375 2.307 2.714 AREA (ACRE) 3.78 1. 20 1. 20 *********************************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 3 STREAMS. ** PEAK STREAM rB~R 2 3 FLOW RATE RUNOFF (CFS) 10.67 12.47 12.29 TABLE ** Tc (MIN. ) 7.90 10.06 10.61 INTENSITY ( INCH/HOUR) 2.714 2.375 2.307 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.47 Tc(MIN.) = 10.06 TOTAL AREA(ACRES) = 6.18 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1207.00 850.00 FEET. FLOW PROCESS FROM NODE **************************************************************************** 1212.00 IS CODE = 61 1207.00 TO NODE >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 1295.63 DOWNSTREAM ELEVATION (FEET) = 1285.83 STREET LENGTH (FEET) = 800.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 33.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DECIMAL) OUTSIDE STREET CROSSFALL(DECIMAL) GRADEBREAK(FEET) 0.020 = 0.080 20.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 .anning's FRICTION FACTOR for Street flow Section (curb-ta-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: 13.28 p..1J.. STREET FLOW DEPTH(FEET) = 0.66 HALFSTREET FLOOD WIDTH(FEET) = 15.93 AVERAGE FLOW VELOCITY(FEETjSEC.) = 4.21 PRODUCT OF DEPTH&VELOCITY(FT*FTjSEC.) 2.79 ~TREET FLOW TRAVEL TIME(MIN.) = 3.17 Tc(MIN.) = ~ 10 YEAR RAINFALL INTENSITY (INCHjHOUR) = 2.043 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8839 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.90 TOTAL AREA(ACRES) = 7.08 J==- 13.23 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) OH--rl S-u-. k 9...J; -I J!-r~f 1. 63 14.09 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.67 HALFSTREET FLOOD WIDTH(FEET) = 16.71 FLOW VELOCITY(FEETjSEC.) = 4.19 DEPTH*VELOCITY(FT*FTjSEC.) 2.83 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1212.00 = 1650.00 FEET. FLOW PROCESS FROM NODE 1212.00 IS CODE = **************************************************************************** 7 1212.00 TO NODE >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER--SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.23 RAIN INTENSITY (INCHjHOUR) = 2.04 TOTAL AREA(ACRES) = 3.54 TOTAL RUNOFF(CFS) = 7.05 FLOW PROCESS FROM NODE 1212.00 TO NODE **************************************************************************** 1213.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< e>>>>> (STANDARD CURB SECTION USED) <<<<< ========================================================================== UPSTREAM ELEVATION(FEET) = 1285.52 DOWNSTREAM ELEVATION(FEET) = 1278.15 STREET LENGTH(FEET) = 210.00 CURB HEIGHT(INCHES) 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DEClMAL) OUTSIDE STREET CROSSFALL(DEClMAL) GRADEBREAK(FEET) 0.020 = 0.080 18.00 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) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 5.20 AVERAGE FLOW VELOCITY(FEETjSEC.) = 6.32 PRODUCT OF DEPTH&VELOCITY(FT*FTjSEC.) = 2.86 STREET FLOW TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 13.78 10 YEAR RAINFALL INTENSITY (INCHjHOUR) = 1.998 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8690 SOIL CLASSIFICATION IS "B" SUBAREA AREA (ACRES) = 0.13 SUBAREA RUNOFF (CFS) = 4ItTOTAL AREA(ACRES) = 3.67 PEAK FLOW RATE(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 5.24 FLOW VELOCITY(FEETjSEC.) = 6.33 DEPTH*VELOCITY(FT*FTjSEC.) = 7.16 0.23 7.28 2.88 /)..'?o LONGEST FLOW PATH FROM NODE 1201.00 TO NODE 1213.00 = 1860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1213.00 TO NODE 1213.00 IS CODE = 1 ~------------------------------------------------------------------------- ~>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 13.78 RAINFALL INTENSITY (INCH/HR) = 2.00 TOTAL STREAM AREA(ACRES) = 3.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.28 **************************************************************************** FLOW PROCESS FROM NODE 1214.00 TO NODE 1215.00 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 = 150.00 UPSTREAM ELEVATION = 1297.50 DOWNSTREAM ELEVATION = 1294.73 ELEVATION DIFFERENCE = 2.77 TC = 0.393*[( 150.00**3)/( 2.77)]**.2 6.473 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.029 SINGLE-FAMILY(l/4 ACRE LOT) RUNOFF COEFFICIENT = .8424 asOIL CLASSIFICATION IS "D" ~UBAREA RUNOFF (CFS) = 0.64 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.64 **************************************************************************** FLOW PROCESS FROM NODE 1215.00 TO NODE 1213.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 1294.73 DOWNSTREAM ELEVATION(FEET) = 1278.15 STREET LENGTH(FEET) = 550.00 CURB HEIGHT (INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE 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-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 2.84 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 . HALFSTREET FLOOD WIDTH(FEET) = 3.68 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.78 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.58 STREET FLOW TRAVEL TIME(MIN.) = 1.92 Tc(MIN.) = 8.39 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.625 1>...1)\ SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT; .8349 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES); 2.00 SUBAREA RUNOFF(CFS); 4.38 TOTAL AREA(ACRES); 2.25 PEAK FLOW RATE(CFS) 5.02 411tND OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) ; 0.41 HALF STREET FLOOD WIDTH (FEET) 4.65 FLOW VELOCITY(FEET/sEC.) ; 5.49 DEPTH*VELOCITY(FT*FT/sEC.) 2.24 LONGEST FLOWPATH FROM NODE 1214.00 TO NODE 1213.00; 700.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1213 .00 TO NODE 1213.00 IS CODE; 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS; 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 8.39 RAINFALL INTENSITY (INCH/HR) ; 2.63 TOTAL STREAM AREA(ACRES); 2.25 PEAK FLOW RATE(CFS) AT CONFLUENCE; 5.02 **************************************************************************** FLOW PROCESS FROM NODE 1216.00 TO NODE 1217.00 IS CODE; 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) ~C ; K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 ~NITIAL SUBAREA FLOW-LENGTH; 120.00 UPSTREAM ELEVATION; 1297.50 DOWNSTREAM ELEVATION; 1295.59 ELEVATION DIFFERENCE; 1.91 TC ; 0.393*[( 120.00**3)/( 1.91)]**.2; 6.099 10 YEAR RAINFALL INTENSITY(INCH/HOUR) ; 3.129 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT; .8440 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF (CFS) ; 0.66 TOTAL AREA(ACRES) ; 0.25 TOTAL RUNOFF(CFS) ; 0.66 **************************************************************************** FLOW PROCESS FROM NODE 1217.00 TO NODE 1213.00 IS CODE; 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ~~~~~~~~~~~;=====~~~=~=======~=~~~~~~~~~~~=================~~~==========;=== UPSTREAM ELEVATION(FEET) ; 1295.09 DOWNSTREAM ELEVATION(FEET) ; 1278.15 STREET LENGTH(FEET); 540.00 CURB HEIGHT(INCHES) ; 6.0 STREET HALFWIDTH(FEET) ; 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DECIMAL) OUTSIDE STREET CROSSFALL(DECIMAL) GRADEBREAK(FEET) ; ; 0.020 ; 0.080 18.00 ~PECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF ~TREET PARKWAY CROSSFALL(DECIMAL) ; 0.020 Manning'S FRICTION FACTOR for Street flow Section (curb-to-curb) Manning's FRICTION FACTOR for Back-of-Walk Flow Section; 0.0200 1 0.0150 A"t" **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 2.93 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 3.70 ~ AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.89 ~ PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.63 STREET FLOW TRAVEL TIME(MIN.) = 1.84 Tc(MIN.) 7.94 10 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.707 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8365 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF (CFS) 4.53 TOTAL AREA(ACRES) = 2.25 PEAK FLOW RATE(CFS) = 5.19 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 4.69 FLOW VELOCITY(FEET/SEC.) = 5.58 DEPTH*VELOCITY(FT*FT/SEC.) = 2.29 LONGEST FLOWPATH FROM NODE 1216.00 TO NODE 1213.00 = 660.00 FEET. FLOW PROCESS FROM NODE **************************************************************************** 1213.00 IS CODE = 1 1213.00 TO NODE >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 7.94 RAINFALL INTENSITY (INCH/HR) = 2.71 TOTAL STREAM AREA(ACRES) = 2.25 411fEAK FLOW RATE (CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 7.28 2 5.02 3 5.19 Tc (MIN. ) 13.78 8.39 7.94 STREAM 3 ARE: 5.19 INTENSITY ( INCH/HOUR) 1.998 2.625 2.707 AREA (ACRE) 3.67 2.25 2.25 *********************************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 CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK STREAM NUMBER 1 2 3 FLOW RATE RUNOFF (CFS) 14.13 14.48 14.93 TABLE ** Tc (MIN. ) 7.94 8.39 13.78 COMPUTED CONFLUENCE .EAK FLOW RATE(CFS) OTAL AREA(ACRES) = LONGEST FLOWPATH FROM INTENSITY ( INCH/HOUR) 2.707 2.625 1.998 ESTIMATES ARE AS FOLLOWS: = 14.93 Tc(MIN.) = 8.17 NODE 1201.00 TO NODE 13.78 1213.00 1860.00 FEET. ****************************************************************************~~ FLOW PROCESS FROM NODE 1213.00 TO NODE 1218.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ~========================================================================= ..,uPSTREAM ELEVATION (FEET) = 1278.15 DOWNSTREAM ELEVATION (FEET) = 1249.18 STREET LENGTH (FEET) = 1000.00 CURB HEIGHT(INCHES) = 6.0 . STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DEClMAL) = 0.020 OUTSIDE STREET CROSSFALL(DEClMAL) = 0.080 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) = 0.63 --1'\=-04-1 HALF STREET FLOOD WIDTH(FEET) = 13.89 J/; AVERAGE FLOW VELOCITY(FEET/sEC.) = 6.44 PRODUCT OF DEPTH&VELOCITY(FT*FT/sEC.) 4.06 STREET FLOW TRAVEL TIME(MIN.) = 2.59 Tc(MIN.) = 16.37 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.817 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8116 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) 3.10 SUBAREA RUNOFF (CFS) = ~TOTAL AREA(ACRES) = 11.27 PEAK FLOW RATE (CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.65 HALFSTREET FLOOD WIDTH(FEET) = 15.43 FLOW VELOCITY(FEET/SEC.) = 6.43 DEPTH*VELOCITY(FT*FT/sEC.) = LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1218.00 = 2860.00 17.21 j..eu H EL?- J ~ 4.57 19.50 4.21 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1218.00 TO NODE 1218.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.37 RAINFALL INTENSITY (INCH/HR) = 1.82 TOTAL STREAM AREA(ACRES) = 11.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.50 **************************************************************************** FLOW PROCESS FROM NODE 1219.00 TO NODE 1220.00 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 = 1265.70 DOWNSTREAM ELEVATION = 1263.30 ELEVATION DIFFERENCE = 2.40 A"f. TC = 0.393*[( 120.00**3)/( 2.40)]**.2 = 5.827 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.209 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8453 SOIL CLASSIFICATION IS "D" ~SUBAREA RUNOFF (CFS) = 0.62 ~TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 0.62 **************************************************************************** FLOW PROCESS FROM NODE 1220.00 TO NODE 1218.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ============================================================================ UPSTREAM ELEVATION (FEET) = 1262.83 DOWNSTREAM ELEVATION (FEET) = 1249.18 STREET LENGTH (FEET) = 400.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DEClMAL) OUTSIDE STREET CROSSFALL(DEClMAL) GRADEBREAK(FEET) = 0.020 = 0.080 18.00 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 e **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 3.70 AVERAGE FLOW VELOCITY(FEET/SEC.) 5.07 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.69 STREET FLOW TRAVEL TIME(MIN.) = 1.32 Tc(MIN.) = 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.869 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8396 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 2.00 TOTAL AREA(ACRES) = 2.23 3.04 7.14 SUBAREA RUNOFF(CFS) PEAK FLOW RATE (CFS) = 4.82 5.44 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) 4.69 FLOW VELOCITY(FEET/SEC.) = 5.85 DEPTH*VELOCITY(FT*FTjSEC.) = 2.41 LONGEST FLOWPATH FROM NODE 1219.00 TO NODE 1218.00 = 520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1218.00 TO NODE 1218.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.14 RAINFALL INTENSITY(INCH/HR) = 2.87 TOTAL STREAM AREA(ACRES) = 2.23 PEAK FLOW RATE (CFS) AT CONFLUENCE = 5.44 4IIl************************************************************************** FLOW PROCESS FROM NODE 1221.00 TO NODE 1222.00 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 NITIAL SUBAREA FLOW-LENGTH = 140.00 PSTREAM ELEVATION = 1265.70 DOWNSTREAM ELEVATION = 1263.30 ELEVATION DIFFERENCE = 2.40 TC = 0.393*[( 140.00**3)/( 2.40)]**.2 = 6.391 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.050 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8428 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF (CFS) = 0.59 TOTAL AREA{ACRES) = 0.23 TOTAL RUNOFF{CFS) = 0.59 **************************************************************************** FLOW PROCESS FROM NODE 1222.00 TO NODE 1218.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>{STANDARD CURB SECTION USED) <<<<< ============================================================================ UPSTREAM ELEVATION (FEET) = 1262.80 DOWNSTREAM ELEVATION{FEET) = 1249.18 STREET LENGTH(FEET) =. 320.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DEClMAL) OUTSIDE STREET CROSSFALL(DEClMAL) GRADEBREAK(FEET) = 0.020 0.080 18.00 .PECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 TREET PARKWAY CROSSFALL{DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section (curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section. = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) 1.76 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 2.78 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.90 PRODUCT OF DEPTH&VELOCITY{FT*FT/SEC.) = 1.27 STREET FLOW TRAVEL TIME{MIN.) = 1.09 Tc(MIN.) 7.48 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.797 SINGLE-FAMILY{1/4 ACRE LOT) RUNOFF COEFFICIENT = .8383 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF (CFS) = 2.34 TOTAL AREA{ACRES) = 1.23 PEAK FLOW RATE (CFS) 2.94 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) 3.48 FLOW VELOCITY(FEET/SEC.) = 5.49 DEPTH*VELOCITY(FT*FT/SEC.) = 1.73 LONGEST FLOWPATH FROM NODE 1221.00 TO NODE 1218.00 = 460.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1222.00 TO NODE 1218.00 IS CODE = 1 ...::::~~~~;~~~~-~~~~~~~~~~-~~~~~-;~~-c~~;~~~~c~:::::--------------------- ~>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: t(7fe TIME OF CONCENTRATION(MIN.) = 7.48 RAINFALL INTENSITY (INCH/HR) = 2.80 TOTAL STREAM AREA (ACRES) = 1.23 ~EAK FLOW RATE(CFS) AT CONFLUENCE = ~* CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 19.50 2 5.44 3 2.94 Tc (MIN. ) 16.37 7.14 7.48 2.94 INTENSITY ( INCH/HOUR) 1.817 2.869 2.797 AREA (ACRE) 11. 27 2.23 1.23 *********************************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 CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK STREAM NUMBER 1 2 3 FLOW RATE RUNOFF (CFS) 16.75 17.15 24.85 COMPUTED CONFLUENCE .EAK FLOW RATE(CFS) OTAL AREA (ACRES) = LONGEST FLOWPATH FROM TABLE ** Tc (MIN. ) 7.14 7.48 16.37 INTENSITY ( INCH/HOUR) 2.869 2.797 1. 817 ESTIMATES ARE AS FOLLOWS: = 24.85 Tc(MIN.) = 14.73 NODE 1201.00 TO NODE 16.37 1218.00 = 2860.00 FEET. FLOW PROCESS FROM NODE **************************************************************************** 7 1218.00 TO NODE 1218.00 IS CODE = >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ~=========================================================================== USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 16.37 RAIN INTENSITY (INCH/HOUR) = 1.82 TOTAL AREA(ACRES) = 14.73 TOTAL RUNOFF(CFS) = 7.85 FLOW PROCESS FROM NODE **************************************************************************** 1227.00 IS CODE = 61 1218.00 TO NODE >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 1249.18 DOWNSTREAM ELEVATION(FEET) = 1236.21 STREET LENGTH(FEET) = 275.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK (FEET) 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 411tPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning'S FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 0.0150 A '7" **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 8.01 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (FEET) = 0.45 A HALF STREET FLOOD WIDTH (FEET) = 5.12 ~ AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.29 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.25 STREET FLOW TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) 17.00 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.780 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8820 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) 0.20 SUBAREA RUNOFF (CFS) = 0.31 TOTAL AREA(ACRES) = 14.93 PEAK FLOW RATE (CFS) = 8.16 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 5.16 FLOW VELOCITY(FEET/SEC.) = 7.32 DEPTH*VELOCITY(FT*FT/SEC.) = 3.29 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1227.00 = 3135.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1227.00 TO NODE 1227.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 17.00 RAINFALL INTENSITY (INCH/HR) = 1.78 TOTAL STREAM AREA(ACRES) = 14.93 ...rEAK FLOW RATE (CFS) AT CONFLUENCE = 8.16 ~************************************************************************** FLOW PROCESS FROM NODE 1228.00 TO NODE 1229.00 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 = 1243.00 DOWNSTREAM ELEVATION = 1240.89 ELEVATION DIFFERENCE = 2.11 TC = 0.393*[( 120.00**3)/( 2.11)]**.2 = 5.979 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.164 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8446 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF (CFS) = 0.27 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.27 **************************************************************************** FLOW PROCESS FROM NODE 1229.00 TO NODE 1227.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ~========================================================================= ~PSTREAM ELEVATION(FEET) = 1240.39 DOWNSTREAM ELEVATION(FEET) = 1236.21 STREET LENGTH (FEET) = 150.00 CURB HEIGHT (INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 A.~ DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK (FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 ~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 18.00 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 0.89 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 2.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.59 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.77 STREET FLOW TRAVEL TIME(MIN.) = 0.70 Tc(MIN.) = 6.68 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.978 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8416 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) 1.25 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 1.52 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 2.86 FLOW VELOCITY(FEET/SEC.) = 4.01 DEPTH*VELOCITY(FT*FT/SEC.) = 1.07 LONGEST FLOWPATH FROM NODE 1228.00 TO NODE 1227.00 = 270.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1227.00 TO NODE 1227.00 IS CODE = 1 ~-------------------------------------------------------------------------- ~>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.68 RAINFALL INTENSITY (INCH/HR) = 2.98 TOTAL STREAM AREA (ACRES) = 0.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.52 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 8.16 2 1.52 Tc (MIN. ) 17.00 6.68 INTENSITY ( INCH/HOUR) 1.780 2.978 AREA (ACRE) 14.93 0.60 *********************************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 CONFLUENCE FORMULA USED FOR 2 STREAMS. A** PEAK ~STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 4.73 9.07 TABLE ** Tc (MIN. ) 6.68 17.00 INTENSITY ( INCH/HOUR) 2.978 1.780 A.~ COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.07 Tc(MIN.) = 17.00 TOTAL AREA(ACRES) = 15.53 ~ONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1227.00 = 3135.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1227.00 TO NODE 1227.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 17.00 RAIN INTENSITY (INCH!HOUR) = 1.78 TOTAL AREA(ACRES) = 15.53 TOTAL RUNOFF(CFS) = 2.46 **************************************************************************** FLOW PROCESS FROM NODE 1227.00 TO NODE 1231.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION (FEET) = 1236.04 DOWNSTREAM ELEVATION(FEET) = 1230.57 STREET LENGTH(FEET) = 240.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DEClMAL) OUTSIDE STREET CROSSFALL(DEClMAL) GRADEBREAK(FEET) = - 0.020 = 0.080 18.00 ~PECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 1 ~STREET PARKWAY CROSSFALL(DEClMAL) = 0.020 Manning's FRICTION FACTOR for Street flow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 3.09 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALF STREET FLOOD WIDTH(FEET) = 4.05 AVERAGE FLOW VELOCITY(FEET!SEC.) = 4.36 PRODUCT OF DEPTH&VELOCITY(FT*FT!SEC.) = 1.57 STREET FLOW TRAVEL TIME(MIN.) = 0.92 Tc(MIN.) = 17.92 10 YEAR RAINFALL INTENSITY (INCH!HOUR) = 1.729 SINGLE-FAMILY(1!4 ACRE LOT) RUNOFF COEFFICIENT = .8080 SOIL CLASSIFICATION IS "D" SUBAREA AREA (ACRES) = 0.90 SUBAREA RUNOFF (CFS) 1.26 TOTAL AREA(ACRES) = 16.43 PEAK FLOW RATE (CFS) = 3.72 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 4.36 FLOW VELOCITY(FEET!SEC.) = 4.58 DEPTH*VELOCITY(FT*FT!SEC.) = 1.76 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1231.00 = 3375.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1231.00 TO NODE 1231.00 IS CODE = 1 ~::::;~~~~;~;~-~;;~~~~~;;-~;~~~-;;~-;;~;~~~~;~:::::--------------------- ~;;;;;;;;===;==============;;============================================= TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: AND TIME OF CONCENTRATION(MIN.) = 17.92 ~- RAINFALL INTENSITY(INCH/HR) = 1.73 TOTAL STREAM AREA(ACRES) = 16.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.72 .-.************************************************************************* ~LOW PROCESS FROM NODE 1318.00 TO NODE 1318.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.90 RAIN INTENSITY (INCH/HOUR) = 2.27 TOTAL AREA(ACRES) = 0.00 TOTAL RUNOFF(CFS) = 2.96 **************************************************************************** FLOW PROCESS FROM NODE 1317.00 TO NODE 1231.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 10.90 RAINFALL INTENSITY (INCH/HR) = 2.27 TOTAL STREAM AREA(ACRES) = 0.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.96 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) . 1 3.72 2 2.96 Tc (MIN. ) 17.92 10.90 INTENSITY (INCH/HOUR) 1.729 2.273 AREA (ACRE) 16.43 0.00 *********************************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 CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) ( INCH/HOUR) 1 5.22 10.90 2.273 2 5.97 17.92 1.729 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.97 Tc (MIN.) = 17.92 TOTAL AREA(ACRES) = 16.43 LONGEST FLOWPATH FROM NODE 1201. 00 TO NODE 1231.00 = 3375.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1212.00 TO NODE .1212.00 IS CODE = 7 e>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< -========================================================================= USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.23 RAIN INTENSITY (INCH/HOUR) = 2.04 TOTAL AREA(ACRES) = 3.54 TOTAL RUNOFF(CFS) = 7.05 M' **************************************************************************** FLOW PROCESS FROM NODE 1212.00 TO NODE 1212.00 IS CODE = 1 ~>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ~========================================================================= TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.23 RAINFALL INTENSITY (INCH/HR) = 2.04 TOTAL STREAM AREA(ACRES) = 3.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.05 **************************************************************************** FLOW PROCESS FROM NODE 1223.00 TO NODE 1224.00 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 = 110.00 UPSTREAM ELEVATION = 1287.50 DOWNSTREAM ELEVATION = 1283.96 ELEVATION DIFFERENCE = 3.54 TC = 0.393*[( 110.00**3)/( 3.54)]**.2 = 5.117 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.447 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7951 SOIL CLASSIFICATION IS "B" ~UBAREA RUNOFF(CFS) = 0.55 ~OTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.55 **************************************************************************** FLOW PROCESS FROM NODE 1212.00 TO NODE 1224.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.12 RAINFALL INTENSITY (INCH/HR) = 3.45 TOTAL STREAM AREA (ACRES) = 0.20 PEAK FLOW RATE (CFS) AT CONFLUENCE = 0.55 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 7.05 2 0.55 Tc (MIN.) 13 .23 5.12 INTENSITY ( INCH/HOUR) 2.043 3.447 AREA (ACRE) 3.54 0.20 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 411r************************************************************************ RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. b..~'V ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 3.27 7.37 TABLE ** Tc (MIN. ) 5.12 13 .23 INTENSITY ( INCH/HOUR) 3.447 2.043 e COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = LONGEST FLOWPATH FROM ESTIMATES ARE AS FOLLOWS: = 7.37 Tc(MIN.) = 3.74 NODE 1201.00 TO NODE 13.23 1224.00 3375.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1224.00 TO NODE 1225.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 1283.46 DOWNSTREAM ELEVATION(FEET) = 1250.03 STREET LENGTH(FEET) = 1100.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DEClMAL) OUTSIDE STREET CROSSFALL(DEClMAL) GRADE BREAK (FEET) = = 0.020 = 0.080 18.00 ~'1 1) ~O SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DEClMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section (curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0.0200 ~ **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) 10.89 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) =' 8.26 AVERAGE FLOW VELOCITY (FEET/SEC.) = 6.51 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.51 STREET FLOW TRAVEL TIME(MIN.) = 2.81 Tc(MIN.) 16.04 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.837 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8123 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 4.70 SUBAREA RUNOFF(CFS) = 7.01 TOTAL AREA(ACRES) = 8.44 PEAK FLOW RATE(CFS) = 14.39 em J"-'"" q fccf; -I DV-Tr' r~Dv{ 0.0150 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 11.54 FLOW VELOCITY(FEET/SEC.) = 6.57 DEPTH*VELOCITY(FT*FT/SEC.) 3.89 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1225.00 = 4475.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1225.00 TO NODE 1225.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 16.04 RAIN INTENSITY (INCH/HOUR) = 1.84 411FOTAL AREA(ACRES) = 8.44 TOTAL RUNOFF(CFS) = 6.89 **************************************************************************** FLOW PROCESS FROM NODE 1225.00 TO NODE 1226.00 IS CODE = 61 ---------------------------------------------------------------------------~~ >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~TREET LENGTH(FEET); 275.00 "'TREET HALFWIDTH(FEET) ; 30.00 UPSTREAM ELEVATION(FEET) ; 1250.03 DOWNSTREAM ELEVATION(FEET) ; 1236.31 CURB HEIGHT(INCHES) ; 6.0 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK (FEET) ; 18.00 INSIDE STREET CROSSFALL(DEClMAL) ; 0.020 OUTSIDE STREET CROSSFALL(DEClMAL) 0.080 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) 7.40 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) ; 0.43 HALFSTREET FLOOD WIDTH(FEET); 4.91 AVERAGE FLOW VELOCITY(FEET/SEC.); 7.28 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.); 3.13 STREET FLOW TRAVEL TIME(MIN.); 0.63 Tc(MIN.); 16.67 10 YEAR RAINFALL INTENSITY (INCH/HOUR) ; 1.799 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT; .8109 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES); 0.70 SUBAREA RUNOFF (CFS) ; 1.02 TOTAL AREA(ACRES); 9.14 PEAK FLOW RATE (CFS) ; 7.91 ~ND OF SUBAREA STREET FLOW HYDRAULICS: ~EPTH(FEET) ; 0.44 HALFSTREET FLOOD WIDTH(FEET); 5.04 FLOW VELOCITY(FEET/SEC.) ; 7.42 DEPTH*VELOCITY(FT*FT/SEC.); 3.26 LONGEST FLOW PATH FROM NODE 1201.00 TO NODE 1226.00; 4750.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1226.00 TO NODE 1230.00 IS CODE; 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION (FEET) ; 1236.04 DOWNSTREAM ELEVATION (FEET) ; 1230.57 STREET LENGTH(FEET) = 240.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) ; 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DEClMAL) OUTSIDE STREET CROSSFALL(DEClMAL) GRADE BREAK (FEET) ; ; 0.020 ; 0.080 18.00 1) ,., O,'-\'\ ~fL.#> \ S..!ft- JI'\l",t' l) tJ+t. 0.0150 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DEClMAL) ; 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) ; Manning's FRICTION FACTOR for Back-of-Walk Flow Section; 0.0200 1 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) ; 8.55 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: A STREET FLOW DEPTH (FEET) ; 0.52 ~ HALFSTREET FLOOD WIDTH(FEET); 7.13 AVERAGE FLOW VELOCITY(FEET/SEC.); 5.58 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.); 2.91 STREET FLOW TRAVEL TIME(MIN.); 0.72 Tc(MIN.); 17.39 ~ 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.758 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8092 SOIL CLASSIFICATION IS "D" ~UBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF (CFS) = ,..rOTAL AREA(ACRES) = 10.04 PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.53 HALF STREET FLOOD WIDTH(FEET) 7.95 FLOW VELOCITY(FEET/SEC.) = 5.63 DEPTH*VELOCITY(FT*FT/SEC.) LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1230.00 = 4990.00 1. 28 9.19 3.01 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1230.00 TO NODE 1230.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.39 RAINFALL INTENSITY (INCH/HR) = 1.76 TOTAL STREAM AREA(ACRES) = 10.04 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.19 **************************************************************************** FLOW PROCESS FROM NODE 1317.00 TO NODE 1317.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: '-'TC(MIN) = 10.90 RAIN INTENSITY (INCH/HOUR) = 2.27 ~OTAL AREA(ACRES) = 0.00 TOTAL RUNOFF(CFS) = 2.96 **************************************************************************** FLOW PROCESS FROM NODE 1317.00 TO NODE 1230.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.90 RAINFALL INTENSITY (INCH/HR) = 2.27 TOTAL STREAM AREA(ACRES) = 0.00 PEAK FLOW RATE (CFS) AT CONFLUENCE = 2.96 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 9.19 2 2.96 Tc (MIN. ) 17.39 10.90 INTENSITY ( INCH/HOUR) 1.758 2.273 AREA (ACRE) 10.04 0.00 *********************************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 CONFLUENCE FORMULA USED FOR 2 STREAMS. ~ ** PEAK STREAM NUMBER e~ FLOW RATE RUNOFF (CFS) 8.72 11.48 TABLE ** Tc (MIN. ) 10.90 17.39 INTENSITY ( INCH/HOUR) 2.273 1.758 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) ~ 11.48 Tc(MIN.) ~ 17.39 TOTAL AREA(ACRES) ~ 10.04 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1230.00 4990.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA (ACRES) ~ PEAK FLOW RATE(CFS) ~ 10.04 TC(MIN.) ~ 11.48 17.39 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS 1 e e /)/'\V; **************************************************************************** e 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: 07:42 09/25/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * nodes 1202 1207 * 10-year * * * * ************************************************************************** **************************************************************************** ....STREETFLDW MODEL INPUT INFORMATION===: ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.010000 CONSTANT STREET FLOW(CFS) = 7.75 _AVERAGE STREET FLOW FRICTION FACTOR(MANNING) = 0.015000 ON STANT SYMMETRICAL STREET HALF-WIDTHCFEET) = 22.00 ISTANCE FROM CROWN TO CROSSFALl GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 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 DEPTHCFEET) = D.44 HALFSTREET FLOOD WIDTHCFEET) = AVERAGE FLOW VELOCITYCFEET/SEC.) PROOUCT OF DEPTH&VELOCITY = 1.24 16.06 2.84 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ~ **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 ReLease Date: 01/01/2000 License ID 1264 e AnaLysis prepared by: RBF & Associates 14725 ALton Parkway Irvine, cA 92618 TIME/DATE OF STUDY: 07:47 09/25/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * nodes 1207 1212 * 10-year * * * * ************************************************************************** **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION===== CONSTANT STREET GRADE(FEET/FEET) = 0.015000 CONSTANT STREET FLOWCCFS) = 14.10 AVERAGE STREET FLOW FRICTION FACTORCMANNING) = 0.015000 ~ONSTANT SYMMETRICAL STREET HALF-WIDTHCFEET) = 22.00 ~ISTANCE FROM CROWN TO CROSSFALL GRAOEBREAK(fEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.02000D OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHTCFEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIPCFEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKECFEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SlOE, AND THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: -------------------------_._-----~---------------~~._-----_._--~------------ STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTHCFEET) = 18.56 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.92 PRODUCT OF DEPTH&VELOCITY = 1.91 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- e ~ **************************************************************************** - HYDRAULIC 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/DATE OF STUDY: 17:21 09/24/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * oNODES 1213 1218 * 10-YEAR * * * * ************************************************************************** **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION~ CONSTANT STREET GRADECFEET/FEET) = 0.029000 CONSTANT STREET FLOW(CFS) = 19.50 AVERAGE STREETFLOW FRICTION FACTORCMANNING) = 0.015000 ~ONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 ~ISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 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 WIDTHCFEET) = 18.59 AVERAGE FLOW VELOCITYCFEET/SEC.) = 5.41 PROOUCT OF DEPTH&VELOCITY = 2.64 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- e ~ **************************************************************************** - 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: 07:51 09/25/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * nodes 1224 - 1225 * 10-year * * * * ************************************************************************** **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION===== ------------------------------------.-----------------------.--------------- CONSTANT STREET GRAOECFEET/FEET) = 0.030000 CONSTANT STREET FLOWCCFS) = 14.39 _AVERAGE STREET FLOW FRICTION FACTORCMANNING) = 0.015000 NSTANT SYMMETRICAL STREET HALF-WIDTHCFEET) = 20.00 ISTANCE FROM CROWN TO cROSSFALL GRAOEBREAK(fEET) = 18.00 INTERIOR STREET CROSSFALLCOECIMAL) = 0.020000 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHTCFEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTHCFEET) = 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) = 0.44 HALFSTREET FLOOD WIOTH(FEET) = AVERAGE FLOW VELOCITYCFEET/SEC.) PRODUCT OF DEPTH&VELOCITY = 2.26 16.34 5.11 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ~ **************************************************************************** e HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 Lieense 10 1264 AnaLysis prepared by: RBF & Associates 14725 ALton Parkway Irvine, CA 92618 -------~---------------------------_._-------------------------------------- TIME/DATE OF STUDY: 07:53 09/25/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * nodes 1226 1230 * 10-year * * * * ************************************************************************** **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION ------------------------------.--------------------------------------------- CONSTANT STREET GRADECFEET/FEET) = 0.022000 CONSTANT STREET FLDW(CFS) = 9.19 ~AVERAGE STREET FLOW FRICTION FACTORCMANNING) = 0.015000 ~CONSTANT SYMMETRICAL STREET HALF-WIDTHCFEET) = 20.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTHCFEET) = 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) = 0.41 HALFSTREET FLOOD WIOTHCFEET) = 14.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.00 PRODUCT OF DEPTH&VELOCITY = 1.64 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . A'5\ *****************************************~********************************** e RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright ~982-2000 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 ************************** * BASINS 1200/1300 * * REVISED TO SHOW 2 LINES INTO DET BASIN * * WiJ,C:' <: + 11 Itv.., v[: R * ***********;**~****** ~;~*~~~******************************************* FILE NAME: R120Q.DAT TIME/DATE OF STUDY: 14:55 08/10/2001 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 ~O-YEAR STORM 10-MlNUTE INTENSITY (INCH/HOUR) ; 2.360 ~O-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) ; 0.880 100-YEAR STORM 10-MlNUTE INTENSITY (INCH/HOUR) ; 3.480 100-YEAR STORM 60-MlNUTE 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-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 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: 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.* ~************************************************************************* ~'LOW PROCESS FROM NODE 1201.00 TO NODE 1202.00 IS CODE; 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =============================================~============================== ASSUMED INITIAL SUBAREA UNIFORM I>r.,./)V DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 600.00 __PSTREAM ELEVATION = 1303.66 OWNSTREAM ELEVATION = 1298.11 LEVATION DIFFERENCE = 5.55 TC = 0.303*[( 600.00**3)/( 5.55)]**.2 = 9.991 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.482 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8898 SOIL CLASSIFICATION IS nDn SUBAREA RUNOFF (CFS) 3.35 TOTAL AREA(ACRES) = 1.08 TOTAL RUNOFF(CFS) = 3.35 **************************************************************************** FLOW PROCESS FROM NODE 1202.00 TO NODE 1202.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 9.99 RAINFALL INTENSITY (INCH/HR) = 3.48 TOTAL STREAM AREA(ACRES) = 1.08 PEAK FLOW RATE (CFS) AT CONFLUENCE = 3.35 **************************************************************************** FLOW PROCESS FROM NODE 1203.00 TO NODE 1204.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ~======~~~~~;=~~~;~~~=~~~;~~=~~;~~==================================== DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 155.00 UPSTREAM ELEVATION = 1303.20 DOWNSTREAM ELEVATION = 1301.10 ELEVATION DIFFERENCE = 2.10 TC = 0.393*[( 155.00**3)/( 2.10)]**.2 6.978 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.241 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8573 SOIL CLASSIFICATION IS nDn SUBAREA RUNOFF(CFS) = 0.73 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.73 **************************************************************************** FLOW PROCESS FROM NODE 1204.00 TO NODE 1202.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 1300.60 DOWNSTREAM ELEVATION(FEET) = 1298.11 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) 6.0 STREET HALFWIDTH(FEET) = 30.00 ~STANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) SIDE STREET CROSSFALL(DECIMAL) = 0.020 UTSIDE STREET CROSSFALL(DECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) 0.020 1 1>..-5'7 Manning's FRICTION FACTOR for Streetflow Section (curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 2.30 ~ STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: ~ STREET FLOW DEPTH (FEET) = 0.39 HALF STREET FLOOD WIDTH(FEET) = 4.48 AVERAGE FLOW VELOCITY(FEET/sEC.) = 2.69 PRODUCT OF DEPTH&VELOCITY(FT*FT/sEC.) 1.06 STREET FLOW TRAVEL TIME(MIN.) = 2.05 Tc(MIN.) = 9.02 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.682 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8515 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF (CFS) 3.14 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE (CFS) = 3.86 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 5.53 FLOW VELOCITY(FEET/SEC_) = 3.03 DEPTH*VELOCITY(FT*FT/sEC.) = 1.45 LONGEST FLOWPATH FROM NODE 1203.00 TO NODE 1202.00 = 485.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1202.00 TO NODE 1202.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.02 ~INFALL INTENSITY (INCH/HR) = 3.68 ~OTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.86 **************************************************************************** FLOW PROCESS FROM NODE 1205.00 TO NODE 1206.00 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 = 155.00 UPSTREAM ELEVATION = 1303.20 DOWNSTREAM ELEVATION = 1301.10 ELEVATION DIFFERENCE = 2.10 TC = 0.393*[( 155.00**3)/( 2.10)]**.2 = 6.978 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.241 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8573 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF (CFS) = 0.73 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.73 **************************************************************************** FLOW PROCESS FROM NODE 1206.00 TO NODE 1202.00 IS CODE = 61 ~::::~~~~~~~~;~~~-~~g~:~~~~~~f~~~:~~~;-~~~~~~:::::-------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1300.60 DOWNSTREAM ELEVATION (FEET) = 1298.11 ~~ STREET LENGTH (FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 ~"J~ STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 18.00 ~NSIDE STREET CROSSFALL(DEClMAL) = 0.020 ,..,UTSIDE STREET CROSSFALL(DEClMAL) = 0.080 SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DEClMAL) = 0.020 Manning's FRICTION FACTOR for Street flow Section (curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 2.33 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 4.42 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.79 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.09 STREET FLOW TRAVEL TIME(MIN.) = 1.79 Tc(MIN.) 8.77 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.741 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8522 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) 1.00 SUBAREA RUNOFF (CFS) = 3.19 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE (CFS) 3.91 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 5.45 FLOW VELOCITY(FEET/SEC.) = 3.16 DEPTH*VELOCITY(FT*FT/SEC.) 1.49 LONGEST FLOWPATH FROM NODE 1205.00 TO NODE 1202.00 = 455.00 FEET. e************************************************************************* LOW PROCESS FROM NODE 1202.00 TO NODE 1202.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>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.) = 8.77 RAINFALL INTENSITY (INCH/HR) = 3.74 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.91 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 3.35 2 3.86 3 3.91 Tc (MIN. ) 9.99 9.02 8.77 INTENSITY ( INCH/HOUR) 3.482 3.682 3.741 AREA (ACRE) 1. 08 1.20 1. 20 *********************************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. ************************************************************************** ~INFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY A.~ NUMBER (CFS) 1 10.61 2 10.74 3 10.64 ~COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = LONGEST FLOWPATH FROM (MIN. ) 8.77 9.02 9.99 ( INCH/HOUR) 3.741 3.682 3.482 ESTIMATES ARE AS FOLLOWS: = 10.61 Tc(MIN.) = 3.48 NODE 1201.00 TO NODE 8.77 1202.00 = 600.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1202.00 TO NODE 1207.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ============================================================================ UPSTREAM ELEVATION (FEET) = 1298.11 DOWNSTREAM ELEVATION(FEET) = 1295.63 STREET LENGTH(FEET) = 250.00 CURB HEIGHT (INCHES) 6.0 STREET HALFWIDTH(FEET) = 33.00 DISTANCE FROM CROWN TO CROSS FALL INSIDE STREET CROSSFALL(DECIMAL) OUTSIDE STREET CROSSFALL(DECIMAL) GRADE BREAK (FEET) = 0.020 = 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 FLOW (CFS) = ... STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.65 HALFSTREET FLOOD WIDTH(FEET) = 15.03 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.78 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 2.45 STREET FLOW TRAVEL TIME(MIN.) = 1.10 Tc(MIN.) 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.505 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8899 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.30 TOTAL AREA(ACRES) = 3.78 11.07 9.87 SUBAREA RUNOFF (CFS) = PEAK FLOW RATE(CFS) = 0.94 11.54 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.66 HALFSTREET FLOOD WIDTH(FEET) = 15.59 FLOW VELOCITY(FEET/SEC.) = 3.76 DEPTH*VELOCITY(FT*FT/SEC.) 2.47 LONGEST FLOW PATH FROM NODE 1201.00 TO NODE 1207.00 = 850.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1207.00 TO NODE 1207.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: .-.l!ME OF CONCENTRATION(MIN.) ~ 9.87 ~INFALL INTENSITY (INCH/HR) = 3.50 TOTAL STREAM AREA(ACRES) = 3.78 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.54 ~r} **************************************************************************** FLOW PROCESS FROM NODE 1208.00 TO NODE 1209.00 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 = 200.00 UPSTREAM ELEVATION = 1300.80 DOWNSTREAM ELEVATION = 1298.46 ELEVATION DIFFERENCE = 2.34 TC = 0.393*[( 200.00**3)/( 2.34)]**.2 = 7.956 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.946 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8544 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF (CFS) = 0.67 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.67 **************************************************************************** FLOW PROCESS FROM NODE 1209.00 TO NODE 1207.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ============================================================================ UPSTREAM ELEVATION (FEET) = 1297.96 DOWNSTREAM ELEVATION (FEET) = 1295.63 STREET LENGTH(FEET) = 320.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) ~INSIDE STREET CROSSFALL(DEClMAL) = 0.020 ~OUTSIDE STREET CROSSFALL(DEClMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DEClMAL) = 0.020 Manning's FRICTION FACTOR for Street flow Section (curb-to-curb) = 0.0150 Manning'S FRICTION FACTOR for Back-of-Walk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 2.12 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 3.29 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.19 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.66 STREET FLOW TRAVEL TIME(MIN.) = 2.43 Tc(MIN.) = 10.39 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.408 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8481 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF (CFS) = 2.89 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE (CFS) = 3.56 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 4.07 FLOW VELOCITY(FEET/SEC.) = 2.49 DEPTH*VELOCITY(FT*FT/SEC.) =0.90 LONGEST FLOWPATH FROM NODE 1208.00 TO NODE 1207.00 = 520.00 FEET. 411t************************************************************************* FLOW PROCESS FROM NODE 1207.00 TO NODE 1207.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ~~\ ============================================================================~ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.39 _RAINFALL INTENSITY (INCH/HR) = 3.41 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.56 **************************************************************************** FLOW PROCESS FROM NODE 1210.00 TO NODE 1211.00 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 = 110.00 UPSTREAM ELEVATION = 1300.60 DOWNSTREAM ELEVATION = 1298.32 ELEVATION DIFFERENCE = 2.28 TC = 0.393*[( 110.00**3)/( 2.28)]**.2 = 5.587 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.792 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8618 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF (CFS) = 0.83 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.83 **************************************************************************** FLOW PROCESS FROM NODE 1211.00 TO NODE 1207.00 IS CODE = 61 ---------------------------------------------------------------------------- ~>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< ~>>>>>(STANDARD CURB SECTION USED)<<<<< ===~~======================================================================= UPSTREAM ELEVATION(FEET) = 1297.82 DOWNSTREAM ELEVATION (FEET) = 1295.63 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DEClMAL) OUTSIDE STREET CROSSFALL(DEClMAL) GRADEBREAK(FEET) = 0.020 0.080 18.00 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) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 4.81 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.61 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.10 STREET FLOW TRAVEL TIME(MIN.) = 2.10 Tc(MIN.) = 7.69 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.020 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8552 'SOIL CLASSIFICATION IS "D" SUBAREA AREA (ACRES) = 1.00 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE (CFS) = 2.55 3.44 4.26 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 6.20 J>...":J"b FLOW VELOCITY(FEET/SEC.) = LONGEST FLOWPATH FROM NODE 2.97 DEPTH*VELOCITY(FT*FT/SEC.) = 1.51 1210.00 TO NODE 1207.00 = 440.00 FEET. **************************************************************************** ~FLOW PROCESS FROM NODE 1207.00 TO NODE 1207.00 IS CODE = 1 ~-------------------------------------------------------------------------- >>>>>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.) = 7.69 RAINFALL INTENSITY (INCH/HR) = 4.02 TOTAL STREAM AREA (ACRES) = 1.20 PEAK FLOW RATE (CFS) AT CONFLUENCE = 4.26 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 11 . 54 2 3.56 3 4.26 Tc (MIN. ) 9.87 10.39 7.69 INTENSITY ( INCH/HOUR) 3.505 3.408 4.020 AREA (ACRE) 3.78 1. 20 1.20 *********************************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 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 15.89 7.69 4.020 2 18.64 9.87 3.505 3 18.40 10.39 3.408 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.64 Tc (MIN.) = 9.87 TOTAL AREA (ACRES) = 6.18 LONGEST FLOWPATH FROM NODE 1201. 00 TO NODE 1207.00 = 850.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1207.00 TO NODE 1212.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1295.63 DOWNSTREAM ELEVATION(FEET) = 1285.83 STREET LENGTH(FEET) = 800.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 33.00 _DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.080 20.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) 0.020 1>..5' 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) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.74 HALFSTREET FLOOD WIDTH(FEET) = 20.98 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.27 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.17 STREET FLOW TRAVEL TIME(MIN.) = 3.12 Tc(MIN.) = 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.014 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8884 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) 0.90 TOTAL AREA(ACRES) = 7.08 19.85 ,\ \).....Os.~ V: /fE-U- I S~ ()~~ 12.99 SUBAREA RUNOFF (CFS) = PEAK FLOW RATE (CFS) = 2.41 21.05 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.76 HALFSTREET FLOOD WIDTH(FEET) = 21.77 FLOW VELOCITY(FEET/SEC.) = 4.28 DEPTH*VELOCITY(FT*FT/SEC.) = 3.24 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1212.00 = 1650.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1212.00 TO NODE 1212.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.99 RAIN INTENSITY (INCH/HOUR) = 3.01 TOTAL AREA(ACRES) = 3.54 TOTAL RUNOFF (CFS) = 10.53 ~************************************************************************* FLOW PROCESS FROM NODE 1212.00 TO NODE 1213.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ============================================================================ UPSTREAM ELEVATION (FEET) = 1285.52 DOWNSTREAM ELEVATION(FEET) = 1278.15 STREET LENGTH(FEET) = 210.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DEClMAL) OUTSIDE STREET CROSSFALL(DEClMAL) GRADEBREAK(FEET) = 0.020 = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS 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) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.52 HALF STREET FLOOD WIDTH(FEET) = 7.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.93 _PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.62 TREET FLOW TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.951 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8764 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.13 10.70 13 .50 SUBAREA RUNOFF (CFS) = 0.34 AJP TOTAL AREA(ACRES) = 3.67 PEAK FLOW RATE(CFS) 10.87 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 7.44 ~FLOW VELOCITY(FEET/SEC.) = 6.93 DEPTH*VELOCITY(FT*FT/SEC.) = 3.65 ~LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1213.00 = 1860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1213.00 TO NODE 1213.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.50 RAINFALL INTENSITY (INCH/HR) = 2.95 TOTAL STREAM AREA(ACRES) = 3.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.87 **************************************************************************** FLOW PROCESS FROM NODE 1214.00 TO NODE 1215.00 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 = 150.00 UPSTREAM ELEVATION = 1297.50 ~DOWNSTREAM ELEVATION = 1294.73 ~ELEVATION DIFFERENCE = 2.77 TC = 0.393*[( 150.00**3)/( 2.77)]**.2 = 6.473 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.420 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8589 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF (CFS) = 0.95 TOTAL AREA (ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.95 **************************************************************************** FLOW PROCESS FROM NODE 1215.00 TO NODE 1213.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 1294.73 DOWNSTREAM ELEVATION(FEET) = 1278.15 STREET LENGTH(FEET) = 550.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DEClMAL) OUTSIDE STREET CROSSFALL(DEClMAL) GRADEBREAK(FEET) 0.020 = 0.080 18.00 SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DEClMAL) 0.020 .Manning's FRICTION FACTOR for Street flow Section (curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 4.27 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (FEET) = 0.39 0.0150 J>..fq\ HALFSTREET FLOOD WIDTH(FEET) = 4.36 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.26 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.03 STREET FLOW TRAVEL TIME(MIN.) = 1.74 Tc(MIN.) 8.21 411100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.877 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8537 SOIL CLASSIFICATION IS nDn SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF (CFS) = 6.62 TOTAL AREA(ACRES) = 2.25 PEAK FLOW RATE (CFS) = 7.57 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.48 HALF STREET FLOOD WIDTH(FEET) = 5.49 FLOW VELOCITY(FEET/SEC.) = 6.03 DEPTH*VELOCITY(FT*FT/SEC.) = 2.87 LONGEST FLOW PATH FROM NODE 1214.00 TO NODE 1213.00 = 700.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1213.00 TO NODE 1213.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 8.21 RAINFALL INTENSITY (INCH/HR) = 3.88 TOTAL STREAM AREA(ACRES) = 2.25 PEAK FLOW RATE (CFS) AT CONFLUENCE ~ 7.57 **************************************************************************** FLOW PROCESS FROM NODE 1216.00 TO NODE 1217.00 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 = 1297.50 DOWNSTREAM ELEVATION = 1295.59 ELEVATION DIFFERENCE = 1.91 TC = 0.393*[( 120.00**3)/( 1.91)]**.2 = 6.099 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.567 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8601 SOIL CLASSIFICATION IS nDn SUBAREA RUNOFF (CFS) = 0.98 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF (CFS) = 0.98 **************************************************************************** FLOW PROCESS FROM NODE 1217.00 TO NODE 1213.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ========================~~~~~~~~~~=~============~~~~======================~= UPSTREAM ELEVATION(FEET) = 1295.09 DOWNSTREAM ELEVATION (FEET) = 1278.15 STREET LENGTH(FEET) = 540.00 CURB HEIGHT(INCHES) 6.0 ~TREET HALFWIDTH(FEET) = 30.00 ~ISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DEClMAL) = 0.020 OUTSIDE STREET CROSSFALL(DEClMAL) = 0.080 t\~~ SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) 0.020 Manning's FRICTION FACTOR for Streetflow Section (curb-to-curb) 0.0200 ~anning's FRICTION FACTOR for Back-of-Walk Flow Section = ~ **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 4.38 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.39 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.08 STREET FLOW TRAVEL TIME(MIN.) = 1.67 Tc(MIN.) = 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.998 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8550 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 2.00 TOTAL AREA(ACRES) = 2.25 0.0150 4.41 7.77 SUBAREA RUNOFF (CFS) = PEAK FLOW RATE (CFS) = 6.84 7.82 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.48 HALF STREET FLOOD WIDTH(FEET) = 5.51 FLOW VELOCITY(FEET/SEC.) = 6.18 DEPTH*VELOCITY(FT*FT/SEC.) 2.95 LONGEST FLOWPATH FROM NODE 1216.00 TO NODE 1213.00 = 660.00 FEET. FLOW PROCESS FROM NODE **************************************************************************** 1 1213.00 TO NODE 1213.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~OTAL NUMBER OF STREAMS = 3 ~ONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 7.77 RAINFALL INTENSITY (INCH/HR) = 4.00 TOTAL STREAM AREA(ACRES) = 2.25 PEAK FLOW RATE (CFS) AT CONFLUENCE = 7.82 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 10.87 2 7.57 3 7.82 Tc (MIN. ) 13.50 8.21 7.77 INTENSITY ( INCH/HOUR) 2.951 3.877 3.998 AREA (ACRE) 3.67 2.25 2.25 *********************************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 CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK STREAM ~Br 3 FLOW RATE RUNOFF (CFS) 21.23 21.77 22.40 TABLE ** Tc (MIN. ) 7.77 8.21 13.50 INTENSITY ( INCH/HOUR) 3.998 3.877 2.951 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ~ PEAK FLOW RATE(CFS) ~ TOTAL AREA (ACRES) ~ LONGEST FLOWPATH FROM 22.40 Tc(MIN.) ~ 8.17 NODE 1201.00 TO NODE 13.50 1213.00 1860.00 FEET. ~************************************************************************* ,.,pLOW PROCESS FROM NODE 1213.00 TO NODE 1218.00 IS CODE ~ 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ============================================================================ UPSTREAM ELEVATION(FEET) ~ 1278.15 DOWNSTREAM ELEVATION (FEET) ~ 1249.18 STREET LENGTH(FEET) ~ 1000.00 CURB HEIGHT(INCHES) ~ 6.0 STREET HALFWIDTH(FEET) ~ 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DEClMAL) OUTSIDE STREET CROSSFALL(DEClMAL) GRADE BREAK (FEET) ~ ~ 0.020 ~ 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS 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) ~ STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) ~ 0.71 HALFSTREET FLOOD WIDTH(FEET)~. 18.92 AVERAGE FLOW VELOCITY(FEET/SEC.) ~ 6.49 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) ~ 4.61 ~TREET FLOW TRAVEL TIME(MIN.) ~ 2.57 Tc(MIN.) ~ 16.06 "'100 YEAR RAINFALL INTENSITY (INCH/HOUR) ~ 2.682 SINGLE-FAMILY(l/4 ACRE LOT) RUNOFF COEFFICIENT ~ .8360 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) ~ 3.10 TOTAL AREA(ACRES) ~ 11.27 D"- 25.88 .;.:"- ') I 0,) ":J,",-,v t'.vf4~~v! 1. .. ~~..~ ';''''!, I'" ;),...- JJ .17" SUBAREA RUNOFF (CFS) ~ PEAK FLOW RATE(CFS) ~ 6.95 29.35 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) ~ 0.73 HALFSTREET FLOOD WIDTH(FEET) 20.46 FLOW VELOCITY(FEET/SEC.) ~ 6.56 DEPTH*VELOCITY(FT*FT/SEC.) ~ 4.82 LONGEST FLOW PATH FROM NODE 1201.00 TO NODE 1218.00 ~ 2860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1218.00 TO NODE 1218.00 IS CODE ~ 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS ~ 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 16.06 RAINFALL INTENSITY (INCH/HR) ~ 2.68 TOTAL STREAM AREA(ACRES) ~ 11.27 PEAK FLOW RATE (CFS) AT CONFLUENCE ~ 29.35 *********************************************.******************************* FLOW PROCESS FROM NODE 1219.00 TO NODE 1220.00 IS CODE ~ 21 ~------------------------------------------------------------------------- ~>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) A~ TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1265.70 DOWNSTREAM ELEVATION = 1263.30 ~LEVATION DIFFERENCE = 2.40 ~C = 0.393*[( 120.00**3)/( 2.40)]**.2 = 5.827 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.683 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8610 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF (CFS) = 0.93 TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF (CFS) = 0.93 **************************************************************************** FLOW PROCESS FROM NODE 1220.00 TO NODE 1218.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ============================================================================ UPSTREAM ELEVATION (FEET) = 1262.83 DOWNSTREAM ELEVATION (FEET) = 1249.18 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL INSIDE STREET CROSSFALL(DEClMAL) OUTSIDE STREET CROSSFALL(DEClMAL) GRADE BREAK (FEET) = = 0.020 = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 STREET PARKWAY CROSSFALL(DEClMAL) = 0.020 Manning's FRICTION FACTOR for Street flow Section(curb-to-curb) = 0.0150 ~anning'S FRICTION FACTOR for Back-of-Walk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 4.56 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALF STREET FLOOD WIDTH(FEET) = 4.36 AVERAGE FLOW VELOCITY(FEET/SEC.) 5.62 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.16 STREET FLOW TRAVEL TIME(MIN.) = 1.19 Tc(MIN.) 7.01 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.229 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8572 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF (CFS) 7.25 TOTAL AREA(ACRES) = 2.23 PEAK FLOW RATE(CFS) 8.18 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) 5.51 FLOW VELOCITY(FEET/SEC.) = 6.47 DEPTH*VELOCITY(FT*FT/SEC.) 3.08 LONGEST FLOWPATH FROM NODE 1219.00 TO NODE 1218.00 = 520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1218.00 TO NODE 1218.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 ~ONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ~IME OF CONCENTRATION(MIN.) = 7.01 RAINFALL INTENSITY (INCH/HR) = 4.23 TOTAL STREAM AREA (ACRES) = 2.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.18 ~ **************************************************************************** FLOW PROCESS FROM NODE 1221.00 TO NODE 1222.00 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 = 140.00 UPSTREAM ELEVATION = 1265.70 DOWNSTREAM ELEVATION = 1263.30 ELEVATION DIFFERENCE = 2.40 TC = 0.393*[( 140.00**3)/( 2.40)]**.2 = 6.391 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.451 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8591 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF (CFS) = 0.88 TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF (CFS) = 0.88 **************************************************************************** FLOW PROCESS FROM NODE 1222.00 TO NODE 1218.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< ============================================================================ UPSTREAM ELEVATION (FEET) = 1262.80 DOWNSTREAM ELEVATION (FEET) = 1249.18 STREET LENGTH(FEET) = 320.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 411bISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DEClMAL) = 0.020 OUTSIDE STREET CROSSFALL(DEClMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DEClMAL) = 0.020 Manning's FRICTION FACTOR for Street flow Section (curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 2.64 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 3.31 AVERAGE FLOW VELOCITY(FEET/SEC.) 5.39 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.62 STREET FLOW TRAVEL TIME(MIN.) = 0.99 Tc(MIN.) = 7.38 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.112 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8561 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.52 TOTAL AREA(ACRES) = 1.23 PEAK FLOW RATE(CFS) 4.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) 4.11 ~LOW VELOCITY(FEET/SEC.) = 6.04 DEPTH*VELOCITY(FT*FT/SEC.) 2.21 ~ONGEST FLOWPATH FROM NODE 1221.00 TO NODE 1218.00 = 460.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1222.00 TO NODE 1218.00 IS CODE = 1 A,rJt. >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 ~ONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: ~IME OF CONCENTRATION(MIN.) = 7.38 RAINFALL INTENSITY (INCH/HR) = 4.11 TOTAL STREAM AREA(ACRES) = 1.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.40 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 29.35 2 8.18 3 4.40 Tc (MIN.) 16.06 7.01 7.38 INTENSITY (INCH/HOUR) 2.682 4.229 4.112 AREA (ACRE) 11.27 2.23 1. 23 *********************************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 CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK STREAM NUMBER .; 3 FLOW RATE RUNOFF (CFS) 25.17 25.84 37.41 TABLE ** Tc (MIN.) 7.01 7.38 16.06 INTENSITY (INCH/HOUR) 4.229 4.112 2.682 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) = 37.41 Tc(MIN.) = 16.06 TOTAL AREA(ACRES) = 14.73 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1218.00 2860.00 FEET. FLOW PROCESS FROM NODE **************************************************************************** 7 1218.00 TO NODE 1218.00 IS CODE = ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 16.06 RAIN INTENSITY (INCH/HOUR) = 2.68 TOTAL AREA(ACRES) = 14.73 TOTAL RUNOFF (CFS) = 12.32 FLOW PROCESS FROM NODE **************************************************************************** 1227.00 IS CODE = 61 1218.00 TO NODE ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< ;;;;;=;;;;;;;;;;;;~=;;;=~=;;;;~==;;=======;====;=====;;;=========;;=;====;;= UPSTREAM ELEVATION(FEET) = 1249.18 DOWNSTREAM ELEVATION (FEET) = 1236.21 CURB HEIGHT(INCHES) = 6.0 .STREET LENGTH(FEET) = 275.00 TREET 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 = 1 STREET PARKWAY CROSSFALL{DEClMAL) = 0.020 ~Manning'S FRICTION FACTOR for Streetflow Section(curb-to-curb) = ~Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW{CFS) = 12.55 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 7.33 AVERAGE FLOW VELOCITY(FEET/SEC.) = 8.07 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 4.23 STREET FLOW TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 16.63 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.632 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8870 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.47 TOTAL AREA(ACRES) = 14.93 PEAK FLOW RATE(CFS) = 12.79 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 7.54 FLOW VELOCITY(FEET/SEC.) = 8.09 DEPTH*VELOCITY(FT*FT/SEC.) = 4.27 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1227.00 = 3135.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1227.00 TO NODE 1227.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ ~TOTAL NUMBER OF STREAMS = 2 ~CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION{MIN.) 16.63 RAINFALL INTENSITY (INCH/HR) = 2.63 TOTAL STREAM AREA(ACRES) = 14.93 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.79 **************************************************************************** FLOW PROCESS FROM NODE 1228.00 TO NODE 1229.00 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 = 1243.00 DOWNSTREAM ELEVATION = 1240.89 ELEVATION DIFFERENCE = 2.11 TC = 0.393*[( 120.00**3)/( 2.11)]**.2 = 5.979 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.617 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8605 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF (CFS) = 0.40 TOTAL AREA{ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.40 e************************************************************************** FLOW PROCESS FROM NODE 1229.00 TO NODE 1227.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< Po. <pC(, =================~=====;====================;=============================== UPSTREAM ELEVATION(FEET) = 1240.39 DOWNSTREAM ELEVATION(FEET) = 1236.21 STREET LENGTH (FEET) = 150.00 CURB HEIGHT(INCHES) = 6.0 ~TREET HALFWIDTH(FEET) = 30.00 ~ISTANCE 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 Manning's FRICTION FACTOR for Street flow 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) = 1.33 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 2.70 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.90 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.98 STREET FLOW TRAVEL TIME(MIN.) = 0.64 Tc(MIN.) = 6.62 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.366 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8584 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) 0.50 SUBAREA RUNOFF (CFS) 1.87 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE (CFS) = 2.27 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) 3.42 ~LOW VELOCITY(FEET/SEC.) = 4.39 DEPTH*VELOCITY(FT*FT/SEC.) = ~ONGEST FLOWPATH FROM NODE 1228.00 TO NODE 1227.00 = 270.00 1. 36 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1227.00 TO NODE 1227.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 6.62 RAINFALL INTENSITY (INCH/HR) = 4.37 TOTAL STREAM AREA(ACRES) = 0.60 PEAK FLOW RATE (CFS) AT CONFLUENCE = 2.27 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 12.79 2 2.27 Tc (MIN.) 16.63 6.62 INTENSITY ( INCH/HOUR) 2.632 4.366 AREA (ACRE) 14.93 0.60 *********************************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 CONFLUENCE FORMULA USED FOR 2 STREAMS. ~~ ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 7.36 14.16 TABLE ** Tc (MIN. ) 6.62 16.63 INTENSITY ( INCH/HOUR) 4.366 2.632 e COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.16 Tc(MIN.) = 16.63 TOTAL AREA(ACRES) = 15.53 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1227.00 = 3135.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1227.00 TO NODE 1227.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 16.62 RAIN INTENSITY(INCH/HOUR) = 2.63 TOTAL AREA(ACRES) = 15.53 TOTAL RUNOFF(CFS) = 6.66 **************************************************************************** FLOW PROCESS FROM NODE 1227.00 TO NODE 1231.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1236.04 DOWNSTREAM ELEVATION(FEET) = 1230.57 STREET LENGTH(FEET) = 240.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 ~DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DEClMAL) OUTSIDE STREET CROSSFALL(DEClMAL) GRADE BREAK (FEET) = 0.020 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS 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) 7.62 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 5.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.47 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.73 STREET FLOW TRAVEL TIME(MIN.) = 0.73 Tc(MIN.) = 17.35 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.571 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8337 SOIL CLASSIFICATION IS "D" SUBAREA AREA (ACRES) = 0.90 SUBAREA RUNOFF(CFS) 1.93 TOTAL AREA (ACRES) = 16.43 PEAK FLOW RATE(CFS) = 8.59 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) 7.23 ~FLOW VELOCITY(FEET/SEC.) = 5.56 DEPTH*VELOCITY(FT*FT/SEC.) = 2.91 ~LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1231.00 = 3375.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1231.00 TO NODE 1231.00 IS CODE = 1 ----------------------------------------------------------------------------~1D >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS; 2 _CONFLUENCE VALUES USED FOR INDEPENDENT IME OF CONCENTRATION(MIN.) ; 17.35 RAINFALL INTENSITY (INCH/HR) ; 2.57 TOTAL STREAM AREA(ACRES); 16.43 PEAK FLOW RATE (CFS) AT CONFLUENCE; STREAM 1 ARE: 8.59 **************************************************************************** FLOW PROCESS FROM NODE 1318.00 TO NODE 1318.00 IS CODE; 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) ; 10.72 RAIN INTENSITY(INCH/HOUR) ; 3.35 TOTAL AREA(ACRES); 0.00 TOTAL RUNOFF(CFS) ; 8.08 **************************************************************************** FLOW PROCESS FROM NODE 1317.00 TO NODE 1231.00 IS CODE; 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS; 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) ; 10.72 RAINFALL INTENSITY (INCH/HR) ; 3.35 TOTAL STREAM AREA(ACRES); 0.00 411rEAK FLOW RATE (CFS) AT CONFLUENCE; ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 8.59 2 8.08 STREAM 2 ARE: 8.08 Tc (MIN. ) 17.35 10.72 INTENSITY (INCH/HOUR) 2.571 3.350 AREA (ACRE) 16.43 0.00 *********************************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 CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 13.39 14.79 TABLE ** Tc (MIN.) 10.72 17.35 INTENSITY (INCH/HOUR) 3.350 2.571 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS); 14.79 Tc(MIN.); 17_35 TOTAL AREA(ACRES); 16.43 411iONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1231.00 3375 . 00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1212.00 TO NODE 1212.00 IS CODE; 7 ----------------------------------------------------------------------------~'\\ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ----------------- ----------------- =========================================================== USER-SPECIFIED VALUES ARE AS FOLLOWS: ~C(MIN) ~ 12.99 RAIN INTENSITY (INCH/HOUR) ~ 3.01 ~OTAL AREA(ACRES) ~ 3.54 TOTAL RUNOFF(CFS) ~ 10.53 **************************************************************************** FLOW PROCESS FROM NODE 1212.00 TO NODE 1212.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 12.99 RAINFALL INTENSITY (INCH/HR) ~ 3.01 TOTAL STREAM AREA(ACRES) = 3.54 PEAK FLOW RATE(CFS) AT CONFLUENCE ~ 10.53 **************************************************************************** FLOW PROCESS FROM NODE 1223.00 TO NODE 1224.00 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 = 110.00 UPSTREAM ELEVATION = 1287.50 DOWNSTREAM ELEVATION = 1283.96 ~LEVATION DIFFERENCE = 3.54 ~C = 0.393*[( 110.00**3)/( 3.54)]**.2 ~ 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.029 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8224 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) ~ 5.117 0.83 0.20 TOTAL RUNOFF(CFS) = 0.83 **************************************************************************** FLOW PROCESS FROM NODE 1212.00 TO NODE 1224.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 5.12 RAINFALL INTENSITY (INCH/HR) = 5.03 TOTAL STREAM AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.83 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.53 12.99 3.014 3.54 ... 2 0.83 5.12 5.029 0.20 ~*******************************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. 1>.."1.-- ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ~CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc NUMBER (CFS) (MIN. ) 1 4.97 5.12 2 11.03 12.99 INTENSITY ( INCH/HOUR) 5.029 3.014 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) ~ 11.03 Tc(MIN.) ~ 12.99 TOTAL AREA(ACRES) ~ 3.74 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1224.00 ~ 3375.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1224.00 TO NODE 1225.00 IS CODE ~ 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< ============================================================================ UPSTREAM ELEVATION(FEET) ~ 1283.46 DOWNSTREAM ELEVATION(FEET) ~ 1250.03 STREET LENGTH(FEET) ~ 1100.00 CURB HEIGHT(INCHES) ~ 6.0 STREET HALFWIDTH(FEET) ~ 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) ~ 18.00 INSIDE STREET CROSSFALL(DEClMAL) ~ 0.020 OUTSIDE STREET CROSSFALL(DEClMAL) ~ 0.080 ~SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DEClMAL) ~ 0.020 Manning's FRICTION FACTOR for Street flow Section (curb-to-curb) Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0.0200 1 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) ~ 16.35 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) ~ 0.61 HALFSTREET FLOOD WIDTH (FEET) ~ 12.97 AVERAGE FLOW VELOCITY(FEET/SEC.) ~ 6.62 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) ~ 4.07 STREET FLOW TRAVEL TIME(MIN.) ~ 2.77 Tc(MIN.) 15.76 100 YEAR RAINFALL INTENSITY (INCH/HOUR) ~ 2.710 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT ~ .8366 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) 4.70 SUBAREA RUNOFF(CFS) 10.66 TOTAL AREA(ACRES) ~ 8.44 PEAK FLOW RATE(CFS) 21.68 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) ~ 0.67 HALFSTREET FLOOD WIDTH(FEET) ~ 16.36 FLOW VELOCITY(FEET/SEC.) ~ 6.64 DEPTH*VELOCITY(FT*FT/SEC.) ~ 4.44 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L ~ 1100.0 FT WITH ELEVATION-DROP ~ 33.4 FT, IS 11.9 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 1225.00 ~LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1225.00 ~ 4475.00 FEET. ~************************************************************************** FLOW PROCESS FROM NODE 1225.00 TO NODE 1225.00 IS CODE ~ 7 ---------------------------------------------------------------------------- ~17 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.76 RAIN INTENSITY (INCHjHOUR) = 2.71 TOTAL AREA(ACRES) = 8.44 TOTAL RUNOFF(CFS) = 17.37 ~*.*.***.***...*****...***.***********...******.*****.**..***.....*****.*** FLOW PROCESS FROM NODE 1225.00 TO NODE 1226.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION (FEET) = 1250.03 DOWNSTREAM ELEVATION (FEET) = 1236.31 STREET LENGTH (FEET) = 275.00 CURB HEIGHT(INCHES) 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DEClMAL) OUTSIDE STREET CROSSFALL(DEClMAL) 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-of-Walk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) 18.15 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 11.33 AVERAGE FLOW VELOCITY(FEETjSEC.) 8.43 ~ PRODUCT OF DEPTH&VELOCITY(FT*FTjSEC.) = 4.96 ~STREET FLOW TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 16.30 100 YEAR RAINFALL INTENSITY(INCHjHOUR) = 2.660 SINGLE-FAMILY(lj4 ACRE LOT) RUNOFF COEFFICIENT = .8356 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF (CFS) 1.56 TOTAL AREA (ACRES) = 9.14 PEAK FLOW RATE(CFS) = 18.93 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 11.84 FLOW VELOCITY(FEETjSEC.) = 8.42 DEPTH*VELOCITY(FT*FTjSEC.) = 5.02 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1226.00 = 4750.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1226.00 TO NODE 1230.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ------- ------- ===================================================================== UPSTREAM ELEVATION(FEET) = 1236.04 DOWNSTREAM ELEVATION(FEET) = 1230.57 STREET LENGTH (FEET) = 240.00 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 ~SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DEClMAL) = 0.020 Manning's FRICTION FACTOR for Street flow Section (curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Wa1k Flow Section = 0.0200 18.00 1 0.0150 ...A. /i.'f;'- e **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 19.90 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET} = 0.68 HALFSTREET FLOOD WIDTH(FEET} = 17.07 AVERAGE FLOW VELOCITY(FEET/SEC.} = 5.76 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.92 STREET FLOW TRAVEL TIME(MIN.} = 0.70 Tc(MIN.) = 17.00 100 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.600 SINGLE-FAMILY(1/4 ACRE LOT} RUNOFF COEFFICIENT = .8343 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) 0.90 SUBAREA RUNOFF (CFS) = 1.95 TOTAL AREA(ACRES) = 10.04 PEAK FLOW RATE(CFS) = 20.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.69 HALFSTREET FLOOD WIDTH(FEET) 17.69 FLOW VELOCITY(FEET/SEC.) = 5.75 DEPTH*VELOCITY(FT*FT/SEC.) 3.97 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1230.00 = 4990.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1230.00 TO NODE 1230.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ------------ ------------ ================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 17.00 RAINFALL INTENSITY (INCH/HR) = 2.60 TOTAL STREAM AREA(ACRES) = 10.04 ~PEAK FLOW RATE (CFS) AT CONFLUENCE = 20.88 **************************************************************************** FLOW PROCESS FROM NODE 1317.00 TO NODE 1317.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.72 RAIN INTENSITY (INCH/HOUR) = 3.35 TOTAL AREA(ACRES) = 0.00 TOTAL RUNOFF(CFS) = 8.08 **************************************************************************** FLOW PROCESS FROM NODE 1317.00 TO NODE 1230.00 IS CODE = 1 ------------------------------------------------------~--------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.72 RAINFALL INTENSITY (INCH/HR) = 3.35 TOTAL STREAM AREA(ACRES) = 0.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.08 ** CONFLUENCE DATA ** . STREAM RUNOFF NUMBER (CFS) 1 20.88 2 8.08 Tc (MIN.) 17.00 10.72 INTENSITY ( INCH/HOUR) 2.600 3.350 AREA (ACRE) 10.04 0.00 *********************************WARNING********************************** />.. ~.:S 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. 411f***.***......***************.*******...*..*.*.***..*.******.*.**.****.*. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 21.25 27.15 TABLE ** Tc (MIN. ) 10.72 17.00 INTENSITY ( INCH/HOUR) 3.350 2.600 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) 27.15 Tc(MIN.) ~ 17.00 TOTAL AREA(ACRES) ~ 10.04 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1230.00 4990.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA (ACRES) PEAK FLOW RATE (CFS) ~ 10.04 TC(MIN.) ~ 27.15 17.00 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS 1 - . A~ **************************************************************************** e HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 Lieense lD 1264 AnaLysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 08:04 09/25/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY * nodes 1207 1212 * 100-year * ************************** * * * ************************************************************************** **************************************************************************** t.ttSTREETFLOW MODEL INPUT INFORMATION ---------------------------------------------------------------------------- CONSTANT STREET GRADECFEET/FEET) = 0.015000 CONSTANT STREET FLOW(CFS) = 21.05 ~VERAGE STREET FLOW FRICTION FACTORCMANNING) = 0.015000 ,....rONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAKCFEET) 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CRDSSFALLCDECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHTCFEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIOTH(FEET) = 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: -------------.----------.---------------------.----------------------------- 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 DEPTHCFEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 21.69 AVERAGE FLOW VELOCITYCFEET/SEC.) = 4.34 PRODUCT OF DEPTH&VELOCITY = 2.39 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . )..."\" ************************** DESCRIPTION OF STUDY ************************** * nodes 1218 and 1225 * * 10Q-year * . . ~...................................................................... **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION .----------------------------------.---------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.029000 CONSTANT STREET FLOWCCFS) = 51.03 AVERAGE STREETFLOW FRICTION FACTORCMANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 OISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIPCFEET) = D.03125 CONSTANT SYMMETRICAL GUTTER-HIKECFEET) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES ***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. ~TREET FLOW DEPTH(FEET) = 0.53 HALF STREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITYCFEET/SEC.) = 5.88 PRODUCT OF OEPTH&VELOCITY = 3.09 ============================================================================ . ~"r> **************************************************************************** e 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 S2 * 10-YEAR * NODES 1140-1150 TO BASIN 1200 * * * ****************************************************,********************** FILE NAME: 10S2.DAT TIME/DATE OF STUDY: 13:48 08/16/2001 ---------------------------------------------------------------------------- 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 USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) = 2.360 ~~O-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = 0.880 ~OO-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 l-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 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 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 WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** .LOW PROCESS FROM NODE 1140.00 TO NODE 1140.00 IS CODE = 7 ------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: ~a, TC(MIN) = 7.73 TOTAL AREA (ACRES) = RAIN INTENSITY(INCH/HOUR) = 2.75 1.21 TOTAL RUNOFF (CFS) = 0.37 **************************************************************************** ~LOW PROCESS FROM NODE 1140.00 TO NODE 1140.00 IS CODE = 1 ~------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.73 RAINFALL INTENSITY (INCH/HR) = 2.75 TOTAL STREAM AREA (ACRES) = 1.21 PEAK FLOW RATE (CFS) AT CONFLUENCE = 0.37 **************************************************************************** FLOW PROCESS FROM NODE 1136.00 TO NODE 1136.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 7.46 RAIN INTENSITY(INCH/HOUR) = 2.80 TOTAL AREA(ACRES) = 0.00 TOTAL RUNOFF (CFS) = 3.20 **************************************************************************** FLOW PROCESS FROM NODE 1140.00 TO NODE 1140.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 ~ONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ~IME OF CONCENTRATION(MIN.) = 7.46 RAINFALL INTENSITY (INCH/HR) = 2.80 TOTAL STREAM AREA(ACRES) = 0.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.20 **************************************************************************** FLOW PROCESS FROM NODE 1126.00 TO NODE 1140.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVA~ION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 170.00 UPSTREAM ELEVATION = 1251.23 DOWNSTREAM ELEVATION = 1247.44 ELEVATION DIFFERENCE = 3.79 TC = 0.303*[( 170.00**3)/( 3.79)]**.2 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF (CFS) = TOTAL AREA(ACRES) = = 5.060 3.468 = .8898 0.46 0.15 TOTAL RUNOFF(CFS) = 0.46 .************************************************************************* LOW PROCESS FROM NODE 1140.00 TO NODE 1140.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< b.,q/) ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 5.06 ~INFALL INTENSITY (INCH/HR) = 3.47 ~TAL STREAM AREA(ACRES) = 0.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.46 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 0.37 2 3.20 3 0.46 Tc (MIN. ) 7.73 7.46 5.06 INTENSITY ( INCH/HOUR) 2.747 2.801 3.468 AREA (ACRE) 1. 21 0.00 0.15 *********************************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 CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE STREAM RUNOFF NUMBER (CFS) 1 2.88 2 3.93 _ 3 3.87 ~OMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = LONGEST FLOWPATH FROM TABLE ** Tc (MIN. ) 5.06 7.46 7.73 INTENSITY (INCH/HOUR) 3.468 2.801 2.747 ESTIMATES ARE AS FOLLOWS: = 3.93 Tc(MIN.) = 1. 36 NODE 1126.00 TO NODE 7.46 1140.00 170.00 FEET. FLOW PROCESS FROM NODE **************************************************************************** 1141.00 IS CODE = 61 1140.00 TO NODE >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< ============================================================================ UPSTREAM ELEVATION (FEET) = 1247.44 DOWNSTREAM ELEVATION(FEET) = 1239.79 STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DECIMAL) OUTSIDE STREET CROSSFALL(DECIMAL) GRADEBREAK(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) = 0.46 HALF STREET FLOOD WIDTH (FEET) = 5.35 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.52 5.40 ~OQ' PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) ~ 2.10 STREET FLOW TRAVEL TIME(MIN.) ~ 1.62 TC(MIN.) ~ 9.08 10 YEAR RAINFALL INTENSITY (INCH/HOUR) ~ 2.514 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT ~ .8324 asOIL CLASSIFICATION IS "D" ~UBAREA AREA (ACRES) ~ 1.40 SUBAREA RUNOFF (CFS) ~ 2.93 TOTAL AREA(ACRES) ~ 2.76 PEAK FLOW RATE (CFS) ~6.86 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) ~ 0.51 HALFSTREET FLOOD WIDTH(FEET) ~ 6.20 FLOW VELOCITY(FEET/SEC.) ~ 4.78 DEPTH*VELOCITY(FT*FT/SEC.) ~ 2.42 LONGEST FLOWPATH FROM NODE 1126.00 TO NODE 1141.00 ~ 610.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1141. 00 TO NODE 1141.00 IS CODE ~ 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS ~ 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 9.08 RAINFALL INTENSITY (INCH/HR) ~ 2.51 TOTAL STREAM AREA(ACRES) ~ 2.76 PEAK FLOW RATE (CFS) AT CONFLUENCE ~ 6.86 **************************************************************************** FLOW PROCESS FROM NODE 1142.00 TO NODE 1143.00 IS CODE ~ 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 4It~~~~~~~~~~~;;~~~~;~~~~~~;;;;~~~~;~;~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC ~ K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH ~ 120.00 UPSTREAM ELEVATION ~ 1243.00 DOWNSTREAM ELEVATION ~ 1240.90 ELEVATION DIFFERENCE ~ 2.10 TC ~ 0.393*[( 120.00**3)/( 2.10)]**.2 ~ 5.984 10 YEAR RAINFALL INTENSITY (INCH/HOUR) ~ 3.162 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT ~ .8445 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 0.13 TOTAL AREA(ACRES) ~ 0.05 TOTAL RUNOFF(CFS) ~ 0.13 **************************************************************************** FLOW PROCESS FROM NODE 1143.00 TO NODE 1141.00 IS CODE ~ 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ============================================================================ UPSTREAM ELEVATION(FEET) ~ 1240.40 DOWNSTREAM ELEVATION (FEET) ~ 1239.79 STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) 6.0 STREET HALFWIDTH(FEET) ~ 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK (FEET) .NSIDE STREET CROSSFALL(DECIMAL) ~ 0.020 UTSIDE STREET CROSSFALL(DEClMAL) ~ 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF ~ 1 STREET PARKWAY CROSSFALL(DEClMAL) ~ 0.020 A.~ Manning's FRICTION FACTOR for Street flow Section (curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) 0.95 ... STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: ,., STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 3.60 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.67 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.54 STREET FLOW TRAVEL TIME(MIN.) = 1.60 Tc(MIN.) = 7.58 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.776 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8379 SOIL CLASSIFICATION IS "D" . SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF (CFS) = 1.63 TOTAL AREA(ACRES) = 0.75 PEAK FLOW RATE(CFS) = 1.76 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 4.63 FLOW VELOCITY(FEET/SEC.) = 1.94 DEPTH*VELOCITY(FT*FT/SEC.) = 0.79 LONGEST FLOWPATH FROM NODE 1142.00 TO NODE 1141.00 = 280.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1141.00 TO NODE 1141.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ~TIME OF CONCENTRATION(MIN.) = 7.58 INFALL INTENSITY (INCH/HR) = 2.78 OTAL STREAM AREA(ACRES) = 0.75 PEAK FLOW RATE (CFS) AT CONFLUENCE = 1.76 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 6.86 2 1.76 Tc (MIN. ) 9.08 7.58 INTENSITY ( INCH/HOUR) 2.514 2.776 AREA (ACRE) 2.76 0.75 *********************************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 STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 7.49 8.46 TABLE ** Tc (MIN. ) 7.58 9.08 INTENSITY ( INCH/HOUR) 2.776 2.514 .OMPUTED CONFLUENCE EAK FLOW RATE (CFS) - TOTAL AREA (ACRES) = LONGEST FLOWPATH FROM ESTIMATES ARE AS FOLLOWS: = 8.46 Tc(MIN.) = 3.51 NODE 1126.00 TO NODE 9.08 1141. 00 = 610.00 FEET. h.~~ **************************************************************************** FLOW PROCESS FROM NODE 1123.00 TO NODE 1123.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ~~i;:~;i;~;~i;=;~~~i~=~;i=~~=;~~~~~~~===================================== TC(MIN) = 10.78 RAIN INTENSITY (INCHjHOUR) = 2.29 TOTAL AREA(ACRES) = 29.39 TOTAL RUNOFF(CFS) = 1.01 **************************************************************************** FLOW PROCESS FROM NODE 1123.00 TO NODE 1144.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< -------------- -------------- ============================================================== UPSTREAM ELEVATION (FEET) = 1251.36 DOWNSTREAM ELEVATION(FEET) = 1247.54 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DEClMAL) OUTSIDE STREET CROSSFALL(DEClMAL) GRADEBREAK(FEET) = 0.020 = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DEClMAL) 0.020 Manning'S FRICTION FACTOR for Street flow 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) = 1.32 e STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 3.19 AVERAGE FLOW VELOCITY(FEETjSEC.) = 2.87 PRODUCT OF DEPTH&VELOCITY(FT*FTjSEC.) = 0.84 STREET FLOW TRAVEL TIME(MIN.) = 1.74 Tc(MIN.) 12.52 10 YEAR RAINFALL INTENSITY(INCHjHOUR) = 2.106 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8843 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) 0.33 SUBAREA RUNOFF (CFS) = 0.61 TOTAL AREA (ACRES) = 29.72 PEAK FLOW RATE (CFS) = 1.62 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.32 HALFSTREET FLOOD WIDTH (FEET) 3.50 FLOW VELOCITY(FEETjSEC.) = 3.01 DEPTH*VELOCITY(FT*FTjSEC.) = 0.95 LONGEST FLOWPATH FROM NODE 1126.00 TO NODE 1144.00 = 910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1144.00 TO NODE 1145.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 1247.54 DOWNSTREAM ELEVATION(FEET) = 1241.89 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 ~ISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DECIMAL) OUTSIDE STREET CROSSFALL(DEClMAL) GRADE BREAK (FEET) = 0.020 0.080 18.00 A~I:\ SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Street flow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0.0200 e 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) = 3.25 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.76 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.12 STREET FLOW TRAVEL TIME(MIN.) = 1.15 Tc(MIN.) 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.007 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8837 SOIL CLASSIFICATION IS "D" SUBAREA AREA (ACRES) = 0.18 TOTAL AREA(ACRES) = 29.90 1. 78 13.67 SUBAREA RUNOFF(CFS) PEAK FLOW RATE (CFS) = 0.32 1. 94 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.31 HALF STREET FLOOD WIDTH(FEET) 3.38 FLOW VELOCITY(FEET/SEC.) = 3.84 DEPTH*VELOCITY(FT*FT/SEC.) = 1.18 LONGEST FLOWPATH FROM NODE 1126.00 TO NODE 1145.00 = 1170.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1145.00 TO NODE 1145.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 ~CONFLUENCE VALUES USED FOR INDEPENDENT IME OF CONCENTRATION(MIN.) = 13.67 INFALL INTENSITY (INCH/HR) = 2.01 TOTAL STREAM AREA(ACRES) = 29.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 1 ARE: 1. 94 **************************************************************************** FLOW PROCESS FROM NODE 1146.00 TO NODE 1147.00 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 = 1247.80 DOWNSTREAM ELEVATION = 1245.80 ELEVATION DIFFERENCE = 2.00 TC = 0.393*[( 120.00**3)/( 2.00)]**.2 6.043 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.145 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8443 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF (CFS) = 1.20 TOTAL AREA(ACRES) = 0.45 TOTAL RUNOFF(CFS) = 1.20 **************************************************************************** ~LOW PROCESS FROM NODE 1147.00 TO NODE 1145.00 IS CODE = 61 ~------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ============================================================================ ~~ UPSTREAM ELEVATION(FEET) = 1244.98 DOWNSTREAM ELEVATION (FEET) = 1241.89 STREET LENGTH (FEET) = 120.00 CURB HEIGHT(INCHES) 6.0 STREET HALFWIDTH(FEET) = 30.00 , ~ISTANCE FROM CROWN TO CROSSFALL GRADE BREAK (FEET) = 18.00 ~NSIDE STREET CROSSFALL(DEClMAL) = 0.020 OUTSIDE STREET CROSSFALL(DEClMAL) 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 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) = 2.97 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 2.88 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.87 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.03 STREET FLOW TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 6.56 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.006 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8420 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF (CFS) = 3.54 TOTAL AREA(ACRES) = 1.85 PEAK FLOW RATE(CFS) 4.74 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 3.54 FLOW VELOCITY(FEET/SEC.) = 4.29 DEPTH*VELOCITY(FT*FT/SEC.) = 1.37 411rONGEST FLOWPATH FROM NODE 1146.00 TO NODE 1145.00 = 240.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1145.00 TO NODE 1145.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 6.56 RAINFALL INTENSITY(INCH/HR) = 3.01 TOTAL STREAM AREA(ACRES) = 1.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.74 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 1.94 2 4.74 Tc (MIN.) 13.67 6.56 INTENSITY ( INCH/HOUR) 2.007 3.006 AREA (ACRE) 29.90 1. 85 *********************************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. 411f************************************************************************ RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO . CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** />..f/e . STREAM RUNOFF NUMBER (CFS) 1 5.67 2 5.11 ~OMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) ; LONGEST FLOWPATH FROM Tc (MIN. ) 6.56 13.67 INTENSITY ( INCH/HOUR) 3.006 2.007 ESTIMATES ARE AS FOLLOWS: 5.67 Tc(MIN.); 31.75 NODE 1126.00 TO NODE 6.56 1145.00; 1170.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1145.00 TO NODE 1148.00 IS CODE; 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ============================================================================ UPSTREAM ELEVATION (FEET) ; 1241.89 DOWNSTREAM ELEVATION (FEET) ; 1239.79 STREET LENGTH (FEET) ; 170.00 CURB HEIGHT (INCHES) ; 6.0 STREET HALFWIDTH(FEET) ; 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DEClMAL) OUTSIDE STREET CROSSFALL(DEClMAL) GRADEBREAK(FEET) ; 0.020 ; 0.080 18.00 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) ; ~ STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) ; 0.50 HALFSTREET FLOOD WIDTH (FEET) ; 6.10 AVERAGE FLOW VELOCITY(FEET/SEC.); 4.03 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.); 2.03 STREET FLOW TRAVEL TIME(MIN.); 0.70 Tc(MIN.) 10 YEAR RAINFALL INTENSITY (INCH/HOUR) ; 2.842 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT; .8878 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) 0.05 TOTAL AREA(ACRES); 31.80 5.73 -1) "'" 0.:' 'I ( 5<.1.' U EU; -I oV+f$ ;:q-- ftt.J~",l 7.26 SUBAREA RUNOFF (CFS) ; PEAK FLOW RATE(CFS) ; 0.13 5.80 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) ; 0.51 HALFSTREET FLOOD WIDTH(FEET); 6.20 FLOW VELOCITY(FEET/SEC.) ; 4.04 DEPTH*VELOCITY(FT*FT/SEC.); 2.05 LONGEST FLOWPATH FROM NODE 1126.00 TO NODE 1148.00; 1340.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1148.00 TO NODE 1148.00 IS CODE; 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------- ---------- ================================================================== TOTAL NUMBER OF STREAMS; 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ~TIME OF CONCENTRATION(MIN.); 7.26 INFALL INTENSITY (INCH/HR) ; 2.84 OTAL STREAM AREA(ACRES); 31.80 PEAK FLOW RATE (CFS) AT CONFLUENCE; 5.80 **************************************************************************** ~ ~q, FLOW PROCESS FROM NODE 1149.00 TO NODE 1150.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 411r======~~~~~~=~~~;~~~=~~~~;~~=~~;~;~==================================== DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K* [(LENGTH**3) 1 (ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 150.00 UPSTREAM ELEVATION = 1245.00 DOWNSTREAM ELEVATION = 1241.87 ELEVATION DIFFERENCE = 3.13 TC = 0.393*[( 150.00**3)/( 3.13)]**.2 6.317 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.070 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8431 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF (CFS) = 1.04 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 1.04 **************************************************************************** FLOW PROCESS FROM NODE 1150.00 TO NODE 1148.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 1241.37 DOWNSTREAM ELEVATION(FEET) = 1239.79 STREET LENGTH(FEET) = 220.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) ~NSIDE STREET CROSSFALL(DECIMAL) = 0.020 ~UTSIDE STREET CROSSFALL(DEClMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 STREET PARKWAY CROSSFALL(DEClMAL) = 0.020 Manning's FRICTION FACTOR for Street flow Section (curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 3.32 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 3.97 AVERAGE FLOW VELOCITY(FEET/sEC.) = 2.44 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.86 STREET FLOW TRAVEL TIME(MIN.) = 1.50 Tc(MIN.) 7.82 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.729 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8370 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF (CFS) 4.57 TOTAL AREA(ACRES) = 2.40 PEAK FLOW RATE (CFS) 5.60 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 4.91 FLOW VELOCITY(FEET/sEC.) = 2.76 DEPTH*VELOCITY(FT*FT/sEC.) 1.18 LONGEST FLOWPATH FROM NODE 1149.00 TO NODE 1148.00 = 370.00 FEET. ~************************************************************************* FLOW PROCESS FROM NODE 1148.00 TO NODE 1148.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< P..~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.82 ~INFALL INTENSITY (INCH/HR) = 2.73 ~OTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE (CFS) AT CONFLUENCE = 5.60 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 5.80 2 5.60 Tc (MIN. ) 7.26 7.82 INTENSITY ( INCH/HOUR) 2.842 2.729 AREA (ACRE) 31.80 2.40 *********************************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 STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 11.00 11.17 TABLE ** Tc (MIN.) 7.26 7.82 INTENSITY (INCH/HOUR) 2.842 2.729 ~OMPUTED CONFLUENCE ~EAK FLOW RATE(CFS) TOTAL AREA(ACRES) = LONGEST FLOWPATH FROM ESTIMATES ARE AS FOLLOWS: 11.00 Tc(MIN.) ~ 34.20 NODE 1126.00 TO NODE 7.26 1148.00 1340.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1148.00 TO NODE 1148.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.26 RAINFALL INTENSITY (INCH/HR) = 2.84 TOTAL STREAM AREA(ACRES) = 34.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.00 **************************************************************************** FLOW PROCESS FROM NODE 1141.00 TO NODE 1141.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 9.08 RAIN INTENSITY (INCH/HOUR) = 2.51 TOTAL AREA(ACRES) = 11.86 TOTAL RUNOFF(CFS) = 8.46 ~************************************************************************* ~LOW PROCESS FROM NODE 1141.00 TO NODE 1148.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ~q,\. ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.08 ~INFALL INTENSITY (INCH/HR) = 2.51 ~OTAL STREAM AREA(ACRES) = 11.86 PEAK FLOW RATE (CFS) AT CONFLUENCE = 8.46 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 11.00 2 8.46 Tc (MIN. ) 7.26 9.08 INTENSITY ( INCH/HOUR) 2.842 2.514 AREA (ACRE) 34.20 11.86 *********************************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 CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 17.77 18.19 TABLE ** Tc (MIN.) 7.26 9.08 INTENSITY ( INCH/HOUR) 2.842 2.514 ~COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ~PEAK FLOW RATE (CFS) 17.77 Tc(MIN.) = 7.26 TOTAL AREA(ACRES) = 46.06 LONGEST FLOWPATH FROM NODE 1126.00 TO NODE 1148.00. 1340.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 46.06 TC(MIN.) = 17.77 7.26 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS 1 e J>,of> **************************************************************************** e 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 ________________M.___________~____________________________________________._ TIME/DATE OF STUDY: 08:18 09/25/2001 -----------------------------------------------------------------------~---- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * nodes 1145 1148 * 10-year * ************************************************************************** **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION==== --------------------------------------------------------------.------------- CONSTANT STREET GRADECFEET/FEET) = 0.012000 CONSTANT STREET FLOWCCFS) = 5.80 .VERAGE STREET FLOW FRICTION FACTOR(MANNING) 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) 20.00 OISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = lB.OO INTERIOR STREET CROSSFALLCDECIMAL) = 0.020000 OUTSIOE STREET CROSSFALL(DECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = D.5D 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) = 0.39 HALFSTREET FLOOD WIDTHCFEET) = 13.53 AVERAGE FLOW VELOCITYCFEET/SEC.) = 2.93 PRODUCT OF DEPTH&VELOCITY = 1.13 ============================================================================ . * * * ~ **************************************************************************** e 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 ************************** * lOa-YEAR * * LINE S2 * * BASIN 1200 * ************************************************************************** FILE NAME: 100S2.DAT TIME/DATE OF STUDY: 14:18 08/16/2001 ---------------------------------------------------------------------------- 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 .O-YEAR STORM la-MINUTE INTENSITY. (INCH/HOUR) = 2.360 a-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = 0.880 lOa-YEAR STORM la-MINUTE INTENSITY (INCH/HOUR) = 3.480 lOa-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = 1.300 SLOPE OF la-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF lOa-YEAR INTENSITY-DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 I-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 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: 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.* ~************************************************************************* ..,LOW PROCESS FROM NODE 1127.00 TO NODE 1128.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM t>..~ DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 _UPSTREAM ELEVATION = 1265.70 OWNSTREAM ELEVATION = 1263.59 LEVATION DIFFERENCE = 2.11 TC = 0.393*[( 120.00**3)/( 2.11)]**.2 = 5.979 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.617 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8605 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF (CFS) = 2.11 TOTAL AREA(ACRES) = 0.53 TOTAL RUNOFF (CFS) = 2.11 **************************************************************************** FLOW PROCESS FROM NODE 1128.00 TO NODE 1129.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< ============================================================================ UPSTREAM ELEVATION (FEET) = 1263.09 DOWNSTREAM ELEVATION(FEET) = 1257.53 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DEClMAL) OUTSIDE STREET CROSSFALL(DEClMAL) GRADE BREAK (FEET) = 0.020 = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DEClMAL) = 0.020 _anning's 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) 4.49 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 4.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.75 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.97 STREET FLOW TRAVEL TIME(MIN.) = 0.88 Tc(MIN.) = 6.86 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.282 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8577 SOIL CLASSIFICATION IS "D" SUBAREA AREA (ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 4.77 TOTAL AREA(ACRES) = 1.83 PEAK FLOW RATE(CFS) 6.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 5.61 FLOW VELOCITY(FEET/SEC.) = 5.25 DEPTH*VELOCITY(FT*FT/SEC.) = 2.55 LONGEST FLOW PATH FROM NODE 1127.00 TO NODE 1129.00 = 370.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1129.00 TO NODE 1129.00 IS CODE = 10 ------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< 411(::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: FLOW PROCESS FROM NODE 1130.00 TO NODE 1131.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ~o...'? ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 ~NITIAL SUBAREA FLOW-LENGTH = 110.00 ~PSTREAM ELEVATION = 1289.80 DOWNSTREAM ELEVATION = 1287.74 ELEVATION DIFFERENCE = 2.06 TC = 0.393*[( 110.00**3)/( 2.06)]**.2 = 5.702 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.739 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8614 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF (CFS) = 1.43 TOTAL AREA(ACRES) = 0.35 TOTAL RUNOFF(CFS) = 1.43 **************************************************************************** FLOW PROCESS FROM NODE 1131. 00 TO NODE 1132.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ============================================================================ UPSTREAM ELEVATION (FEET) = 1287.24 DOWNSTREAM ELEVATION (FEET) = 1261.26 STREET LENGTH (FEET) = 650.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DEClMAL) OUTSIDE STREET CROSSFALL(DEClMAL) GRADEBREAK(FEET) = = 0.020 = 0.080 18.00 ~PECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ~TREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning'S FRICTION FACTOR for Back-of-Walk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 6.56 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (FEET) = 0.43 HALFSTREET FLOOD WIDTH (FEET) = 4.89 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.50 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.78 STREET FLOW TRAVEL TIME(MIN.) = 1.67 Tc(MIN.) = 7.37 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.116 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8561 SOIL CLASSIFICATION IS "D" SUBAREA AREA (ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 10.22 TOTAL AREA(ACRES) = 3.25 PEAK FLOW RATE (CFS) 11.65 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.53 HALFSTREET FLOOD WIDTH("FEET) = 7.44 FLOW VELOCITY(FEET/SEC.) = 7.43 DEPTH*VELOCITY(FT*FT/SEC.) = 3.91 LONGEST FLOW PATH FROM NODE 1130.00 TO NODE 1132.00 = 760.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1132.00 TO NODE 1132.00 IS CODE = 1 ---------------------------------------------------------------------------- ~>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ~========================================================================= TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.37 b..~ RAINFALL INTENSITY (INCH/HR) = 4.12 TOTAL STREAM AREA(ACRES) = 3.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11. 65 ~************************************************************************* ~LOW PROCESS FROM NODE 1133.00 TO NODE 1134.00 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 = 61.00 UPSTREAM ELEVATION = 1289.80 DOWNSTREAM ELEVATION = 1287.79 ELEVATION DIFFERENCE = 2.01 TC = 0.393*[( 61.00**3)/( 2.01)]**.2 = 4.023 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 "D" SUBAREA RUNOFF(CFS) = 0.31 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF (CFS) = 0.31 **************************************************************************** FLOW PROCESS FROM NODE 1134.00 TO NODE 1135.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< .========================================================================= PSTREAM ELEVATION(FEET) = 1287.29 DOWNSTREAM ELEVATION(FEET) = 1260.88 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DEClMAL) = 0.020 OUTSIDE STREET CROSSFALL(DEClMAL) = 0.080 SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DEClMAL) 0.020 Manning'S FRICTION FACTOR for Street flow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) 4.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 4.22 AVERAGE FLOW VELOCITY(FEET/sEC.) 6.22 PRODUCT OF DEPTH&VELOCITY(FT*FT/sEC.) = 2.32 STREET FLOW TRAVEL TIME(MIN.) = 1.61 Tc(MIN.) = 6.61 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.370 SINGLE-FAMILY(l/4 ACRE LOT) RUNOFF COEFFICIENT = .8585 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 2.35 SUBAREA RUNOFF(CFS) = 8.82 TOTAL AREA(ACRES) = 2.42 PEAK FLOW RATE (CFS) 9.12 4IIND OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 5.47 FLOW VELOCITY(FEET/sEC.) = 7.32 DEPTH*VELOCITY(FT*FT/sEC.) = 3.47 / LONGEST FLOWPATH FROM NODE 1133.00 TO NODE 1135.00 = 661.00 FEET. P\~ FLOW PROCESS FROM NODE 1135.00 TO NODE **************************************************************************** 1 1135.00 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.) 6.61 RAINFALL INTENSITY (INCH/HR) = 4.37 TOTAL STREAM AREA(ACRES) = 2.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.12 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 11. 65 2 9.12 Tc (MIN. ) 7.37 6.61 INTENSITY ( INCH/HOUR) 4.116 4.370 AREA (ACRE) 3.25 2.42 *********************************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 CONFLUENCE FORMULA USED FOR 2 STREAMS. A* * PEAK "TREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 19.57 20.24 TABLE ** Tc (MIN. ) 6.61 7.37 INTENSITY ( INCH/HOUR) 4.370 4.116 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.24 Tc(MIN.) = 7.37 TOTAL AREA(ACRES) = 5.67 LONGEST FLOWPATH FROM NODE 1130.00 TO NODE 1135.00 = 760.00 FEET. FLOW PROCESS FROM NODE 1135.00 TO NODE **************************************************************************** 7 1135.00 IS CODE = ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 7.37 RAIN INTENSITY (INCH/HOUR) = 4.12 TOTAL AREA(ACRES) = 5.67 TOTAL RUNOFF(CFS) = 4.14 FLOW PROCESS FROM NODE 1129.00 TO NODE **************************************************************************** 1129.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ . * MAIN STREAM NUMBER 1 LONGEST STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) (MIN. ) (INCH/HOUR) 4.14 7.37 4.115 FLOWPATH FROM NODE 1130.00 TO NODE AREA (ACRE) 5.67 1129.00 760.00 FEET. p..o.f# ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY MLJMBER (CFS) (MIN. ) (INCH/HOUR) ~~n 1 6.88 6.86 4.282 LONGEST FLOWPATH FROM NODE 1127.00 TO NODE AREA (ACRE) 1. 83 1129.00 370.00 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 STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 10.73 10.75 TABLE ** Tc (MIN.) 6.86 7.37 INTENSITY (INCH/HOUR) 4.282 4.115 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE AS FOLLOWS: = 10.73 Tc(MIN.) = 7.50 6.86 **************************************************************************** FLOW PROCESS FROM NODE 1129.00 TO NODE 1136.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ============================================================================ ~PSTREAM ELEVATION(FEET) = 1257.53 DOWNSTREAM ELEVATION(FEET) ~TREET LENGTH (FEET) = 200.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 = 1249.38 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DEClMAL) OUTSIDE STREET CROSSFALL(DEClMAL) GRADEBREAK(FEET) = 0.020 = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS 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) = 12.15 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (FEET) = 0.53 HALFSTREET FLOOD WIDTH (FEET) = 7.85 AVERAGE FLOW VELOCITY(FEET/sEC.) = 7.51 PRODUCT OF DEPTH&VELOCITY(FT*FT/sEC.) = 4.00 STREET FLOW TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 7.30 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.137 SINGLE-FAMILY(l/4 ACRE LOT) RUNOFF COEFFICIENT = .8091 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.85 SUBAREA RUNOFF (CFS) = 2.85 TOTAL AREA(ACRES) = 8.35 PEAK FLOW RATE(CFS) 13.58 _ND OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.55 HALFSTREET FLOOD WIDTH (FEET) = 9.08 FLOW VELOCITY(FEET/sEC.) = 7.61 DEPTH*VELOCITY(FT*FT/sEC.) = 4.20 LONGEST FLOW PATH FROM NODE 1130.00 TO NODE 1136.00 = 960.00 FEET. />..0......... **************************************************************************** FLOW PROCESS FROM NODE 1136.00 TO NODE 1136.00 IS CODE = 7 ---------------------------------------------------------------------------- 411t~~~;~;~~~;~~;:~~~~i~:;;i~~~:;;~~~;~::~~=~:=~~~~:::::==================== TC(MIN) = 7.30 RAIN INTENSITY (INCH/HOUR) = 4.14 TOTAL AREA(ACRES) = 8.35 TOTAL RUNOFF(CFS) = 8.18 **************************************************************************** FLOW PROCESS FROM NODE 1136.00 TO NODE 1136.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ~~====~===================================================================== TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.30 RAINFALL INTENSITY (INCH/HR) = 4.14 TOTAL STREAM AREA(ACRES) = 8.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.18 **************************************************************************** FLOW PROCESS FROM NODE 1137.00 TO NODE 1138.00 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 ~NITIAL SUBAREA FLOW-LENGTH = 140.00 ..,uPSTREAM ELEVATION = 1266.70 DOWNSTREAM ELEVATION = 1263.38 ELEVATION DIFFERENCE = 3.32 TC = 0.393*[( 140.00**3)/( 3.32)]**.2 = 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.612 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8604 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF (CFS) = TOTAL AREA(ACRES) = 5.990 0.83 0.21 TOTAL RUNOFF(CFS) = 0.83 **************************************************************************** FLOW PROCESS FROM NODE 1138.00 TO NODE 1139.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ===============================================================~=~========== UPSTREAM ELEVATION(FEET) = 1262.88 DOWNSTREAM ELEVATION(FEET) = 1258.24 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DEClMAL) OUTSIDE STREET CROSSFALL(DEClMAL) GRADEBREAK(FEET) = = 0.020 0.080 18.00 SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 1 ~TREET PARKWAY CROSSFALL(DEClMAL) = 0.020 Manning's FRICTION FACTOR for Streetf10w Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 2.46 ~~fb STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 3.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.82 ~ PRODUCT OF DEPTH&VELOCITY(FT*FT/sEC.) = 1.32 STREET FLOW TRAVEL TIME(MIN.) = 1.09 Tc(MIN.) 7.08 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.207 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8570 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF (CFS) = 3.25 TOTAL AREA(ACRES) = 1.11 PEAK FLOW RATE(CFS) = 4.08 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.41 HALF STREET FLOOD WIDTH(FEET) 4.73 FLOW VELOCITY(FEET/sEC.) = 4.31 DEPTH*VELOCITY(FT*FT/sEC.) = 1.79 LONGEST FLOW PATH FROM NODE 1137.00 TO NODE 1139.00 = 390.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 113 9 . 00 TO NODE 1140.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED) <<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 1258.24 DOWNSTREAM ELEVATION(FEET) = 1247.44 STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DEClMAL) 0.020 4ItOUTSIDE STREET CROSSFALL(DEClMAL) 0.080 SPECIFIED NUMBER OF HALFSTREETS 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-Wa1k Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) 4.26 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 3.87 AVERAGE FLOW VELOCITY(FEET/sEC.) = 6.56 PRODUCT OF DEPTH&VELOCITY(FT*FT/sEC.) = 2.27 STREET FLOW TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 7.59 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.050 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8911 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF (CFS) = 0.36 TOTAL AREA(ACRES) = 1.21 PEAK FLOW RATE (CFS) = 4.44 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 3.93 FLOW VELOCITY(FEET/sEC.) = 6.64 DEPTH*VELOCITY(FT*FT/sEC.) = 2.33 LONGEST FLOWPATH FROM NODE 1137.00 TO NODE 1140.00 = 590.00 FEET. ~************************************************************************* ~LOW PROCESS FROM NODE 1140.00 TO NODE 1140.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: L>t.~o... TC(MIN) = 7.59 TOTAL AREA(ACRES) RAIN INTENSITY (INCH/HOUR) = 4.05 1.21 TOTAL RUNOFF(CFS) = 1.14 **************************************************************************** ~OW PROCESS FROM NODE 1140.00 TO NODE 1140.00 IS CODE = 1 ~------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< -------------- -------------- ============================================================== TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.59 RAINFALL INTENSITY (INCH/HR) = 4.05 TOTAL STREAM AREA (ACRES) = 1.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.14 **************************************************************************** FLOW PROCESS FROM NODE 1126.00 TO NODE 1126.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.40 RAIN INTENSITY (INCH/HOUR) = 3.41 TOTAL AREA(ACRES) = 0.00 TOTAL RUNOFF(CFS) = 2.44 **************************************************************************** FLOW PROCESS FROM NODE 1126.00 TO NODE 1140.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ~========================================================================= ~PSTREAM ELEVATION(FEET) = 1251.23 DOWNSTREAM ELEVATION(FEET) = 1247.44 STREET LENGTH (FEET) = 170.00 CURB HEIGHT (INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DEClMAL) = 0.020 OUTSIDE STREET CROSSFALL(DEClMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS 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) 2.66 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 3.83 AVERAGE FLOW VELOCITY(FEET/sEC.) = 4.18 PRODUCT OF DEPTH&VELOCITY(FT*FT/sEC.) = 1.43 STREET FLOW TRAVEL TIME(MIN.) = 0.68 Tc(MIN.) = 11.08 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.290 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8893 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.44 TOTAL AREA(ACRES) = 0.15 PEAK FLOW RATE (CFS) = 2.88 4IIND OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) 3.95 FLOW VELOCITY(FEET/SEC.) = 4.27 DEPTH*VELOCITY(FT*FT/SEC.) 1.50 LONGEST FLOW PATH FROM NODE 0.00 TO NODE 1140.00 = 170.00 FEET. 1& ~ FLOW PROCESS FROM NODE **************************************************************************** 1 1140.00 TO NODE 1140.00 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.) 11.08 RAINFALL INTENSITY (INCH/HR) = 3.29 TOTAL STREAM AREA(ACRES) = 0.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.88 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 8.18 2 1.14 3 2.88 Tc (MIN. ) 7.30 7.59 11.08 INTENSITY ( INCH/HOUR) 4.137 4.049 3.290 AREA (ACRE) 8.35 1.21 0.15 *********************************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 CONFLUENCE FORMULA USED FOR ~* PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 11.17 7.30 2 11.12 7.59 3 10.31 11.08 OF CONCENTRATION RATIO 3 STREAMS. INTENSITY ( INCH/HOUR) 4.137 4.049 3.290 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) = 11.17 TC(MIN.) = 7.30 TOTAL AREA(ACRES) = 9.71 LONGEST FLOWPATH FROM NODE 1130.00 TO NODE 1140.00 960.00 FEET. FLOW PROCESS FROM NODE **************************************************************************** 7 1140.00 TO NODE 1140.00 IS CODE = ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 7.30 RAIN INTENSITY (INCH/HOUR) = 4.14 TOTAL AREA(ACRES) = 0.00 TOTAL RUNOFF(CFS) = 11.17 FLOW PROCESS FROM NODE **************************************************************************** 1141.00 IS CODE = 61 1140.00 TO NODE ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< .>>>> (STANDARD CURB SECTION USED) <<<<< . -================================================================-========= UPSTREAM ELEVATION (FEET) = 1247.44 DOWNSTREAM ELEVATION(FEET) = 1239.79 STREET LENGTH (FEET) = 440.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 ~\ DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DEClMAL) = 0.020 OUTSIDE STREET CROSSFALL(DEClMAL) 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) = Manning'S FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 1 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 13.56 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 14.10 AVERAGE FLOW VELOCITY(FEET/sEC.) = 4.99 PRODUCT OF DEPTH&VELOCITY(FT*FT/sEC.) = 3.16 STREET FLOW TRAVEL TIME(MIN.) = 1.47 Tc(MIN.) = 8.77 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.740 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8522 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF (CFS) = 4.46 TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) = 15.63 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.66 HALFSTREET FLOOD WIDTH(FEET) = 15.84 FLOW VELOCITY(FEET/sEC.) = 4.99 DEPTH*VELOCITY(FT*FT/sEC.) = 3.30 LONGEST FLOWPATH FROM NODE 1130.00 TO NODE 1141.00 = 1400.00 FEET. **************************************************************************** .-.rLOW PROCESS FROM NODE 1141.00 TO NODE 1141.00 IS CODE = 1 ~-------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.77 RAINFALL INTENSITY (INCH/HR) = 3.74 TOTAL STREAM AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.63 **************************************************************************** FLOW PROCESS FROM NODE 1142.00 TO NODE 1143.00 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 = 1243.00 DOWNSTREAM ELEVATION = 1240.90 ELEVATION DIFFERENCE = 2.10 TC = 0.393*[( 120.00**3)/( 2.10)]**.2 = 5.984 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.614 .SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8605 OIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 0.20 TOTAL AREA (ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.20 ***************************************************************************~ FLOW PROCESS FROM NODE 1143.00 TO NODE 1141.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ~========================================================================= ~PSTREAM ELEVATION(FEET) = 1240.40 DOWNSTREAM ELEVATION (FEET) = 1239.79 STREET LENGTH (FEET) = 160.00 CURB HEIGHT(INCHES) 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DEClMAL) OUTSIDE STREET CROSSFALL(DEClMAL) GRADEBREAK(FEET) 0.020 = 0.080 18.00 SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DEClMAL) 0.020 Manning'S FRICTION FACTOR for Street flow 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) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 4.26 AVERAGE FLOW VELOCITY(FEET/sEC.) = 1.84 PRODUCT OF DEPTH&VELOCITY(FT*FT/sEC.) = 0.69 STREET FLOW TRAVEL TIME(MIN.) = 1.45 Tc(MIN.) = 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.096 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8560 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF (CFS) = 4ItTOTAL AREA(ACRES) = 0.75 PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.47 HALF STREET FLOOD WIDTH (FEET) = 5.45 FLOW VELOCITY(FEET/sEC.) = 2.14 DEPTH*VELOCITY(FT*FT/sEC.) LONGEST FLOWPATH FROM NODE 1142.00 TO NODE 1141.00 = 280.00 1.43 7.43 2.45 2.65 1. 01 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1141.00 TO NODE 1141.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.43 RAINFALL INTENSITY(INCH/HR) = 4.10 TOTAL STREAM AREA(ACRES) = 0.75 PEAK FLOW RATE (CFS) AT CONFLUENCE = 2.65 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 15.63 2 2.65 Tc (MIN.) 8.77 7.43 INTENSITY (INCH/HOUR) 3.740 4.096 AREA (ACRE) 1.40 0.75 ~********************************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 CONFLUENCE FORMULA USED FOR 2 STREAMS. A* PEAK ~TREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 15.90 18.06 TABLE ** Tc (MIN. ) 7.43 8.77 INTENSITY ( INCH/HOUR) 4.096 3.740 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) 18.06 Tc(MIN.) = 8.77 TOTAL AREA(ACRES) = 2.15 LONGEST FLOWPATH FROM NODE 1130.00 TO NODE 1141.00 = 1400.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1123.00 TO NODE 1123.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.40 RAIN INTENSITY (INCH/HOUR) = 3.41 TOTAL AREA(ACRES) = 0.00 TOTAL RUNOFF(CFS) = 2.44 **************************************************************************** FLOW PROCESS FROM NODE 1123.00 TO NODE 1144.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< 4IIl;;;;;;;=;~;;~;~;~(;;;;)=:=~;;~~;~==~;~;;;;;;=;~;;~;~;~(;;;;)=:=~;~;~;~== STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DEClMAL) OUTSIDE STREET CROSSFALL(DEClMAL) GRADEBREAK(FEET) = 0.020 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DEClMAL) = 0.020 Manning's FRICTION FACTOR for Streetf10w 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) = 4.44 AVERAGE FLOW VELOCITY(FEET/sEC.) = 3.47 PRODUCT OF DEPTH&VELOCITY(FT*FT/sEC.) = 1.36 STREET FLOW TRAVEL TIME (MIN.) = 1.44 Tc(MIN.) = 11.84 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.172 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8889 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.33 SUBAREA RUNOFF (CFS) = ~OTAL AREA(ACRES) = 0.33 PEAK FLOW RATE(CFS) = ~ND OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) 4.71 FLOW VELOCITY(FEET/sEC.) = 3.59 DEPTH*VELOCITY(FT*FT/sEC.) LONGEST FLOWPATH FROM NODE 1130.00 TO NODE 1144.00 = 1700.00 2.92 0.93 3.37 1. 48 FEET. I "'j1O~ . **************************************************************************** FLOW PROCESS FROM NODE 1144.00 TO NODE 1145.00 IS CODE = 61 ---------------------------------------------------------------------------- ~>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< ~>>>>(STANDARD CURB SECTION USED) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1247.54 DOWNSTREAM ELEVATION (FEET) = 1241.89 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DEClMAL) OUTSIDE STREET CROSSFALL(DEClMAL) GRADEBREAK(FEET) = 0.020 = 0.080 18.00 SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DEClMAL) = 0.020 Manning'S FRICTION FACTOR for Street flow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.61 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 4.36 AVERAGE FLOW VELOCITY(FEET/sEC.) 4.45 PRODUCT OF DEPTH&VELOCITY(FT*FT/sEC.) = 1.72 STREET FLOW TRAVEL TIME(MIN.) = 0.97 Tc(MIN.) = 12.81 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.037 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8885 _OIL CLASSIFICATION IS "D" ~UBAREA AREA(ACRES) = 0.18 SUBAREA RUNOFF (CFS) 0.49 TOTAL AREA(ACRES) = 0.51 PEAK FLOW RATE (CFS) = 3.86 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) 4.46 FLOW VELOCITY(FEET/sEC.) = 4.55 DEPTH*VELOCITY(FT*FT/sEC.) 1.79 LONGEST FLOWPATH FROM NODE 1130.00 TO NODE 1145.00 = 1960.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1145.00 TO NODE 1145.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 12.81 RAINFALL INTENSITY (INCH/HR) = 3.04 TOTAL STREAM AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.86 **************************************************************************** FLOW PROCESS FROM NODE 1146.00 TO NODE 1147.00 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 = 1247.80 / /)tY DOWNSTREAM ELEVATION = 1245.80 ELEVATION DIFFERENCE = 2.00 TC = 0.393*[( 120.00**3)/( 2.00)]**.2 = 6.043 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.590 ~INGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8603 ~OIL CLASSIFICATION IS "D" SUBAREA RUNOFF (CFS) = 1.78 TOTAL AREA(ACRES) = 0.45 TOTAL RUNOFF(CFS) = 1.78 **************************************************************************** FLOW PROCESS FROM NODE 1147.00 TO NODE 1145.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ~:========================================================================== UPSTREAM ELEVATION(FEET) = 1244.98 DOWNSTREAM ELEVATION(FEET) = 1241.89 STREET LENGTH(FEET) = 120.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DEClMAL) OUTSIDE STREET CROSSFALL(DEClMAL) GRADEBREAK(FEET) = 0.020 = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 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) = 4.42 ~ STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: ~ STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 3.44 AVERAGE FLOW VELOCITY(FEET/sEC.) = 4.23 PRODUCT OF DEPTH&VELOCITY(FT*FT/sEC.) = 1.32 STREET FLOW TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 6.52 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.404 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8587 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF (CFS) = 5.29 TOTAL AREA(ACRES) = 1.85 PEAK FLOW RATE (CFS) = 7.07 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) 4.18 FLOW VELOCITY(FEET/sEC.) = 4.72 DEPTH*VELOCITY(FT*FT/sEC.) = 1.75 LONGEST FLOWPATH FROM NODE 1146.00 TO NODE 1145.00 = 240.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1145.00 TO NODE 1145.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ~TIME OF CONCENTRATION(MIN.) = 6.52 INFALL INTENSITY (INCH/HR) = 4.40 TOTAL STREAM AREA (ACRES) = 1.85 PEAK FLOW RATE (CFS) AT CONFLUENCE = 7.07 ** CONFLUENCE DATA ** ~d~ STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.86 12.81 3.037 0.51 ~ 2 7.07 6.52 4.404 1.85 ~*******************************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 CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 9.03 8.73 TABLE ** Tc (MIN.) 6.52 12.81 INTENSITY (INCH/HOUR) 4.404 3.037 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.03 Tc(MIN.) = 6.52 TOTAL AREA(ACRES) = 2.36 LONGEST FLOWPATH FROM NODE 1130.00 TO NODE 1145.00 1960.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1145.00 TO NODE 1148.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< ~>>>>(STANDARD CURB SECTION USED)<<<<< ~========================================================================= UPSTREAM ELEVATION(FEET) = 1241.89 DOWNSTREAM ELEVATION(FEET) = 1239.79 STREET LENGTH(FEET) = 170.00 CURB HEIGHT(INCHES) 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DEClMAL) OUTSIDE STREET CROSSFALL(DEClMAL) GRADEBREAK(FEET) = 0.020 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS 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) = 9.12 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 11.43 AVERAGE FLOW VELOCITY(FEET/sEC.) = 4.20 PRODUCT OF DEPTH&VELOCITY(FT*FT/sEC.) = 2.48 STREET FLOW TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 7.19 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.172 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8913 SOIL CLASSIFICATION IS "D" ~UBAREA AREA (ACRES) = 0.05 SUBAREA RUNOFF (CFS) = 0.19 ..,OTAL AREA(ACRES) = 2.41 PEAK FLOW RATE (CFS) = 9.22 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 11.54 FLOW VELOCITY(FEET/SEC.) = 4.21 DEPTH*VELOCITY(FT*FT/sEC.) 2.49 ~~ LONGEST FLOWPATH FROM NODE 1130.00 TO NODE 1148.00 = 2130.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1148.00 TO NODE 1148.00 IS CODE = 1 ~------------------------------------------------------------------------- ~>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< =;;==;=====;;===;========;;;;=====;;=======;====;=====;=;================;== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.19 RAINFALL INTENSITY(INCH/HR) = 4.17 TOTAL STREAM AREA(ACRES) = 2.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.22 **************************************************************************** FLOW PROCESS FROM NODE 1149.00 TO NODE 1150.00 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 = 150.00 UPSTREAM ELEVATION = 1245.00 DOWNSTREAM ELEVATION = 1241.87 ELEVATION DIFFERENCE = 3.13 TC = 0.393*[( 150.00**3)/( 3.13)]**.2 = 6.317 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.479 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8594 _OIL CLASSIFICATION IS "D" ~UBAREA RUNOFF(CFS) = 1.54 TOTAL AREA (ACRES) = 0.40 TOTAL RUNOFF(CFS) = 1.54 **************************************************************************** FLOW PROCESS FROM NODE 1150.00 TO NODE 1148.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< ========;====================================;=======;;;====;;====;;;======= UPSTREAM ELEVATION(FEET) = 1241.37 DOWNSTREAM ELEVATION(FEET) = 1239.79 STREET LENGTH (FEET) = 220.00 CURB HEIGHT(INCHES) 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DEClMAL) OUTSIDE STREET CROSSFALL(DEClMAL) GRADEBREAK(FEET) = = 0.020 0.080 18.00 SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF 2 STREET PARKWAY CROSSFALL(DEClMAL) = 0.020 Manning'S FRICTION FACTOR for Street flow 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) = 0.41 . HALFSTREET FLOOD WIDTH(FEET) = 4.69 AVERAGE FLOW VELOCITY(FEET/sEC.) = 2.68 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = STREET FLOW TRAVEL TIME(MIN.) = 1.37 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.99 1.10 Tc (MIN.) 4.022 7.68 ~ SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8552 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF (CFS) = ~OTAL AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) = ~ND OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.50 HALFSTREET FLOOD WIDTH (FEET) 5.78 FLOW VELOCITY(FEET/sEC.) = 3.04 DEPTH*VELOCITY(FT*FT/sEC.) = LONGEST FLOWPATH FROM NODE 1149.00 TO NODE 1148.00 = 370.00 6.88 8.42 1. 51 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1148.00 TO NODE 1148.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ;;========================================================================== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.68 RAINFALL INTENSITY(INCH/HR) = 4.02 TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE (CFS) AT CONFLUENCE = 8.42 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 9.22 2 8.42 Tc (MIN. ) 7.19 7.68 INTENSITY ( INCH/HOUR) 4.172 4.022 AREA (ACRE) 2.41 2.40 "'*******************************WARNING********************************** ~ 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 STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 17.10 17.31 TABLE ** Tc (MIN.) 7.19 7.68 INTENSITY ( INCH/HOUR) 4.172 4.022 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) = 17.10 Tc(MIN.) = 7.19 TOTAL AREA(ACRES) = 4.81 LONGEST FLOWPATH FROM NODE 1130.00 TO NODE 1148.00 = 2130.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1148.00 TO NODE 1148.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< =========================================~~~~~~=~~~~~=========~~~~=====~==== ~TAL NUMBER OF STREAMS = 2 NFLUENCE VALUES USED FOR INDEPENDENT IME OF CONCENTRATION(MIN.) = 7.19 RAINFALL INTENSITY (INCH/HR) = 4.17 TOTAL STREAM AREA(ACRES) = 4.81 PEAK FLOW RATE (CFS) AT CONFLUENCE = STREAM 1 ARE: 17.10 "icS\ **************************************************************************** FLOW PROCESS FROM NODE 1141. 00 TO NODE 1141.00 IS CODE = 7 ---------------------------------------------------------------------------- ~>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ~========================================================================= USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 8.77 RAIN INTENSITY (INCH/HOUR) = 3.74 TOTAL AREA(ACRES) = 2.15 TOTAL RUNOFF(CFS) = 18.06 **************************************************************************** FLOW PROCESS FROM NODE 1141.00 TO NODE 1148.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.77 RAINFALL INTENSITY (INCH/HR) = 3.74 TOTAL STREAM AREA (ACRES) = 2.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.06 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 17.10 2 18.06 Tc (MIN.) 7.19 8.77 INTENSITY (INCH/HOUR) 4.172 3.740 AREA (ACRE) 4.81 2.15 ~*******************************WARNING********************************** ..,N 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 31. 90 7.19 4.172 2 33.39 8.77 3.740 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 33.39 Tc (MIN. ) = 8.77 TOTAL AREA (ACRES) = 6.96 LONGEST FLOWPATH FROM NODE 1130.00 TO NODE 1148.00 = 2130.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE (CFS) = 6.96 TC(MIN.) = 33.39 8.77 ============================================================================ ============================================================================ ~ND OF RATIONAL METHOD ANALYSIS ~ e RATIONAL HYDROLOGY OUTPUT: DRAINAGE BASIN 1300 e . ~" **************************************************************************** e RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & YATER CONSERVATION DISTRICT (RCFC&YCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2000 License JD 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** * BASIN 1300 , 10-YEAR , , , , ************************************************************************** FILE NAME: 10L1300.DAT TIME/DATE OF STUDY: 16:00 06/07/2001 ---------------------------------------------------------------------------- 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 USE FOR FRICTION SLOPE 0.95 .YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 YEAR STORM 6D-MINUTE INTENSITY(INCH/HOUR) = 0.880 O-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480 100-YEAR STORM 6D-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 l-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 ACCORDING TO RCFC&YCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOYNSTREAM ANALYSES 'USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREET FLOW MODEL' HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT YIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ YAY (FT) (FT) (FT) (FT) (n) --------- --------- ----------------- ----------------- GLOBAL STREET FLaY-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.' **************************************************************************** .y PROCESS FROM NODE 1301.00 TO NODE 1302.00 IS CODE = 21 ---------------------------------------------.------------------------- OOO.ORATIONAL 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 = 1263.00 ~NSTREAM ELEVATION = 1260.52 ~VATION DIFFERENCE 2.48 TC = 0.393*(( 125.00**3)/( 2.48))*'.2 = 5.932 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.178 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8448 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) = 0.54 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.54 **************************************************************************** FLOW PROCESS FROM NODE 1302.00 TO NODE 1303.00 IS CODE = 61 -------~---------------_________4___________________________________________ .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA .....(STANDARD CURB SECTION USED)==== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1260.02 DOWNSTREAM ELEVATION(FEET) = 1247.34 STREET LENGTH(FEET) = 550.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTH(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 = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 ~nnlng'S FRICTION fACTOR for Streetflow Section(curb-to-curb) = ~ning/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) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 3.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.14 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.36 STREET FLOW TRAVEL TIME(MIN.) = 2.22 Tc(MIN.) = 8.15 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.668 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8357 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 1.69 TOTAL AREA(ACRES) = 1.89 2.43 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 3.77 4.31 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) 4.63 FLOW VELOCITY(FEET/SEC.) = 4.75 DEPTH*VELOCITY(FT*FT/SEC.) 1.93 LONGEST FLOWPATH FROM NOOE 1301.00 TO NODE 1303.00 = 675.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1303.00 TO NOOE 1303.00 IS COOE = ---------------------------------------------------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE==== ============================================================================ eAL NUMBER OF STREAMS = 2 FLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.15 RAINFALL INTENSITY(INCH/HR) = 2.67 TOTAL STREAM AREA(ACRES) = 1.89 tfj\'!J PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.31 **************************************************************************** FLOW PROCESS FROM NODE 1304.00 TO NODE 1305.00 IS CODE = 21 -e---------------------------------------------------------------------- <RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM OEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**_2 INITIAL SUBAREA FLOW-LENGTH = 122.00 UPSTREAM ELEVATION = 1255.00 DOWNSTREAM ELEVATION = 1252.89 ELEVATION OIFFERENCE = 2.11 TC = 0.393*[( 122.00**3)/( 2.11)]**.2 = 6.038 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.147 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = _8443 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) 0.66 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.66 **************************************************************************** FLOW PROCESS FROM NODE 1305.00 TO NODE 1303.00 IS CODE = 61 -_._-----_._~--------------------------------------------------------------- <<<<<COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: <<<<<(STANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1289.39 DOWNSTREAM ELEVATION(FEET) = 1247.34 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6.0 4i11iET HALFWIDTH(FEET) = 30.00 ~ANCE 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 SectionCcurb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-Yalk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MOOEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET) = 0.27 HALFSTREET FLOOO WIDTH(FEET) = 2.88 AVERAGE FLOW VELOCITY(FEET/SEC.) 7.05 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.88 STREET FLOW TRAVEL TIME(MIN.) = 1.18 Tc(MIN.) 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.852 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8393 SOIL CLASSIFICATION IS NO" SUBAREA AREA(ACRES) = 1.70 TOTAL AREA(ACRES) = 1.95 2.70 7.22 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 4.07 4.73 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 3.68 . VELOCITY(FEET/SEC.) = 7.97 DEPTH*VELOCITY(FT*FT/SEC.) = 2.64 EST FlOWPATH FROM NODE 1304.00 TO NODE 1303.00 = 622.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1303.00 TO NODE 1303.00 IS CODE = ~ --w------w~~wwwwww.._._._____w_~___._w_______w._w__w___ww__wwww_ww_ww__wwwww .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE==== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ============================================================================ ~AL NUMBER OF STREAMS = 2 ~FLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIDNCMIN.) 7.22 RAINFALL INTENSITYCINCH/HR) = 2.B5 TOTAL STREAM AREA(ACRES) = 1.95 PEAK FLOW RATECCFS) AT CONFLUENCE = 4.73 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 4.31 2 4.73 Te CMIN. ) B.15 7.22 I NTENS I TY CINCH/HOUR) 2.66B 2.B52 AREA CACRE) 1.B9 1.95 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-' 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 CCFS) CMIN.) CINCH/HOUR) .~ 8.55 7.22 2.852 8.73 8.15 2.668 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 8.55 TeCMIN.) = 7.22 TOTAL AREACACRES) = 3.84 LONGEST FLOWPATH FROM NODE 1301 .00 TO NOOE 1303.00 = 675.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1303.00 TO NODE 1303.00 IS COOE = .---.w...------------w__~.._www.www..._www.___._ww_w____.....w_ww.w.._wwwww_ .....OESIGNATE INOEPENOENT STREAM FOR CONFLUENCE==== ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEO FOR INOEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 7.22 RAINFALL INTENSITYCINCH/HR) = 2.85 TOTAL STREAM AREA(ACRES) = 3.84 PEAK FLOW RATECCFS) AT CONFLUENCE = 8.55 **************************************************************************** FLOW PROCESS FROM NODE 1306.00 TO NODE 1307.00 IS CODE = 21 ----www-w.-----.______~.____~___ww_w_____.___w_____ww.~___._ww_____ww.__www_ ~ttttRATIONAL METHOD INITIAL SUBAREA ANALYSIS~ ============================================================================ ASSUMEO INITIAL SUBAREA UNIFORM ~ OEVELOPMENT IS SINGLE FAMILY C1/4 ACRE) ~= K*[CLENGTH**3)/(ELEVATION CHANGE))**.2 INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 1255.00 DOWNSTREAM ELEVATION = 1253.12 1)'':J ELEVATION DIFFERENCE = 1.88 TC = 0.393*[( 140.DD**3)/( 1.88)]**.2 = 6.711 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.969 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8414 ~ CLASSIFICATION IS "D" ""'REA RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.40 **************************************************************************** FLOW PROCESS FROM NODE 1307.00 TO NODE 1303.00 IS CODE = 61 ------------------------~--------------------------------------------._----- <<<<<COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA==== <<<<<(STANDARD CURB SECTION USEO)==== ============================================================================ UPSTREAM ELEVATION(FEET) = 1252.63 DOWNSTREAM ELEVATION(FEET) = 1247.34 STREET LENGTH(FEET) = 550.00 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(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-YaLk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED fLOW(CfS) = STREET fLOW MODEL RESULTS USING ESTIMATED fLOW: ~REET fLOW DEPTH(fEET) = 0.43 ~LfSTREET fLOOD WIDTH(fEET) = 4.98 AVERAGE fLOW VELOCITY(fEET/SEC.) 3.23 PROOUCT Of DEPTH&VELOCITY(fT*fT/SEC.) = 1.40 STREET fLOW TRAVEL TIME(MIN.) = 2.83 Tc(MIN.) = 9.55 10 YEAR RAINfALL INTENSITY(INCH/HOUR) = 2.445 SINGLE-fAMILY(1/4 ACRE LOT) RUNOff COEffiCIENT = .8308 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 2.90 TOTAL AREA(ACRES) = 3.06 3.37 SUBAREA RUNOff(CfS) = PEAK fLOW RATE(CfS) 5.89 6.29 END Of SUBAREA STREET fLOW HYDRAULICS: OEPTH(fEET) = 0.54 HALf STREET fLOOD WIDTH(fEET) = 8.56 FLOW VELOCITY(FEET/SEC.) = 3.67 DEPTH*VElOCITY(FT*FT/SEC.> = 2.00 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 550.0 fT WITH ELEVATION-DROP = 5.3 fT, IS 5.0 CfS, YHICH EXCEEDS THE TOP-Of-CURB STREET CAPACITY AT NODE 1303.00 LONGEST fLOYPATH fROM NODE 1306.00 TO NODE 1303.00 = 690.00 fEET. ***********************************************~**************************** fLOW PROCESS fROM NODE 1303.00 TO NODE 1303.00 IS CODE = -------------------_..~.._----._-----._-------_._----.---------------------- <<<<<DESIGNATE INDEPENDENT STREAM fOR CONfLUENCE==== <<<<<AND COMPUTE VARIOUS CONfLUENCED STREAM VALUES==== ============================================================================ TOTAL NUMBER Of STREAMS = 2 eLUENCE VALUES USED fOR INDEPENDENT Of CONCENTRATJON(MIN.) = 9.55 RAINfALL INTENSITY(INCH/HR) = 2.45 TOTAL STREAM AREA(ACRES) = 3.06 PEAK fLOY RATE(CfS) AT CONfLUENCE = STREAM 2 ARE: 6.29 ~ ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) ~ 1 8.55 """2 6.29 Te CMIN.) 7.22 9.55 INTENSITY CINCH/HOUR) 2.852 2.445 AREA CACRE) 3.84 3.06 *********************************WARNI 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 ~ILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLO~. ************************************************************************** RAINFALL INTENSITY ANO TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLO~ RATE TABLE ** STREAM RUNOFF Te INTENSITY NUMBER CCFS) (MIN.) CINCH/HOUR) 1 13.31 7.22 2.852 2 13.62 9.~ 2.445 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLO~S: PEAK FLO~ RATECCFS) = 13.31 TeCMIN.) = 7.22 TOTAL AREACACRES) = 6.90 LONGEST FL~PATH FROM NODE 1306.00 TO NODE 1303.00 690.00 FEET. **************************************************************************** FLO~ PROCESS FROM NODE 1303.00 TO NODE 1308.00 IS CODE = 61 tt------------------------------------------------------------------------ .COMPUTE STREET FLO~ TRAVEL TIME THRU SUBAREA_____ i~~'STANDARD CURB SECTION USED)====: ----- ;;========================================================================== UPSTREAM ELEVATIONCFEET) = 1247.34 DO~NSTREAM ELEVATIONCFEET) = 1234.06 STREET LENGTH(FEET) = 800.00 CURB HEIGHTCINCHES) = 6.0 STREET HALF~IDTHCFEET) = 30.00 DISTANCE FROM CRO~N TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIOE 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 FL~(CFS) STREETFLO~ MODEL RESULTS USING ESTIMATED FLO~: STREET FLO~ DEPTH(FEET) = 0.67 HALFSTREET FLOOD ~IDTH(FEET) = 16.15 AVERAGE FLO~ VELOCITYCFEET/SEC.) = 4.88 PRODUCT OF DEPTH&VELOCITYCFT'FT/SEC.) = 3.25 STREET FLO~ TRAVEL TIME(MIN.) = 2.73 Te(MIN.) = 9.95 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.390 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8294 ~ CLASSIFICATION IS non AREA AREACACRES) = 2.40 SUBAREA RUNOFFCCFS) TAL AREACACRES) = 9.30 PEAK FLO~ RATE(CFS) = 15.69 4.76 18.07 END OF SUBAREA STREET FLO~ HYDRAULICS: ?0 DEPTH(FEET) = 0.69 HALFSTREET FLOOD WIDTH(FEET) = 17.89 FLOW VELOCITY(FEET/SEC.) = 4.90 DEPTH*VELOCITY(FT*FT/SEC.) = 3.40 LONGEST FLOWPATH FROM NODE 1306.00 TO NODE 1308.00 = 1490.00 FEET. aIIIl*********************************************************************** ~ PROCESS FROM NOOE 1308.00 TO NODE 1308.00 IS CODE = 1 .-.----------------------------------------------------------------._------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) 9.95 RAINFALL INTENSITY(INCH/HR) = 2.39 TOTAL STREAM AREA(ACRES) = 9.30 PEAK FLOW RATECCFS) AT CONFLUENCE = 18.07 **************************************************************************** FLOW PROCESS FROM NODE 1309.00 TO NODE 1310.00 IS COOE = 21 -------------.-------.---------------------------------------.-------------. .....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 = 130.00 UPSTREAM ELEVATION = 1240.00 DOWNSTREAM ELEVATION = 1237.29 ELEVATION OIFFERENCE = 2.71 TC = 0.393*[( 130.00.*3)/( 2.71)]**.2 5.967 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.167 ~GLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .7882 ~L CLASSIFICATION IS "B" SU8AREA RUNOFF(CFS) = 1.12 TOTAL AREACACRES) = 0.45 TOTAL RUNOFF(CFS) = 1.12 ********************************************************..*.*.*.......****** FLOW PROCESS FROM NODE 1310.00 TO NODE 1308.00 IS CODE = 61 ------------------------------------~-----------------------------------._-- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA .....(STANDARD CUR8 SECTION USED) ==== ============================================================================ UPSTREAM ELEVATION(FEET) = 1236.79 OOWNSTREAM ELEVATIONCFEET) = 1234.06 STREET LENGTHCFEET) = 350.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLIDECIMAL) = 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 COMPUTED USING ESTIMATED FLOWCCFS) = ~TREETFLOW MODEL RESULTS USING ESTIMATED FLOW: ~TREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTHCFEET) = 4.67 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.80 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.15 2.58 /,'b #J STREET FLOW TRAVEL TIME(MIN.) = 2.08 Te(MIN.) = 8.05 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.686 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7737 SOIL CLASSIFICATION IS HBn ~AREA AREA(ACRES) = 1.40 """AL AREA(ACRES) = 1.85 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 2.91 4.03 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 5.57 FLOW VELOCITYCFEET/SEC.) = 3.12 OEPTH'VELOCITYCFT'FT/SEC.) = 1.50 LONGEST FLOWPATH FROM NODE 1309.00 TO NODE 1308.00 = 480.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1308.00 TO NODE 1308.00 IS COOE = ----------------------------------------------------------.----------------- .....DESIGNATE 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 CONCENTRATION(MIN.) = 8.05 RAINFALL INTENSITYCINCH/HR) = 2.69 TOTAL STREAM AREA(ACRES) = 1.85 PEAK FLOW RATECCFS) AT CONFLUENCE = 4.03 ** CONFLUENCE DATA ** STREAM RUNOFF Te INTENSITY AREA NUMBER CCFS) (MIN.) CINCH/HOUR) (ACRE) 1 18.07 9.95 2.390 9.30 _ 2 4.03 8.05 2.686 1.85 ~*****************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE US EO IS BASEO ON THE RCFC&WCD FORMULA OF PLATE 0-' 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 18.65 8.05 2.686 2 21.65 9.95 2.390 COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.65 TeCMIN.) = 9.95 TOTAL AREACACRES) = 11.15 LONGEST FLOWPATH FROM NODE 1306.00 TO NODE 1308.00 = 1490.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1308.00 TO NODE 1308.00 IS CODE = ----------------------------..-----------------------.---------------------- ....::~~~~~:::~=~:~~:~:~~::=~::~::=:~:=~~:::~~:~~========================== AL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INOEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) 9.95 RAINFALL INTENSITYCINCH/HR) = 2.39 ~\o.. TOTAL STREAM AREA(ACRES) = 11.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.65 **************************************************************************** ~W PROCESS FROM NODE 1311.00 TO NODE 1312.00 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 = 170.00 UPSTREAM ELEVATION = 1239.50 DOWNSTREAM ELEVATION = 1236.55 ELEVATION DIFFERENCE = 2.95 TC = 0.393*[( 170.00**3)/C 2.95)J**.2 6.B91 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.926 SINGLE.FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7814 saIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.69 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.69 **************************************************************************** FLOW PROCESS FROM NOOE 1312.00 TO NODE 1308.00 IS COOE = 61 ---------------------------------------------------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA .....(STANDARD CURB SECTION USED)==== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1236.05 DOWNSTREAM ELEVATION(FEET) = 1234.06 ~EET LENGTHCFEET) = 200.00 CURB HEIGHT(INCHES) = 6.0 ~EET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRAOE8REAK(FEET) = 18.00 INSIDE STREET CROSSFALL(OECIMAL) = 0.020 OUTSIDE STREET CROSSFALlCDECIMAL) = 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 FlOWCCFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 3.23 AVERAGE FLOW VELOCITYCFEET/SEC.) 2.56 PRODUCT OF OEPTH&VELOCITYCFT*FT/SEC.) = 0.76 STREET FLOW TRAVEL TIME(MIN.) = 1.30 Tc(MIN.) = 8.19 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.660 SINGLE.FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7729 SOIL CLASSIFICATION IS uBn SUBAREA AREACACRES) 0.50 SUBAREA RUNOFF(CFS) TOTAL AREACACRES) = 0.80 PEAK FLOW RATE(CFS) 1.20 1.03 1. 71 END OF SUBAREA STREET FLOW HYDRAULICS: eTH(FEET) = 0.34 HAlFSTREET FLOOD WIDTH(FEET) = 3.77 W VElOCITY(FEET/SEC.) = 2.77 DEPTH*VELOCITY(FT*FT/SEC.) = 0.94 LONGEST FLOWPATH FROM NODE 1311.00 TO NODE 1308.00 = 370.00 FEET. **************************************************************************** /19 ? FLOY PROCESS FROM NODE 1312.00 TO NODE 1308.00 IS CODE = -----..-----------------.--------------------------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ~::::~:::::~;:;;:;:::::~~;:~~:~~:~=::::::=~:~~::======================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.l 8.19 RAINFALL INTENSITY(INCH/HR) = 2.66 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOY RATE(CFSl AT CONFLUENCE = 1.71 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 21.65 2 1.71 Tc (MIN.) 9.95 8.19 INTENSITY (INCH/HOUR) 2.390 2.660 AREA (ACRE) 11.15 0.80 *********************************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 YILL 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 .BER (CFS) (MIN.) ,..., 1 19.54 8.19 2 23.19 9.95 I NTENS ITY II NCH/HOUR) 2.660 2.390 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOYS: PEAK FLOY RATE(CFSl 23.19 TC(MIN.) = 9.95 TOTAL AREA(ACRES) = 11.95 LONGEST FLOWPATH FROM NODE 1306.00 TO NODE 1308.00 = 1490.00 FEET. ***************************************-************************************ FLOY PROCESS FROM NODE 1308.00 TO NODE 1308.00 IS CODE = ---------------------------------------------------------------------------- .....OESIGNATE INOEPENDENT STREAM fOR CONflUENCE ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.95 RAINFALL INTENSITY(INCH/HR) = 2.39 TOTAL STREAM AREA(ACRESl = 11.95 PEAK FLOY RATE(CFS) AT CONFLUENCE = 23.19 **************************************************************************** FLOY PROCESS FROM NODE 1313.00 TO NODE 1314.00 IS CODE = 21 -~.._-------~------_._------------------------._----.----------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===:= . ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3l/(ELEVATION CHANGElJ**.2 INITIAL SUBAREA FLOY-LENGTH = 110.00 UPSTREAM ELEVATION = 1258.10 r"/;\ "J DOWNSTREAM ELEVATION = 1256.16 ELEVATION DIFFERENCE = 1.94 TC = 0.393*[( 110.00**3)/( 1.94)J**.2 = 5.771 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.226 ~GLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8455 ~L CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.13 < TOTAL RUNOFF(CFS) = 0.35 **************************************************************************** FLOW PROCESS FROM NODE 1314.00 TO NODE 1315.00 IS CODE = 61 ~--------------------------------------------------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA==== .....(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1255.66 DOWNSTREAM ELEVATIDN(FEET) = 1234.06 STREET LENGTH(FEET) = 1150.00 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(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Sectlon(curb-to-curb); 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) ~TREETFLOW MODEL RESULTS USING ESTIMATED FLOW: ~TREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 4.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.29 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.73 STREET FLOW TRAVEL TIME(MIN.) = 4.47 Tc(MIN.) = 10.24 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.353 SINGLE.FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8285 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 3.50 TOTAL AREA(ACRES) = 3.63 3.83 SU8AREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 6.82 7.18 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) 6.20 FLOW VELOCITY(FEET/SEC.) = 5.01 DEPTH*VELOCITY(FT*FT/SEC.) 2.54 LONGEST FLOWPATH FROM NODE 1313.00 TO NODE 1315.00 = 1260.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1316.00 TO NODE 1316.00 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.) = 10.24 .FALL INTENSITY(INCH/HR) = 2.35 AL STREAM AREA{ACRES) = 3.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.18 ** CONFLUENCE DATA ** __111/ ':) STREAM NUMBER 1 2 RUNOFF (CFS) 23.19 7.1B Te (MIN. ) 9.95 10.24 INTENSITY CINCH/HOUR) 2.390 2.353 AREA (ACRE) 11.95 3.63 ~**.*************************WARNING********************************** ~THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO 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 TABLE -- RUNOFF Te (CFS) (MIN.) 30.17 9.95 30.01 10.24 INTENSITY CINCH/HOUR) 2.390 2 -353 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 30.17 TeCMIN.) = 9.95 TOTAL AREA(ACRES) = 15.58 LONGEST FLOWPATH FROM NODE 1306.00 TO NODE 1316.00 = 1490.00 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 1316.00 TO NODE 1317.00 IS CODE = 61 --------------...----------------------------------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA _..(STANDARD CURB SECTION USED) ====================================================================== TREAM ELEVATlON(FEET) = 1234.06 DOWNSTREAM ELEVATION(FEET) = 1231.48 STREET LENGTH(FEET) = 230.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CRDSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Sect;on(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) = 0.70 HALFSTREET FLOOD WIDTH(FEET) = 18.51 AVERAGE FLOW VELOCITY(FEET/SEC.) 4.04 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.84 STREET FLOW TRAVEL TIMECMIN.) = 0.95 Te(MIN.) = 10.90 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.273 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .7580 SOIL CLASSIFICATION IS nB" SUBAREA AREA(ACRESl 1.25 SUBAREA RUNOFFCCFS) ~L AREA(ACRES) = 16.83 PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.71 HALFSTREET FLOOD WIDTHCFEET) = 18.92 FLOW VELOCITY(FEET/SEC.) = 4.05 DEPTH*VELOCITYCFT*FT/SEC.) = 31.25 2.15 32.32 2.B8 ss1? LONGEST FLOYPATH FROM NODE 1306.00 TO NODE 1317.00 = 1720.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 16.83 TC(MIN.) = 10.90 ~ FLOY RATE(CFS) = 32.32 ~====================================================================== ============================================================================ END OF RATIONAL METHOD ANALYSIS e . r~~ ~ **************************************************************************** e 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 Release Date: 01/01/2000 license 10 1264 Analysis prepared by: RBF & Associates 14725 ALton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** . BASIIN 1300 . 100-YEAR . . . . ************************************************************************** FILE NAME: 1300.DAT TIME/DATE OF STUDY: 16:01 06/07/2001 ~~--~--------------._------------------------~-------~~--------------------~ 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 .YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 OO-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 = 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.OEFINEO STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLDW 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: 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.* **************************************************************************** ew PROCESS FROM NODE 1301.00 TO NODE 1302.00 IS CODE = 21 -----------------------~--------------------------~-------------------- <<<<<RATIONAL METHOD INITIAL SUBAREA ANALYSIS==== ASSUMED INITIAL SUBAREA UNIFORM # ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) Tt = K*((lENGTH**3)fCELEVATION CHANGE)}**.2 INITIAL SUBAREA FLOW-LENGTH = 125.00 UPSTREAM ELEVATION = 1263.00 ~STREAM ELEVATION = 1260.52 ,...,vATION DIFFERENCE = 2.48 TC = 0.393'[( 125.00"3)/( 2.48)J".2 = 5.932 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.637 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8606 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) = 0.80 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.80 **************************************************************************** FLOW PROCESS FROM NODE 1302.00 TO NODE 1303.00 IS CODE = 61 --------------------------------------------------------------------------.- <<<<<COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA==== <<<.<(STANDARD CURB SECTION USED)==== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1260.02 DOWNSTREAM ELEVATIDN(FEET) = 1247.34 STREET LENGTH(FEET) = 550.00 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 = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 ~nlng/S FRICTION FACTOR for Streetflow Section(curb-to-curb) = ~ing/s FRICTION FACTOR for Back-of-Ualk Flow Section = 0.0200 0.0150 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 3.66 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 4.32 AVERAGE FLOW VELOCITY(FEET/SEC.) 4.60 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = 1.76 STREET FLOW TRAVEL TIME(MIN.) = 1.99 Tc(MIN.) = 7.93 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.954 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .B545 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = TOTAL AREA(ACRES) = 1.69 1.89 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 5.71 6.51 END OF SUBAREA STREET FLOY HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 5.45 FLOW VELOCITY(FEET/SEC.) = 5.26 DEPTH'VELOCITY(FT*FT/SEC.) 2.48 LONGEST FLOWPATH FROM NODE 1301.00 TO NODE 1303.00 = 675.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1303.00 TO NODE 1303.00 IS CODE = ---------------------------------------------.------------------------------ .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ============================================================================ eL NUMBER OF STREAMS = 2 LUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.93 RAINFALL INTENSITY(INCH/HR) 3.95 TOTAL STREAM AREA(ACRES) = 1.89 '57Jo PEAK fLOW RATE(CFS) AT CONFLUENCE = 6.51 **************************************************************************** fLOW PROCESS fROM NODE 1304.00 TO NODE 1305.00 IS CODE = 21 e;------------------------------------------------------------------------ <<RATIONAL METHOD INITIAL SUBAREA ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE fAMILY C1/4 ACRE) TC = K*[CLENGTH**3)/CELEVATION CHANGE)]**_2 INITIAL SUBAREA fLOW-LENGTH = 122.00 UPSTREAM ELEVATION = 1255.00 DOWNSTREAM ELEVATION = 1252_89 ELEVATION DIFFERENCE = 2.11 TC = 0.393*[( 122.00**3)/C 2_11)]*'.2 6.038 100 YEAR RAINfALL INTENSITYCINCH/HOUR) = 4.592 SINGLE-fAMILYC1/4 ACRE LOT) RUNOff COEffICIENT = .8603 SOIL CLASSIFICATION IS "0" SUBAREA RUNOff(CfS) = 0.99 TOTAL AREACACRES) = 0.25 TOTAL RUNOff(CfS) = 0.99 **************************************************************************** fLOW PROCESS fROM NODE 1305.00 TO NODE 1303.00 IS CODE = 61 ----------------------------.------------------.---------------------------- <<<<<COMPUTE STREET fLOW TRAVEL TIME THRU SUBAREA <<<<<CSTANOARD CURB SECTION USED)==== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(fEET) = 1289.39 DOWNSTREAM ELEVATION(fEET) STREET LENGTHCFEET) = 500_00 CURB HEIGHT(INCHES) = 6.0 STREET HALfWIDTHCfEET) = 30.00 ~STANCE fROM CROWN TO CROSSFALL INSIDE STREET CROSSfALLCDECIMAL) OUTSIDE STREET CROSSfALLCOECIMAL) = 1247.34 GRAOEBREAKC fEET) = 0.020 = 0.080 = 18.00 SPECIfIED NUMBER Of HALFSTREETS CARRYING RUNOff = 1 STREET PARKWAY CROSSfALL(DECIMAL) = 0.020 Mann;ng'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 fLOWCCfS) = STREETfLOW MODEL RESULTS USING ESTIMATED fLOW: STREET FLOW DEPTH(FEET) = 0.31 HALf STREET FLOOD WIDTHCfEET) = 3.46 AVERAGE fLOW VELOCITYCfEET/SEC.) 7.65 PRODUCT OF DEPTH&VELOCITYCfT*FT/SEC.) 2.39 STREET fLOW TRAVEL TIME(MIN.) = 1.09 TeCMIN.) = 100 YEAR RAINfALL INTENSITYCINCH/HOUR) = 4.192 SINGLE-FAMILYC1/4 ACRE LOT) RUNOff COEfFICIENT = .8569 SOIL CLASSIFICATION IS HOH SUBAREA AREA(ACRES) = 1.70 TOTAL AREACACRES) = 1.95 4.05 7.13 SUBAREA RUNOFFCCFS) = PEAK fLOW RATE(CfS) 6.11 7.09 END Of SUBAREA STREET fLOW HYDRAULICS: DEPTHCFEET) = 0.39 HAlFSTREET FLOOD WIDTHCFEET) = 4.36 .w VELOCITY(FEET/SEC.) = 8.74 DEPTH*VELOCITYCFT*FT/SEC.) = 3.37 GEST FLOWPATH fROM NODE 1304.00 TO NODE 1303.00 = 622.00 fEET. fLOW PROCESS fROM NODE 1303.00 TO NODE 1303.00 IS CODE = ,.",A", ? **************************************************************************** --------~~--------------~--_._--~-------~--------~--------~~~~~~~------~~--- tttttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE .....AND CDMPUTE VARIDUS CDNFLUENCED STREAM VALUES==== ============================================================================ ~L NUMBER DF STREAMS = 2 ~LUENCE VALUES USED FDR INDEPENDENT STREAM 2 ARE: TIME DF CDNCENTRATIDNCMIN.) = 7.13 RAINFALL INTENSITYCINCH/HR) = 4.19 TOTAL STREAM AREACACRES) = 1.95 PEAK FLOW RATECCFS) AT CDNFLUENCE = 7.09 ** CONFLUENCE DATA ** STREAM NUMBER 1 2 RUNDFF (CFS) 6.51 7.09 Te CMIN. ) 7.93 7.13 I NTENS I TY (lNCH/HDUR) 3.954 4.192 AREA CACRE) 1.B9 1.95 *********************************WARNING********************************** IN THIS COMPUTER PRDGRAM, THE CDNFLUENCE VALUE USED IS BASED DN THE RCFC&WCD FDRMULA DF PLATE D-l AS DEFAULT VALUE. THIS FDRMULA WILL NDT NECESSARILY RESULT IN THE MAXIMUM VALUE DF PEAK FLDW. ************************************************************************** RAINFALL INTENSITY AND TIME DF CDNCENTRATIDN RATID CONFLUENCE FDRMULA USEO FDR 2 STREAMS. ** PEAK FLDW RATE TABLE ** STREAM RUNDFF Te INTENSITY NUMBER CCFS) CMIN.) CINCH/HDUR) e; 12.95 7.13 4.192 13.20 7.93 3.954 COMPUTEO CDNFLUENCE ESTIMATES ARE AS FDLLOWS: PEAK FLDW RATECCFS) 12.95 TeCMIN.) = 7.13 TDTAL AREACACRES) = 3.84 LDNGEST FLDWPATH FRDM NDDE 1301.00 TD NDOE 1303.00 = 675.00 FEET. **************************************************************************** FLDW PRDCESS FROM NDDE 1303.00 TD NDDE 1303.00 IS CODE = --_._----------------------------------------~~~~----------~---------------- .....DESIGNATE INOEPENDENT STREAM FDR CDNFLUENCE==== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CDNFLUENCE VALUES USED FDR INOEPENOENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 7.13 RAINFALL INTENSITYCINCH/HR) = 4.19 TDTAL STREAM AREACACRES) = 3.84 PEAK FLOW RATECCFS) AT CDNFLUENCE = 12.95 **************************************************************************** FLOW PRDCESS FRDM NDDE 1306.00 TD NDDE 1307.00 IS CDDE = 21 -----------~~~--------~--------------------------------~-------------------~ .....RATIDNAL METHDO INITIAL SUBAREA ANALYSIS==== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM ~ DEVELDPMENT IS SINGLE FAMILY C1/4 ACRE) ~ K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLDW-LENGTH = 140.00 UPSTREAM ELEVATIDN = 1255.00 DDWNSTREAM ELEVATIDN = 1253.12 ?# ELEVATION DIFFERENCE = 1.88 TC = 0.393*[( 140.00**3)/( 1.88)]**.2 6.711 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.333 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8581 ~ CLASSIFICATION IS "0" ~REA RUNOFF(CFS) = 0.59 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.59 **************************************************************************** FLOW PROCESS FROM NODE 1307.00 TO NODE 1303.00 I S CODE = 61 <<<<<COMPUTE STREET FLOW TRAVEL TIME THRU SU8AREA <<<<<(STANDARD CURB SECTION USED)==== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1252.63 DOWNSTREAM ELEVATION(FEET) = 1247.34 STREET LENGTH(FEET) = 550.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(DECIMAL) OUTSIDE STREET CROSSFALL(DECIMAL) GRADEBREAK(FEET) 0.020 = 0.080 lB.OO 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 ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 41111iTREET FLOW OEPTH(FEET) = 0.50 """ALFSTREET FLOOD WIDTH(FEET) = 6.10 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.57 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.80 STREET FLOW TRAVEL TIME(MIN.) = 2.57 Tc(MIN.) 9.28 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.627 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8509 SOIL CLASSIFICATION IS nO" SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 3.06 PEAK FLOW RATE(CFS) 5.09 8.95 9.54 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 13.48 FLOW VELOCITY(FEET/SEC.) = 3.70 DEPTH*VELOCITY(FT*FT/SEC.) 2.30 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 550.0 FT WITH ELEVATION-DROP = 5.3 FT, IS 7.6 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 1303.00 LONGEST FLOWPATH FROM NODE 1306.00 TO NODE 1303.00 = 690.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1303.00 TO NODE 1303.00 IS CODE = eeeeeDESIGNATE INDEPENDENT STREAM FOR CONFlUENCE===== <<<<<AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES==== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 .FLUENCE VALUES USED FOR INDEPENDENT E OF CONCENTRATION(MIN.) = 9.28 RAINFALL INTENSITY(INCH/HR) = 3.63 TOTAL STREAM AREA(ACRES) = 3.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 2 ARE: 9.54 ,'};o... 'J ** CONFLUENCE DATA *. STREAM RUNOff NUMBER (CfS) _ 1 12.95 .. 2 9.54 Tc (MIN.) 7.13 9.28 INTENSITY (I NCH/HOUR) 4.192 3.627 AREA (ACRE) 3.84 3.06 *********************************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 I NTENS I TV NUMBER (CfS) (MIN. ) (I NCH/HOUR) 1 20.28 7.13 4.192 2 20.75 9.28 3_627 COMPUTED CONfLUENCE ESTIMATES ARE AS fOLLOWS: PEAK fLOW RATE(CfS) = 20.28 Tc(MIN.) = 7.13 TOTAL AREA(ACRES) = 6.90 LONGEST fLOWPATH fROM NODE 1306.00 TO NODE 1303.00 = 690.00 fEET. **************************************************************************** fLOW PROCESS fROM NODE 1303.00 TO NODE 1308.00 IS CODE = 61 tt:------------------------------------------------------------------------ <<COMPUTE STREET fLOW TRAVEL TIME THRU SUBAREA <<<<(STANDARD CURB SECTION USED)==== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(fEET) = 1247.34 DOWNSTREAM ELEVATION(fEET) = 1234.06 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 CROSSfALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSfALL(DECIMAL) = 0.080 SPECIfIED NUM8ER Of HALf STREETS CARRYING RUNOff = STREET PARKWAY CROSSfALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Sectlon(curb-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 DEPTH(fEET) = 0.75 HALf STREET fLOOD WIDTH(fEET) = 21.38 AVERAGE fLOW VELOCITY(fEET/SEC.) = 4.99 PRODUCT Of DEPTH&VELOCITY(fT*fT/SEC.) = 3.74 STREET fLOW TRAVEL TIME(MIN.) = 2.67 Tc(MIN.) = 9.80 100 YEAR RAINfALL INTENSITY(INCH/HOUR) = 3.519 SINGLE-fAMILY(1/4 ACRE LOT) RUNOff COEffiCIENT = .B495 eL CLASSIFICATION IS HOH AREA AREA(ACRES) = 2.40 SUBAREA RUNOff(CfS) = TOTAL AREA(ACRES) = 9.30 PEAK fLOW RATE(CfS) 23.87 7.17 27.45 END Of SUBAREA STREET fLOW HYDRAULICS: ?y"P DEPTHCFEET) = D.7B HALFSTREET FLOOD WIDTHCFEET) = 23.23 FLOW VELOCITYCFEET/SEC.) = 5.05 OEPTH*VELOCITYCFT*FT/SEC.) = 3.93 LONGEST FLOWPATH FROM NODE 1306.00 TO NODE 130B.00 = 1490.00 FEET. ~*********************************************************************** ~W PROCESS FROM NODE 130B.00 TO NODE 130B.00 IS CODE = 1 .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 9.BO RAINFALL INTENSITYCINCH/HR) = 3.52 TOTAL STREAM AREACACRES) = 9.30 PEAK FLOW RATECCFS) AT CONFLUENCE = 27.45 **************************************************************************** FLOW PROCESS FROM NODE 1309.00 TO NODE 1310.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY C1/4 ACRE) Te = K*[(LENGTH**3)fCELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 130.00 UPSTREAM ELEVATION = 1240.00 DOWNSTREAM ELEVATION = 1237.29 ELEVATION DIFFERENCE = 2.71 TC = 0.393*[C 130.00**3)/C 2.71)J**.2 = 5.967 .0 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.622 GLE-FAMILYCl/4 ACRE LOT) RUNOFF COEFFICIENT = .B169 Il CLASSIFICATION IS "B" SUBAREA RUNOFFCCFS) = 1.70 TOTAL AREACACRES) = 0.45 TOTAL RUNOFFCCFS) = 1.70 **************************************************************************** FLOW PROCESS FROM NODE 1310.00 TO NODE 130B.00 IS CODE = 61 _.-~-_.__._---~-------------~._..._------_..._------------.------....-.----- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA .....CSTANDARD CURB SECTION USED)==== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1236.79 DOWNSTREAM ELEVATIONCFEET) = 1234.06 STREET LENGTHCFEET) = 350.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL INSIDE STREET CROSSFALLCOECIMAL) OUTSIDE STREET CROSSFALLCOECIMAL) GRAOEBREAKCFEET) = 0.020 = O.OBO lB.OO 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 FLOWCCFS) = eTREETFLOW MODEL RESULTS USING ESTIMATED FLOW: TREET FLOW DEPTHCFEET) = 0.4B HALFSTREET FLOOD WIOTHCFEET) = 5.53 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.10 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 1.4B 3.95 I'll;' ~ STREET FLOW TRAVEL TIMElMIN.) = 1.88 TeIMIN.) = 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.976 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8062 SOIL CLASSIFICATION IS 4Bo ~REA AREACACRES) = 1.40 ~L AREA(ACRES) = 1.85 7.85 SUBAREA RUNOFFCCFS) = PEAK FLOW RATE(CFS) = 4.49 6.19 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) 9.59 FLOW VELOCITY(FEET/SEC.) = 3.32 DEPTH*VELOCITY(FT*FT/SEC.) 1.B6 LONGEST FLOWPATH FROM NODE 1309.00 TO NODE 1308.00 = 4BO.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130B.00 TO NODE 130B.00 IS CODE = <<<<<OESIGNATE INOEPENDENT 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.) 7.85 RAINFALL INTENSITYCINCH/HR) = 3.98 TOTAL STREAM AREA(ACRES) = 1.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.19 ** CONFLUENCE DATA ** STREAM RUNOFF Te INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 27.45 9.BO 3.519 9.30 .. 2 6.19 7.85 3.976 1.B5 ~****************************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 FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) CMIN. ) (INCH/HOUR) 1 28.17 7.B5 3.976 2 32.93 9.80 3.519 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 32.93 Te(MIN.) = 9.80 TOTAL AREA(ACRES) = 11. 15 LONGEST FLOWPATH FROM NODE 1306.00 TO NODE 1308.00 1490.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1308.00 TO NODE 1308.00 IS CODE = .<.<<:~::~::~::=~:~::::~:::=::::~:=:::=:~:::~::::========================== l NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INOEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 9.80 RAINFALL INTENSITY(INCH/HR) = 3.52 c;1/ ? TOTAL STREAM AREACACRES) = 11.15 PEAK FLOW RATECCFS) AT CONFLUENCE = 32.93 **************************************************************************** ~ PROCESS FROM NODE 1311.00 TO NODE 1312.00 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)j**.2 INITIAL SUBAREA FLOW-LENGTH = 170.00 UPSTREAM ELEVATION = 1239.50 DOWNSTREAM ELEVATION = 1236.55 ELEVATION DIFFERENCE = 2.95 TC = 0.393*[C 170.00**3)/C 2.95)]**.2 6.891 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.270 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8114 SOIL CLASSIFICATION IS "8" SUBAREA RUNOFFCCFS) = 1.04 TOTAL AREACACRES) = 0.30 TOTAL RUNOFFCCFS) = 1.04 **************************************************************************** FLOW PROCESS FROM NODE 1312.00 TO NOOE 1308.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA==== .....CSTANOARD CURB SECTION USED)==== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1236.05 DOWNSTREAM ELEVATIONCFEET) = 1234.06 ~ET LENGTHCFEET) = 200.00 CURB HEIGHTCINCHES) = 6.0 ~ET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 18.00 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) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 3.87 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.82 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 0.97 STREET FLOW TRAVEL TIME(MIN.) = 1.18 Tc(MIN.) = 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.914 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8050 SOIL CLASSIFICATION IS "B" SUBAREA AREACACRES) = 0.50 TOTAL AREACACRES) = 0.80 1.83 8.07 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 1.~ 2.61 END OF SUBAREA STREET FLOW HYDRAULICS: .HCFEET) = 0.39 HALFSTREET FLOOD WIDTHCFEET) = 4.48 VELOCITY(FEET/SEC.) = 3.06 DEPTH*VELOCITYCFT*FT/SEC.) = 1.21 LONGEST FLOWPATH FROM NODE 1311.00 TO NODE 1308.00 = 370.00 FEET. **************************************************************************** r~~ ? FLOW PROCESS FROM NODE 1312.00 TO NODE 1308.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ~::~::::;::~;~;;:;::;::~~;:~~~:~~~=:::~::=~~~~~:======================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 8.07 RAINFALL INTENSITYCINCH/HR) = 3.91 TOTAL STREAM AREACACRES) = 0.80 PEAK FLOW RATECCFS) AT CONFLUENCE = 2.61 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 32.93 2 2.61 Te CMIN.) 9.80 8.07 INTENSITY CINCH/HOUR) 3.519 3.914 AREA CACRE) 11.15 0.80 *********************************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 ANO TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA US EO FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Te INTENSITY ~MB~R CCFS) CMIN.) CINCH/HOUR) 29.75 8.07 3.914 2 35.28 9.80 3.519 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 35.28 TeCMIN.) = 9.80 TOTAL AREACACRES) = 11.95 LONGEST FLOWPATH FROM NODE 1306.00 TO NOOE 1308.00 = 1490.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1308.00 TO NODE 1308.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUM8ER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 9.80 RAINFALL INTENSITYCINCH/HR) = 3.52 TOTAL STREAM AREACACRES) = 11.95 PEAK FLOW RATECCFS) AT CONFLUENCE = 35.28 **************************************************************************** FLOW PROCESS FROM NODE 1313.00 TO NOOE 1314.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS==== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ASSUMEO INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 110.00 UPSTREAM ELEVATION = 1258.10 ~ DOYNSTREAM ELEVATION = 1256.16 ELEVATION DIFFERENCE = 1.94 TC = D.393'[C 110.00"3)/C 1.94)]".2 = 5.771 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.70B ~LE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .B612 ~L CLASSIFICATION IS non SUBAREA RUNOFFCCFS) 0.53 TOTAL AREACACRES) = 0.13 TOTAL RUNOFFCCFS) = 0.53 **************************************************************************** FLOY PROCESS FROM NODE 1314.00 TO NODE 1315.00 IS CODE = 61 .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA==== .....CSTANDARD CURB SECTION USED)==== ============================================================================ UPSTREAM ELEVATIONCFEET) = 1255.66 DOWNSTREAM ELEVATIDNCFEET) = 1234.06 STREET LENGTHCFEET) = 1150.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFYIDTHCFEET) = 30.00 DISTANCE FROM CROYN TO CROSSFALL INSIDE STREET CROSSFALLCDECIMAL) OUTSIDE STREET CROSSFALLCDECIMAL) GRADEBREAKCFEET) = 0.020 = 0.080 18.00 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-~alk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOYCCFS) = ~TREETFLOY MODEL RESULTS USING ESTIMATED FLOY: ~REET FLOY DEPTHCFEET) = 0.47 HALFSTREET FLOOD YIDTHCFEET) = 5.43 AVERAGE FLOY VELOCITYCFEET/SEC.) = 4.75 PRODUCT OF DEPTH&VELOCITYCFT'FT/SEC.) = 2.23 STREET FLOY TRAVEL TIMECMIN.) = 4.04 TeCMIN.) = 9.81 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.517 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .B495 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) = 3.50 SUBAREA RUNOFFCCFS) TOTAL AREACACRES) = 3.63 PEAK FLOW RATECCFS) 5.83 10.46 10.98 END OF SUBAREA STREET FLOY HYDRAULICS: DEPTH(FEET) = 0.59 HAlFSTREET FLOOD WIDTH(FEET) 11.13 FLOY VELOCITYCFEET/SEC.) = 5.19 DEPTH'VELOCITYCFT'FT/SEC.) 3.04 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1150.0 FT YITH ELEVATION'OROP = 21.6 FT, IS 8.3 CFS, YHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 1315.00 LONGEST FLOYPATH FROM NODE 1313.00 TO NODE 1315.00 = 1260.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1316.00 TO NODE 1316.00 IS CODE = .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE==== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES==== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~L NUMBER OF STREAMS = 2 ~FLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 9.81 RAINFALL INTENSITYCINCH/HR) = 3.52 TOTAL STREAM AREACACRES) = 3.63 / ~ PEAK FLOY RATE(CFS) AT CONFLUENCE = 10.98 ** CONFLUENCE DATA ** STREAM RUNOFF ~ER (CFS) ""'1 35.28 2 10.98 Te (MIN.) 9.80 9.81 INTENSITY (INCH/HOUR) 3.519 3.517 AREA (ACRE) 11.95 3.63 *********************************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 YILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOY. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLay RATE TABLE "" STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 46.25 9.BO 3.519 2 46.25 9.B1 3.517 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOYS: PEAK FLOY RATE(CFS) = 46.25 Te(MIN.) = 9.80 TOTAL AREA(ACRES) = 15.58 LONGEST FLOYPATH FROM NODE 1306.00 TO NODE 1316.00 = 1490.00 FEET. **************************************************************************** ~ PROCESS FROM NODE 1316.00 TO NODE 1317.00 IS CODE = 61 ~-------------------------------------------------------~-------------- .....COMPUTE STREET FLay TRAVEL TIME THRU SUBAREA==== ((((((STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1234.06 DOYNSTREAM ELEVATION(FEET) = 1231.48 STREET LENGTH(FEET) = 230.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFYIDTH(FEET) = 30.00 DISTANCE FROM CROYN TO CROSSFALL INSIDE STREET CROSSFALL(DECIMAL) OUTSIDE STREET CROSSFALL(DECIMAL) GRADEBREAKCFEET) = 0.020 = 0.080 18.00 SPECIFIED NUMBER OF HAlFSTREETS CARRYING RUNOFF = 2 STREET PARKYAY CROSSFALLCOECIMAL) = 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 FLOYCCFS) = STREETFLOY MODEL RESULTS USING ESTIMATED FLOY: STREET FLay DEPTHCFEET) = 0.79 HALFSTREET FLOOD YIDTHCFEET) = 24.05 AVERAGE FLay VELOCITYCFEET/SEC.) = 4.17 PRODUCT OF OEPTH&VELOCITYCFT"FT/SEC.) 3.30 STREET FLOY TRAVEL TIMECMIN.) = 0.92 TeCMIN.) = 10.72 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.349 eLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7928 L CLASSIFICATION IS "B" SUBAREA AREACACRES) = 1.25 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 16.83 PEAK FLOY RATE(CFS) = 47.91 3.32 49.57 ~* END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.80 HALFSTREET FLOOD WIDTH(FEET) = 24.56 FLOW VELOCITY(FEET/SEC.) = 4.17 DEPTH*VELOCITY(FT*FT/SEC.) = 3.33 LONGEST FLOWPATH FROM NOOE 1306.00 TO NODE 1317.00 = 1720.00 FEET. ~~;=;~:~~=;:::::~~===================================================== TOTAL AREA(ACRES) 16.83 TC(MIN.) = 10.72 PEAK FLOW RATE(CFS) = 49.57 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS e e ~ t)"J - RATIONAL HYDROLOGY OUTPUT: DRAINAGE BASIN 1400 e e ~~ **************************************************************************** e RATIONAL METHOD HYDRDLDGY 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 ************************** . BASIN 1400 100-YEAR . . ************************************************************************** FILE NAME: 1400.0AT TIME/DATE OF STUDY: 15:02 09/26/2001 ----------------~._--------------~-----.------------------------------------ USER SPECIFIED HYDROLOGY AND HYDRAULIC MOOEL 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 ~YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 ~-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480 100-YEAR STORM 6D-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF TOO-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&WCO 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-OEFINEO STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREET FLOW MODEL' HALF- CROUN 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-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.' **************************************************************************** .~ PROCESS FROM NODE 1401.00 TO NODE 1402.00 IS CODe = 21 --------------------------------------------.-------------------------- .....RATIONAL METHOO INITIAL SUBAREA ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM . . . ~"i' DEVELOPMENT IS SINGLE FAMILY C1/4 ACRE) TC = K*[(LENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 125.00 UPSTREAM ELEVATION = 1263.60 tfNSTREAM ELEVATION = 1259.98 VATION DIFFERENCE = 3.62 C = 0.393*[( 125.00**3)/C 3.62)]**.2 = 5.500 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.834 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8198 SOIL CLASSIFICATION IS nBn SUBAREA RUNOFFCCFS) = 0.59 TOTAL AREACACRES) = 0.15 TOTAL RUNOFFCCFS) = 0.59 **************************************************************************** FLOW PROCESS FROM NOOE 1402.00 TO NODE 1402.00 IS CODE = .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) 5.50 RAINFALL INTENSITY(INCH/HR) = 4.83 TOTAL STREAM AREACACRES) = 0.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.59 +---------------.----------------------------------------------------------+ 1 BYPASS FROM NODE 841 , , , , 1 +------------------._---------------------~--------------------------------+ ~*********************************************************************** FLOW PROCESS FROM NOOE 841.00 TO NODE 1402.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 18.72 RAIN INTENSITYCINCH/HOUR) = 2.47 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 0.30 **************************************************************************** FLOW PROCESS FROM NODE 1402.00 TO NODE 1402.00 IS COOE = .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE==== eeettAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.72 RAINFALL INTENSITYCINCH/HR) = 2.47 TOTAL STREAM AREACACRES) = 0.01 PEAK FLOW RATECCFS) AT CONFLUENCE = 0.30 ** CONFLUENCE DATA ** STREAM RUNOFF .BER CCFS) 1 0.59 2 0.30 Te CMIN.) 5.50 18.72 INTENSITY CINCH/HOUR) 4.834 2.466 AREA (ACRE) 0.15 0.01 *********************************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 YILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOY. ~************************************************************************* ~FALL INTENSITY AND TIME OF CONCENTRATION RATIO ~LUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOY RATE TABLE ** STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 0.68 5.50 4.834 2 0.60 18.72 2.466 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOYS: PEAK FLOY RATE(CFS) = 0.68 Te(MIN.) = 5.50 TOTAL AREA(ACRES) = 0.16 LONGEST FLOYPATH FROM NODE 1401.00 TO NODE 1402.00 = 125.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1402.00 TO NODE 1403.00 IS CODE = 61 .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA==== .....(STANDARD CURB SECTION USED)==== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1259.48 DOYNSTREAM ELEVATION(FEET) = 1243.35 STREET LENGTH(FEET) = 490.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFYIOTH(FEET) = 30.00 DISTANCE FROM CROYN TO CROSS FALL GRADEBREAK(FEET) = 18.00 ......OE STREET CROSSFALL(OECIMAL) = 0.020 ~IDE 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) = 0.36 HAlFSTREET FLOOD YIDTH(FEET) = 3.99 AVERAGE FLOY VELOCITY(FEET/SEC.) = 5.21 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = 1.85 STREET FLOY TRAVEL TIME(MIN.) = 1.57 Te(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.211 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8570 SOIL CLASSIFICATION IS aD" SUBAREA AREA(ACRES) = 1.60 TOTAL AREA(ACRES) = 1.76 3.58 7.07 SUBAREA RUNOFF(CFS) = PEAK FLOY RATE(CFS) = 5.77 6.46 END OF SUBAREA STREET FLOY HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD YIDTH(FEET) 5.06 FLOY VELOCITY(FEET/SEC.) = 6.01 DEPTH'VELOCITY(FT'FT/SEC.) 2.65 LONGEST FLOWPATH FROM NODE 1401.00 TO NODE 1403.00 = 615.00 FEET. ~********************************************************************* FLaw PROCESS FROM NODE 1403.00 TO NODE 1403.00 IS CODE = 1 .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE==== ~M ============================================================================ TOTAL NUMBER Of STREAMS = 3 CONfLUENCE VALUES USED fOR INDEPENDENT STREAM 1 ARE: TIME Of CONCENTRATIONCMIN.) 7.07 .INfALL INTENSITY(INCH/HR) = 4.21 TAL STREAM AREACACRES) = 1.76 EAK fLOW RATECCfS) AT CONfLUENCE = 6.46 **************************************************************************** fLOW PROCESS fROM NODE 1404.00 TO NODE 1405.00 IS COOE = 21 ---------------------.-------------------------.--..------------------------ .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS==== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMEO 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 = 1251.00 DOWNSTREAM ELEVATION = 1248.93 ELEVATION OIffERENCE = 2.07 TC = 0.393*[C 125.00**3)/( 2.07)]**.2 = 6.150 100 YEAR RAINfALL INTENSITY(INCH/HOUR) = 4.546 SINGLE-fAMILY(1/4 ACRE LOT) RUNOff COEffiCIENT = .8599 SOIL CLASSIFICATION IS "0" SUBAREA RUNOff(CfS) = 0.39 TOTAL AREACACRES) = 0.10 TOTAL RUNOff(CfS) = 0.39 **************************************************************************** fLOW PROCESS fROM NODE 1405.00 TO NODE 1403.00 IS CODE = 61 ----------------------------------.------------------------------._--------- ~...COMPUTE STREET fLOW TRAVEL TIME THRU SUBAREA==== ~...CSTANOARO CURB SECTION USED)==== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCfEET) = 1248.43 DOWNSTREAM ELEVATION(fEET) = 1243.35 STREET LENGTHCfEET) = 280.00 CURB HEIGHTCINCHES) = 6.0 STREET HALfWIDTH(fEET) = 30.00 DISTANCE fROM CROWN TO CROSS fALL GRAOEBREAKCfEET) = 18.00 INSIDE STREET CROSSfALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSfALLCDECIMAL) = 0.080 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 fLOWCCfS) = STREETfLOW MODEL RESULTS USING ESTIMATEO fLOW: STREET fLOW DEPTH(fEET) = 0.31 HALf STREET fLOOD WIDTHCfEET) = 3.38 AVERAGE fLOW VELOCITYCfEET/SEC.) = 3.54 PRODUCT Of DEPTH&VELOCITYCfT*fT/SEC.) = 1.08 STREET fLOW TRAVEL TIME(MIN.) = 1.32 Tc(MIN.) = 7.47 100 YEAR RAINfALL INTENSITYCINCH/HOUR) = 4.085 SINGLE-fAMILY(1/4 ACRE LOT) RUNOff COEffICIENT = .8558 .L CLASSIfICATION IS non AREA AREACACRES) = 0.80 SUBAREA RUNOffCCfS) = OTAL AREACACRES) = 0.90 PEAK fLOW RATECCfS) = 1.79 2.80 3.19 END Of SUBAREA STREET fLOW HYDRAULICS: r~o/ ~ DEPTHCFEET) = 0.38 HALFSTREET FLOOD WIDTHCFEET) = 4.30 FLOW VELOCITYCFEET/SEC.) = 4.04 DEPTH*VELOCITYCFT*FT/SEC.) = 1.53 LONGEST FLOWPATH FROM NODE 1404.00 TO NODE 1403.00 = 405.00 FEET. **************************************************************************** ~W PROCESS FROM NODE 1403.00 TO NODE 1403.00 IS CODE = 1 ~----------------------------------~-----------~------------------------ <<<<<DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE==== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 7.47 RAINFALL INTENSITYCINCH/HR) = 4.09 TOTAL STREAM AREACACRES) = 0.90 PEAK FLOW RATECCFS) AT CONFLUENCE = 3.19 **************************************************************************** FLOW PROCESS FROM NODE 1406.00 TO NODE 1407.00 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 = 125.00 UPSTREAM ELEVATION = 1251.00 OOWNSTREAM ELEVATION = 1249.90 ELEVATION OIFFERENCE = 1.10 TC = 0.393*[C 125.00**3)/C 1.10)]**.2 = 6.979 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.240 ~GLE-FAMILYCl/4 ACRE LOT) RUNOFF COEFFICIENT = .8573 ~L CLASSIFICATION IS "0" SU8AREA RUNOFFCCFS) = 0.55 TOTAL AREACACRES) = 0.15 TOTAL RUNOFFCCFS) = 0.55 **************************************************************************** FLOW PROCESS FROM NODE 1407.00 TO NOOE 1403.00 IS CODE = 61 --------------------------.----.-------------------------------------------- <<<<<COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA==== <<<<<CSTANOARD CUR8 SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1248.40 DOWNSTREAM ELEVATIONCFEET) = 1243.35 STREET LENGTHCFEET) = 230.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 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-af-Walk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = ~REETFLOW MODEL RESULTS USING ESTIMATED FLOW: ~:REET FLOW DEPTHCFEET) = 0.32 HALFSTREET FLOOD WIDTHCFEET) = 3.56 AVERAGE FLOW VELOCITYCFEET/SEC.) = 4.01 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 1.29 2.24 ~ STREET FLOW TRAVEL TIME(MIN.) = 0.96 Te(MIN.) = 7.94 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.951 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8545 SOIL CLASSIFICATION IS "0" ~REA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) ~L AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) 3.38 3.92 END DF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = D.39 HALFSTREET FLOOD WIDTH(FEET) = 4.48 FLOW VELOCITY(FEET/SEC.) = 4.59 DEPTH*VELOCITY(FT*FT/SEC.) = 1.81 LONGEST FLOWPATH FROM NODE 1406.00 TO NODE 1403.0D = 355.00 FEET. **.....*...*****************.*.*****.**********.**************************** FLOW PROCESS FROM NODE 1403.00 TO NODE 1403.DD 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.) = 7.94 RAINFALL INTENSITY(INCH/HR) = 3.95 TOTAL STREAM AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.92 ** CONFLUENCE DATA -* STREAM RUNOFF NUMBER (CFS) 1 6.46 2 3.19 e3 3.92 Te (MIN.) 7.07 7.47 7.94 INTENSITY (INCH/HOUR) 4.21' 4.0B5 3.951 AREA (ACRE) 1.76 0.90 1.15 *********************************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 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF NUMBER (CFS) I 12.97 2 13.14 3 13.06 Te (MIN. ) 7.07 7.47 7.94 INTENSITY (I NCH/HOUR) 4.211 4.085 3.951 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.97 Te(MIN.) = 7.07 TOTAL AREA(ACRES) = 3.81 LONGEST FLOWPATH FROM NODE 1401.00 TO NODE 14D3.00 = 615.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1403.00 TO NOOE 1408.00 IS CODE = 61 .---------------------------------------------------------------------- .COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA==== .....(STANDARO CURB SECTION USED)==== ============================================================================ ~~ UPSTREAM ELEVATION(FEET) = 1243.35 DOWNSTREAM ELEVATION(FEET) = 1228.50 STREET LENGTH(FEET) = 470.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) ~SIDE STREET CROSSFALL(DECIMAL) = 0.020 ~SIDE 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-af-Walk Flow Section = 0.0200 ""TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 12.25 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.74 PRODUCT OF DEPTH&VELOCITY(FT"FT/SEC.) = 4.07 STREET FLOW TRAVEL TIME(MIN.) = 1.16 Tc(MIN.) = 8.23 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.873 SINGLE-FAMILY(I/4 ACRE LOT) RUNOFF COEFFICIENT = .8537 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 1.65 TOTAL AREA(ACRES) = 5.46 15.69 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 5.46 18.42 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 14.20 FLOW VELOCITY(FEET/SEC.) = 6.72 DEPTH"VELOCITY(FT"FT/SEC.) 4.27 LONGEST FLOWPATH FROM NODE 1401.00 TO NODE 1408.00 = 1085.00 FEET. ~************************************************************************ ~OW PROCESS FROM NODE 1409.00 TO NODE 1410.00 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 = 110.00 UPSTREAM ELEVATION = 1265.70 DOWNSTREAM ELEVATION = 1263.41 ELEVATION DIFFERENCE = 2.29 TC = 0.393*[( 110.00**3)/( 2.29)J**.2 5.582 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.794 SINGLE-FAMILY(I/4 ACRE LOT) RUNOFF COEFFICIENT = .8193 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) 0.55 TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.55 **************************************************************************** FLOW PROCESS FROM NODE 1410.00 TO NODE 1410.00 IS COOE = ----------------------------------------------~~------~------~------------~~ <<<<<OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 ~NFLUENCE VALUES USED FOR INDEPENDENT ~E OF CONCENTRATION(MIN.) = 5.58 RAINFALL INTENSITY(INCH/HR) = 4.79 TOTAL STREAM AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 1 ARE: 0.55 I 51>..? +---------~-----------------------------------~----------------------------+ , BYPASS FROM NODE 842 1 , , ~----------------------------------------------------------------------~ **************************************************************************** FLOW PROCESS FROM NODE 842.00 TO NODE 1410.00 IS CODE = 7 ------------------------------------------------------------------------~--- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- <<<<<USER SPECIFIEO HYDROLOGY INFORMATION AT NODE USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 18.72 RAIN INTENSITY(INCH/HOUR) = 2.47 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 0.30 **************************************************************************** FLOW PROCESS FROM NODE 1410.00 TO NODE 1410.00 IS CODE = --------------------------------------------~-----------------.------------- <<<<<DESIGNATE INOEPENDENT 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.) = 18.72 RAINFALL INTENSITY(INCH/HR) = 2.47 TOTAL STREAM AREA(ACRES) = 0.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.30 ** CONFLUENCE DATA ** ~EAM RUNOFF _BER (CFS) 1 0.55 2 0.30 Te (MIN. ) 5.58 18.72 INTENSITY (INCH/HOUR) 4.794 2.466 AREA (ACRE) 0.14 0.01 *********************************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 FLOW RATE TABLE .. STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN. ) (I NCH/HOUR) 1 0.64 5.58 4.794 2 0.58 18.72 2.466 COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.64 Te(MIN.) = 5.58 TOTAL AREA(ACRES) = 0.15 LONGEST FLOWPATH FROM NOOE 1404.00 TO NODE 1410.00 = 405.00 FEET. ~*********************************************************************** ~ PROCESS FROM NODE 1410.00 TO NODE 1411.00 IS CODE = 61 ---------------------------------------------------------------------------- <<<<<COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA==== <<<<<(STANDARD CURB SECTION USED) r~V ? ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1262.91 DOWNSTREAM ELEVATIONCFEET) = 1251.07 STREET LENGTHCFEET) = 450.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 ~ANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) = 18.00 ~;DE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 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 FLOWCCFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.32 HALFSTREET FLOOD WIDTHCFEET) = 3.54 AVERAGE FLOW VELOCITYCFEET/SEC.) 4.38 PRODUCT OF DEPTH&VELOCITYCFT"FT/SEC.) = 1.40 STREET FLOW TRAVEL TIMECMIN.) = 1.71 TcCMIN.) = 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.139 SINGLE-FAMILYCl/4 ACRE LOT) RUNOFF COEFFICIENT = .8564 SOil CLASSIFICATION IS non SUBAREA AREACACRES) = 1.00 TOTAL AREACACRES) = 1.15 2.42 7.29 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 3.54 4.18 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.39 HALFSTREET FLOOD WIDTHCFEET) 4.44 FLOW VELOCITYCFEET/SEC.) = 4.98 DEPTH"VELOCITYCFT"FT/SEC.) = 1.95 4111tFEST FLOWPATH FROM NODE 1404.00 TO NODE 1411.00 = 855.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1411.00 TO NODE 1411.00 IS CODE = ----------~-----~---------~-------._--~------------------------------------- .....DESIGNATE INOEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 7.29 RAINFALL INTENSITYCINCH/HR) = 4.14 TOTAL STREAM AREACACRES) = 1.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.18 **************************************************************************** FLOW PROCESS FROM NODE 1412.00 TO NODE 1413.00 IS CODE = 21 --------------~----------------------~-------------------------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS = ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K"[CLENGTH""3)/CELEVATION CHANGE)]"".2 INITIAL SUBAREA FLOW-LENGTH = 150.00 UPSTREAM ELEVATION = 1281.10 DOWNSTREAM ELEVATION = 1278.54 ~ATION DIFFERENCE = 2.56 0.393"[C 150.00""3)/C 2.56)J"".2 = 6.576 00 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.381 SINGLE-FAMILYCl/4 ACRE LOT) RUNOFF COEFFICIENT = .8132 SOIL CLASSIFICATION IS "B" JjA.~ SUBAREA RUNOFF(CFS) = TOTAL AREACACRES) = 1.07 0.30 TOTAL RUNOFFCCFS) = 1.07 **************************************************************************** .w PROCESS FROM NODE 1413.00 TO NODE 1411.00 IS CODE = 61 . ~._-------------------------------------------------------------~--._- ..CDMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA .....CSTANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1278.04 DOWNSTREAM ELEVATIDNCFEET) = 1251.07 STREET LENGTH(FEET) = 650.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 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-af-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 4.50 AVERAGE FLOW VELDCITYCFEET/SEC.) = 6.31 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 2.50 STREET FLOW TRAVEL TIME(MIN.) = 1.72 Tc(MIN.) = 8.29 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.B57 ~LE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8535 ~ CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 2.65 SUBAREA RUNOFFCCFS) = TOTAL AREA(ACRES) = 2.95 PEAK FLOW RATECCFS) = 5.44 8.72 9.79 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 5.69 FLOW VELOCITYCFEET/SEC.) = 7.27 DEPTH*VELOCITY(FT*FT/SEC.) 3.57 LONGEST FLOWPATH FROM NODE 1412.00 TO NODE 1411.00 = 800.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1411.00 TO NODE 1411.00 IS CODE = ---.-----.--------------------.-----------.---.------.--.-----------------.- ============================================================================ .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.29 RAINFALL INTENSITYCINCH/HR) = 3.86 TOTAL STREAM AREA(ACRES) = 2.95 PEAK FLOW RATECCFS) AT CONFLUENCE = 9.79 **************************************************************************** FLOW PROCESS FROM NODE 1414.00 TO NODE 1415.00 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 5 br. C() INITIAL SUBAREA FLOY-LENGTH = 150.00 UPSTREAM ELEVATION = 1281.10 DOYNSTREAM ELEVATION = 1278.52 ELEVATION DIFFERENCE = 2.58 .= 0.393'[( 150.00"3)/( 2.58)]".2 = 6.566 o YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.385 INGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8132 SOIL CLASSIFICATION IS HB" SUBAREA RUNOFF(CFS) = 1.07 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 1.07 **************************************************************************** FLOY PROCESS FROM NODE 1415.00 TO NODE 1411.00 IS CODE = 61 ---------------------------------------------------------------------------- .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA .....(STANDARD CURB SECTION USED) ============================================================================ UPSTREAM ELEVATION(FEET) = 1278.02 DOYNSTREAM ELEVATION(FEET) = 1251.07 STREET LENGTH(FEET) = 700.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFYIDTH(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 = 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) = ~TREETFLOY MODEL RESULTS USING ESTIMATED FLOY: STREET FLOY DEPTH(FEET) = 0.35 HALFSTREET FLOOD YIDTH(FEET) = 3.89 AVERAGE FLOY VELOCITY(FEET/SEC.) = 5.56 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = 1.93 STREET FLOY TRAVEL TIME(MIN.) = 2.10 Tc(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.765 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8525 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 1.60 TOTAL AREA(ACRES) = 1.90 3.64 8.67 SUBAREA RUNOFF(CFS) = PEAK FLOY RATE(CFS) = 5.14 6.21 END OF SUBAREA STREET FLOY HYDRAULICS: OEPTH(FEET) = 0.42 HALFSTREET FLOOD YIDTH(FEET) = 4.83 FLOY VELOCITY(FEET/SEC.) = 6.30 DEPTH'VELDCITY(FT'FT/SEC.) = 2.66 LONGEST FLOYPATH FROM NODE 1414.00 TO NODE 1411.00 = 850.00 FEET. **************************************************************************** FLOY PROCESS FROM NOOE 1411.00 TO NODE 1411.00 IS CODE = --------------------------------------------------------------------.--...-- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE==== .....ANO COMPUTE VARIOUS CONFLUENCED STREAM VALUES ~~========================================================================== TOTAL NUMBER OF STREAMS = 3 .FLUENCE VALUES USED FOR INDEPENDENT E OF CONCENTRATION(MIN.) = 8.67 RAINFALL INTENSITY(INCH/HR) = 3.77 TOTAL STREAM AREA(ACRESJ = 1.90 PEAK FLOY RATE(CFS) AT CONFLUENCE = STREAM 3 ARE: 6.21 ".1>.,0... '} ** CONFLUENCE DATA .* STREAM RUNOFF NUMBER (CFS) .. 1 4.18 ,. 2 9.79 3 6.21 Te (MIN.) 7.29 8.29 8.67 INTENSITY (I NCH/HOUR) 4.139 3.857 3.765 AREA CACRE) 1.15 2.95 1.90 *********************************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 PEAX FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE -* STREAM RUNOFF Te INTENSITY NUMBER CCFS) CMIN. ) (INCH/HOUR) 1 18.02 7.29 4.139 2 19.63 8.29 3.857 3 19.57 8.67 3.765 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 19.63 Te(MIN.) = 8.29 TOTAL AREACACRES) = 6.00 LONGEST FLOWPATH FROM NODE 1404.00 TO NODE 1411.00 = 855.00 FEET. **************************************************************************** ~~~~-~~~~:~~-~~~~-~~~:_--~~~~:~~_:~-~~:_--~~~~:~~_:~-~~~~-~--~~---------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA==== .....(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1251.07 DOWNSTREAM ELEVATIONCFEET) = 1245.42 STREET LENGTHCFEET) = 200.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 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-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTHCFEET) = 0.66 HALFSTREET FLOOD WIDTH(FEET) = 15.84 AVERAGE FLOW VELOCITYCFEET/SEC.) = 6.40 PRODUCT OF OEPTH&VELOCITYCFT*FT/SEC.) = 4_23 STREET FLOW TRAVEL TIMECMIN.) = 0.52 TeCMIN.) = 8.82 ~100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3_730 ~MERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8904 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) 0.25 SUBAREA RUNOFFCCFS) TOTAL AREA(ACRES) = 6.25 PEAK FLOW RATECCFS) = 20.05 0.83 20.46 5.g; END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.67 HALFSTREET FLOOD WIDTH(FEET) = 16.15 FLOW VELOCITYCFEET/SEC.) = 6.37 DEPTH*VELOCITY(FT*FT/SEC.) = 4.24 ~NGEST FLOWPATH FROM NODE 1404.00 TO NODE 1416.00 = 1055.00 FEET. ~************************************************************************ FLOW PROCESS FROM NODE 1416.00 TO NODE 1417.00 IS CODE = 61 ---------------------------------------------------------------------------. <<<<<COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<<(STANDARO CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1245.42 DOWNSTREAM ELEVATIONCFEET) = 1228.50 STREET LENGTHCFEET) = 450.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(OECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 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-af-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.64 HALFSTREET FLOOO WIOTH(FEET) = 14.82 AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.37 ~ROOUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 4.75 ~EET FLOW TRAVEL TIMECMIN.) = 1.02 TcCMIN.) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.512 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8899 SOIL CLASSIFICATION IS non SUBAREA AREACACRES) 0.50 TOTAL AREA(ACRES) = 6.75 21.24 9.83 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 1.56 22.02 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.65 HALFSTREET FLOOD WIDTH(FEET) = 15.33 FLOW VELOCITY(FEET/SEC.) = 7.33 OEPTH*VELOCITYCFT*FT/SEC.) = 4.78 LONGEST FLOWPATH FROM NODE 1404.00 TO NODE 1417.00 = 1505.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1417.00 TO NODE 1417.00 IS CODE = ---------------------------------------------------------------------------- ============================================================================ <<<<<DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE==== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.83 RAINFALL INTENSITYCINCH/HR) = 3.51 TOTAL STREAM AREA(ACRES) = 6.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.02 ~*************.*...**********.***********.***..************************* ~ PROCESS FROM NODE 1408.00 TO NODE 1408.00 IS CODE = 7 ---------------------------------------------------------------------------- ============================================================================ <<<<<USER SPECIFIED HYDROLOGY INFORMATION AT NODE /:?' USER-SPECIFIED VALUES ARE AS FOLLOYS: TC(MIN) = 8.25 RAIN INTENSITY(INCH/HOUR) = 3.87 TOTAL AREA(ACRES) = 5.45 TOTAL RUNOFF(CFS) = 18.33 **************************************************************************** ......Y PROCESS FROM NODE 1408.00 TO NODE 1417.00 IS CODE = 1 ~---------------------~-------------------------------------------._---- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE==== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES==== ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 8.25 RAINFALL INTENSITY(INCH/HR) = 3.87 TOTAL STREAM AREA(ACRES) = 5.45 PEAK FLOY RATE(CFS) AT CONFLUENCE = 18.33 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 22.02 2 18.33 Te (MIN.) 9.83 8.25 INTENSITY (INCH/HOUR) 3.512 3.868 AREA (ACRE) 6.75 5.45 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS 8ASED 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 ~FLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 36.81 8.25 3.868 2 38.67 9.83 3.512 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOYS: PEAK FLOY RATE(CFS) = 38.67 Te(MIN.) = 9.83 TOTAL AREA(ACRES) = 12.20 LONGEST FLOYPATH FROM NODE 1404.00 TO NODE 1417.00 = 1505.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOY RATE(CFS) = 12.20 TC(MIN.) = 38.67 9.83 ============================================================================ ============================================================================ ENO OF RATIONAL METHOD ANALYSIS . ~ e RATIONAL HYDROLOGY OUTPUT: DRAINAGE BASIN 1500 e e 6':; . ':/ **************************************************************************** e RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-99 Advanced Engineering Software (aes) Ver. 1.5A ReLease Date: 01/01/99 license 10 1264 AnaLysis prepared by: Robert Bein, WiLliam Frost & Associates 14725 ALton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** . CRDWNE HILL DRIVE NODES 1501 -1523 . lDD-YEAR . . . . ************************************************************************** FILE NAME: 1500U.DAT TIME/DATE OF STUDY: 11:42 4/ 5/2001 ----------------------~---------------~-----~------------------------~------ 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(OECIMAL) TO USE FOR FRICTION SLOPE = 0.95 tYEAR STORM lD-MINUTE INTENSITY(INCH/HOUR) = 2.360 YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 D-YEAR STORM lD-MINUTE INTENSITY(INCH/HOUR) = 3.480 lDD-YEAR STORM 6D-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF lDO-YEAR INTENSITY-DURATION CURVE = 0_5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 l-HOUR INTENSITY(INCH/HOUR) = 1.3000 SLOPE OF INTENSITY DURATION CURVE = 0.5496 RCFC&WCD HYDROLOGY MANUAL "en-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES **************************************************************************** FLOW PROCESS FROM NODE 1501.00 TO NODE 1502.00 IS CODE = 21 ---------------------------------------------------------------------------- <<<<<RATIONAL METHOD INITIAL SUBAREA ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SU8AREA UNIFORM DEVELOPMENT IS COMMERCIAL Te = K*((LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 568.35 UPSTREAM ELEVATION = 1303.64 DOWNSTREAM ELEVATION = 1298.10 ELEVATION DIFFERENCE = 5.54 .= 0.303*(( 568.35**3)/( 5.54)]**.2 = 9.675 o YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.544 SOIL CLASSIFICATION IS "0" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8900 SUBAREA RUNOFF(CFS) = 3.41 r6~ ~ TOTAL AREA(ACRES) = 1.08 TOTAL RUNOFF(CFS) 3.41 **************************************************************************** ~.:~~~~~~-~~~~-~~~~..::~::~~.~~-~~~~-_::~~:~~.~~.~~~~.~...~_...._-_...- <<<<<COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA====== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIOTH(FEET) 1298.10 1050.00 = 22.00 DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. 1286.11 OISTANCE FROM CROWN TO CROSSFALL GRADE BREAK INTERIOR STREET CROSSFALL(OECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 20.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF "TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 4.85 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.38 HALFSTREET FLOODWIOTH(FEET) = 12.71 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.80 PRODUCT OF OEPTH&VELOCITY = 1.06 STREETFLOW TRAVELTIME(MIN) = 6.25 TC(MIN) = 15.93 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.694 SOIL CLASSIFICATION IS "0" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8873 ~AREA AREA(ACRES) = '.21 SUBAREA RUNOFF(CFS) = ~EO AREA(ACRES) = 2.29 TOTAL RUNOFF(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.41 HALFSTREET FLOODWIDTH(FEET) = 13.99 FLOW VELOCITY(FEET/SEC.) = 3.03 DEPTH'VELOCITY = 1.23 2.B9 6.30 **************************************************************************** FLOW PROCESS FROM NODE 1503.00 TO NODE 1504.00 IS CODE = 6 ----------~.._---------------------------------------------.---------------- <<<<<COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA====== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIOTH(FEET) 1286.11 950.00 = 22.00 DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. 1261.58 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 20.00 INTERIOR STREET CROSSFALL(OECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = "TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 7.46 STREET FLOW MODEL RESULTS: STREET FLOYDEPTH(FEET) 0.3B HALFSTREET FLOODWIDTH(FEET) = 12.71 . AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.31 PRODUCT OF DEPTH&VELOCITY = 1.64 STREETFLOW TRAVELTIME(MIN) = 3.68 TC(MIN) = 19.61 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.404 ?~ ? SOIL CLASSIFICATION IS "0" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8860 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.34 SUMMED AREA(ACRES) = 3.39 TOTAL RUNDFF(CFS) = 8.64 ~ OF SUBAREA STREET FLOW HYDRAULICS: ~TH(FEET) = 0.41 HAlFSTREET FLOODWIDTH(FEET) = 13.99 FLOW VElOCITY(FEET/SEC.) = 4.16 DEPTH'VElOCITY = 1.69 **************************************************************************** FLOW PROCESS FROM NODE ******** TO NODE 1504.00 IS CODE; *** ---------------------------------------------------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 19 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 7 ARE: TIME OF CONCENTRATION(MIN.) = 19.61 RAINFAll INTENSITY(INCH/HR) = 2.40 TOTAL STREAM AREA(ACRES) = 3.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.64 **************************************************************************** FLOW PROCESS FROM NODE 8.40 TO NODE ******** IS CODE = *** ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM ** ARE: TIME OF CONCENTRATION(MIN.) = 19.61 .NFAll INTENSITY(INCH/HR) = 2.40 Al STREAM AREA(ACRES) = 3.39 AK FLOW RATE(CFS) AT CONFLUENCE = 8.64 ** CONFLUENCE DATA ** STREAM RUNOFF Te NUMBER (CFS) (MIN.) INTENSITY (INCH/HOUR) AREA (ACRE) . ~ **************************************************************************** e RATIONAL METHOO HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCO) 1978 HYDROLOGY MANUAL (c) Copyright 1982~99 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/99 License 10 1264 AnaLysis prepared by: Robert Bein, WiLLiam Frost & Associates 14725 ALton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** * CROWNE HILL ORIVE * NODES 1501-1523 * 100-YEAR . * * ************************************************************************** FILE NAME: LINEO.OAT TIME/OATE OF STUDY: 11:50 4/5/2001 -------------------------------------~------------------------------~------- USER SPECIFIED HYOROLOGY AND HYORAULIC MOOEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIEO STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIEO PERCENT OF GRADIENTS(OECIMAL) TO USE FOR FRICTION SLOPE 0.95 .YEAR STORM 10.MINUTE INTENSITY(INCH/HOUR) = 2.360 EAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 -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.HOUR INTENSITY(INCH/HOUR) = 1.3000 SLOPE OF INTENSITY DURATION CURVE = 0.5496 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCO HYOROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES **************************************************************************** FLOW PROCESS FROM NOOE 1501.00 TO NODE 1502.00 IS COOE = 21 --------------------------------------------------------------~------------- ee~~eRATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM OEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 56B.35 UPSTREAM ELEVATION = 1303.64 OOWNSTREAM ELEVATION = 1298.10 ELEVATION DIFFERENCE = 5.54 e- 0.303*(( 568.35**3)/( 5.54)]**.2 = 9.675 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.544 SOIL CLASSIFICATION IS "0" COMMERCIAL OEVELOPMENT RUNOFF COEFFICIENT = .8900 SUBAREA RUNOFF(CFS) = 3.41 r~ ~ TOTAL AREA(ACRES) 1.08 TOTAL RUNOFF(CFS) = 3.41 **************************************************************************** ~ PROCESS FROM NODE 1502.00 TO NODE 1503.00 IS CODE = 6 ~-----------_._------------------------------------------.------------- .....COMPUTE STREETFLO~ TRAVELTIME THRU SUBAREA====: ---------~------------------------------------------------------------------ ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALF~IDTH(FEETl 1298.10 1050.00 = 22.00 DO~NSTREAM ELEVATION = CURB HEIGHT(INCHESl = 6. 1286.11 DISTANCE FROM CRO~N TO CROSSFALL GRADEBREAK = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = **TRAVELTIME COMPUTEO USING MEAN FLO~(CFS) 4.85 STREETFLO~ MODEL RESULTS: STREET FLO~DEPTH(FEET) = 0.38 HALFSTREET FLOOD~IDTH(FEETl = 12.71 AVERAGE FLO~ VELOCITY(FEET/SEC.) = 2.80 PRODUCT OF DEPTH&VELOCITY = 1.06 STREET FLOW TRAVELTIME(MIN) = 6.25 TC(MINl = 15.93 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.694 SOIL CLASSIFICATION IS "0" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8873 4fAREA AREA(ACRESl = 1.21 SUBAREA RUNOFF(CFS) = ED AREA(ACRES) = 2.29 TOTAL RUNOFF(CFS) = OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALF STREET FLOOD~IDTH(FEET) = 13.99 FLO~ VELOCITY(FEET/SEC.) = 3.03 DEPTH*VELOCITY = 1.23 2.89 6.30 **************************************************************************** FLO~ PROCESS FROM NODE 1503.00 TO NODE 1504.00 IS CODE = 6 -----------------------------------------------------------------------.---- .....COMPUTE STREETFLO~ TRAVELTIME THRU SUBAREA====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALF~IDTH(FEETl 1286.11 950.00 = 22.00 DO~NSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. 1261.58 DISTANCE FROM CRO~N TO CROSSFALL GRADEBREAK INTERIOR STREET CROSSFALL(DECIMALl 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 20.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = e **TRAVElTIME COMPUTED USING MEAN FlOW(CFS) STREETFLO~ MODEL RESULTS: STREET FLOWDEPTH(FEETl = 0.38 HAlFSTREET FlOODWIDTH(FEET) = 12.71 AVERAGE FLO~ VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.64 STREETFLO~ TRAVELTIME(MIN) = 3.68 TC(MIN) = 7.46 4.31 19.61 ~ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.404 SOIL CLASSIFICATION IS "0" COMMERCIAL DEVELOPMENT RUNOff COEffiCIENT = .8860 SUBAREA AREACACRES) = 1.10 SUBAREA RUNOffCCfS) = 2.34 SUMMED AREACACRES) = 3.39 TOTAL RUNOffCCfS) B.64 ~Of SUBAREA STREETfLO~ HYDRAULICS: ~HCfEET) = 0.41 HALf STREET fLOOD~IDTH(fEET) = 13.99 fLO~ VELOCITYCfEET/SEC.) = 4.16 OEPTH'VELOCITY = 1.69 +--------------------------------------------------------------------------+ , CATCH BASIN INTERCEPTS 8.4 CfS , BYPASS = 0.24 CfS , , , , +--------------------------------------------------------------------------+ **************************************************************************** fLO~ PROCESS fROM NODE 1504.00 TO NODE 1504.00 IS CODE = 7 ---------------------------------------------------------------------------- .....USER SPECifiED HYDROLOGY INfORMATION AT NODE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIfIED VALUES ARE AS fOLLO~S: TCCMIN) = 19.61 RAIN INTENSITYCINCH/HOUR) = 2.40 TOTAL AREACACRES) = 3.39 TOTAL RUNOffCCfS) = 8.40 **************************************************************************** fLO~ PROCESS fROM NODE 1504.00 TO NODE 1505.00 IS CODE = 4 --------------~----~-----------------------------------------~~----~-----~-- ~~~~~COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA _'USING USER-SPECIfIED PIPESIZE =============================;==;;====;;;=====;;====================== PTH OF fLOW IN 18.0 INCH PIPE IS 9.2 INCHES PIPEfLO~ VELOCITYCfEET/SEC.) = 9.3 UPSTREAM NODE ELEVATION = 1252.00 OO~NSTREAM NODE ELEVATION = 1247.65 fLO~LENGTH(fEET) = 172.96 MANNING'S N = 0.013 GIVEN PIPE OIAMETER(INCH) = 18.00 NUMBER Of PIPES = PIPEfLOW THRU SUBAREA(CfS) 8.40 TRAVEL TIME(MIN.) = 0.31 TCCMIN.) = 19.92 **************************************************************************** fLO~ PROCESS fROM NODE 1505.00 TO NODE 1505.00 IS CODE = 10 -------~-------------------------~--------------------------.------.-------- .....MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ======;=======;============================================================= **************************************************************************** fLOW PROCESS fROM NODE 1506.00 TO NODE 1507.00 IS CODE = 21 ---------------------------------.---------------..-----------~-------._---- ~~t~~RATIONAL METHOD INITIAL SUBAREA ANALYSIS ============================================================================ ASSUMED INITIAL SUBAREA UNifORM DEVELOPMENT IS COMMERCIAL . K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2 IAL SUBAREA fLOW-LENGTH = 300.00 UPSTREAM ELEVATION = 1285.B3 DO~NSTREAM ELEVATION = 1281.26 ELEVATION DIffERENCE 4.57 r-!;o... ? TC = 0.303*[( 300.00**3)/( 4.57)J**.2 6.853 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.283 SOIL CLASSIFICATION IS "0" COMMERCIAL OEVELOPMENT RUNOFF COEFFICIENT = .8915 .....AREA RUNOFF(CFS) = 1.34 ~AL AREA(ACRES) = 0.35 TOTAL RUNOFF(CFS) 1.34 **************************************************************************** FLOY PROCESS FROM NOOE 1507.00 TO NODE 1507.00 IS CODE = ~--------------------------------------------------------------------------. .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE==== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.85 RAINFALL INTENSITY(INCH/HR) = 4.28 TOTAL STREAM AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.34 **************************************************************************** FLOW PROCESS FROM NODE 1508.00 TO NODE 1509.00 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 4TIAL SUBAREA FLOW-LENGTH = 117.00 TREAM ELEVATION = 1289.40 OWNSTREAM ELEVATION = 1287.27 ELEVATION DIFFERENCE = 2.13 TC = 0.393*[( 117.00**3)/( 2.13)]**.2 = 5.877 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.660 SOIL CLASSIFICATION IS "on SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8608 SU8AREA RUNOFF(CFS) 0.80 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.80 **************************************************************************** FLOW PROCESS FROM NODE 1509.00 TO NODE 1507.00 IS CODE = 6 ---------------------------------------------------------------------------- .....COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1286.77 550.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. 12Bl.26 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.020 SPECIFIED NUM8ER OF HALFSTREETS CARRYING RUNOFF = . **TRAVELTIME COMPUTED USING MEAN STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.36 HALF STREET FLOODWIDTH(FEET) = FLOW(CFS) = 3.41 11.62 /fP AVERAGE FLOW VELOCITYCFEET/SEC.) = 2.32 PRODUCT OF DEPTH&VELOCITY = 0.83 STREETFLOW TRAVELTIMECMIN) = 3.95 TC(MIN) = 9.82 ~ YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.514 ~ CLASSIFICATION IS "D" SINGLE-FAMILYCl/4 ACRE LOT) RUNOFF COEFFICIENT = .8495 SUBAREA AREACACRES) = 1.70 SUBAREA RUNOFFCCFS) = SUMMEO AREACACRES) = 1.90 TOTAL RUNOFFCCFS) = ENO OF SUBAREA STREETFLOW HYORAULICS: OEPTHCFEET) = 0.40 HALFSTREET FLOOOWIDTHCFEET) = 13.93 FLOW VELOCITYCFEET/SEC.) = 2.86 DEPTH'VELOCITY = 1.16 5.08 5.88 **************************************************************************** FLOW PROCESS FROM NOOE 1509.00 TO NODE 1509.00 IS CODE = -----------------------------------------------------------.-------------._- tttttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE=====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USEO FOR INOEPENOENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 9.82 RAINFALL INTENSITYCINCH/HR) = 3.51 TOTAL STREAM AREACACRES) = 1.90 PEAK FLOW RATECCFS) AT CONFLUENCE = 5.88 **************************************************************************** FLOW PROCESS FROM NODE 1510.00 TO NODE 1511.00 IS COOE = 21 ~------------_._-------------------------------------------------------- ,...,..RATIONAL METHOO INITIAL SUBAREA ANALYSIS~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K*[(LENGTH**3)f(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 115.00 UPSTREAM ELEVATION = 1288.90 DOWNSTREAM ELEVATION = 1285.69 ELEVATION DIFFERENCE = 3.21 TC = 0.393'[C 115.00"3)/( 3.21)J".2 = 5.359 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.903 SOIL CLASSIFICATION IS "0" SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8626 SUBAREA RUNOFFCCFS) = 0.85 TOTAL AREACACRES) = 0.20 TOTAL RUNOFFCCFS) = 0.85 **************************************************************************** FLOW PROCESS FROM NODE 1511.00 TO NODE 1507.00 IS COOE = 6 ______MM..____________________________________.M.M_______________.__._______ tttttCOMPUTE STREETFLOY TRAVELTIME THRU SUBAREA====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = 1285.69 STREET LENGTH(FEET) = 550.00 STREET HALFWIDTHCFEET) = 20.00 4111tTANCE FROM CROWN TO CROSSFALL GRADE BREAK INTERIOR STREET CROSSFALLCDECIMAL) 0.020 OUTSIDE STREET CROSSFALLCDECIMALJ 0.020 DOWNSTREAM ELEVATION = CURB HEIGHTCINCHES) = 6. 1~I.U 18.00 ~ SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = e **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) STREET FLOW MOOEL RESULTS: STREET FLOWOEPTH(FEET) = 0.38 HALFSTREET FLOODWIDTH(FEET) = 12.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 0.89 STREET FLOW TRAVELTIME(MIN) = 3.91 TC(MIN) = 4.10 2.34 9.27 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.628 SOIL CLASSIFICATION IS "0" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8509 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 2.30 TOTAL RUNOFF(CFS) = ENO OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOOWIOTH(FEET) = 16.24 FLOW VELOCITY(FEET/SEC.) = 2.66 OEPTH*VELOCITY = 1.20 6.48 7.33 **************************************************************************** FLOW PROCESS FROM NODE 1507.00 TO NOOE 1507.00 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.) = 9.27 .NFALL INTENSITY(INCH/HR) = 3.63 L STREAM AREA(ACRES) = 2.30 K FLOW RATE(CFS) AT CONFLUENCE = 7.33 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (I NCH/HOUR) (ACRE) 1 1.34 6.85 4.283 0.35 2 5.88 9.82 3.514 1.90 3 7.33 9.27 3.628 2.3D *********************************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 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc I NTENS I TY NUMBER (CFS) (MIN. ) (I NCH/HOUR) 1 10.85 6.85 4.283 2 14.01 9.27 3.628 3 14.07 9.82 3.514 ~UTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.01 Tc(MIN.) = 9.27 FjY TOTAL AREA(ACRES) = 4.55 **************************************************************************** FLOW PROCESS FROM NODE 1507.00 TO NODE 1512.00 IS CODE = 6 ---......-------------.------.---.-----..----------------------------------- e"'COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA ~~~~~===~~~============================================================ UPSTREAM ELEVATION = 1281.26 DOWNSTREAM ELEVATION = 1255.57 STREET LENGTH(FEET) = 750.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = ""TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 15.80 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.46 HALFSTREET FLOODWIDTH(FEET) = 16.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.53 PRODUCT OF DEPTH&VELOCITY = 2.53 STREET FLOW TRAVELTIME(MIN) = 2.26 TC(MIN) = 11.53 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.218 SOIL CLASSIFICATION IS "0" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8891 SUBAREA AREA(ACRES) = 1.25 SUBAREA RUNOFF(CFS) = 3.58 SUMMED AREA(ACRES) = 5.80 TOTAL RUNOFF(CFS) = 17.58 . OF SUBAREA STREET FLOW HYDRAULICS: TH(FEET) = 0.47 HALFSTREET FLOODWIDTH(FEET) = 17.20 OW VELOCITY(FEET/SEC.) = 5.72 DEPTH"VELOCITY = 2.69 +--------------------------.---.-------.---------.-.-----------------------+ , CATCH BASIN INTERCEPTS 14.8 CFS , BYPASS = 2.78 CFS , , , , +.--------------------.-----.--..-------.----------.--------------------.--+ **************************************************************************** FLOW PROCESS FROM NODE 1512.00 TO NODE 1512.00 IS CODE = 7 -----------------------------------.-----------------.--------------._------ tttttUSER SPECIFIED HYDROLOGY INFORMATION AT NODE ============================================================================ USER'SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 11.53 RAIN INTENSITY(INCH/HOUR) = 3.22 TOTAL AREA(ACRES) = 5.80 TOTAL RUNOFF(CFS) = 14.BD **************************************************************************** FLOW PROCESS FROM NODE 1512.00 TO NODE 1512.00 IS CODE = ----------------------..----.-----------.-.--.----------.------------..----- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE==== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ......AL NUMBER OF STREAMS = 2 ~FLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.).= 11.53 RAINFALL INTENSITY(INCH/HR) = 3.22 TOTAL STREAM AREA(ACRES) = 5.80 tIf'? PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.80 **************************************************************************** ~ PROCESS FROM NOOE 1513.00 TO NOOE 1512.00 IS COOE = 21 -~---------------------------------------------------------------------- <<<<<RATIONAL METHOO INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMEO INITIAL SUBAREA UNIFORM OEVELOPMENT IS: UNOEVELOPEO WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 400.00 UPSTREAM ELEVATION = 12B4.00 OOWNSTREAM ELEVATION = 1264.00 ELEVATION DIFFERENCE = 20.00 TC = 0.533*[( 400.00**3)/( 20.00)J**.2 = 10.652 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.361 SOIL CLASSIfICATION IS "0" UNOEVELOPEO WATERSHEO RUNOFF COEFFICIENT = .7949 SUBAREA RUNOFF(CFS) 1.34 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) 1.34 **************************************************************************** FLOW PROCESS FROM NOOE 1512.00 TO NOOE 1512.00 IS COOE = ---------------------------------------------------------------------------- <<<<<OESIGNATE INOEPENDENT STREAM FOR CONFLUENCE====: <<<<<ANO COMPUTE VARIOUS CONFLUENCEO STREAM VALUES ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~L NUMBER OF STREAMS = 2 LUENCE VALUES USEO FOR INOEPENOENT ME OF CONCENTRATION(MIN.) = 10.65 RAINFALL INTENSITY(INCH/HR) = 3.36 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 2 ARE: 1.34 ** CONfLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 14.80 2 1.34 Tc (MIN.) 11.53 10.65 I NTENS I TY (l NCH/HOUR) 3.218 3.361 AREA (ACRE) 5.80 0.50 *********************************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 Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 15.01 10.65 3.361 .2 16.08 11.53 3.21B COMPUTEO CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE AS FOLLOWS: = 16.0B Tc(MIN.) = 6.30 11.53 ~/'~ **************************************************************************** FLO~ PROCESS FROM NODE 1512.DD TO NODE 1505.00 IS CODE = 4 ~........................................................................ ,....r<<<COMPUTE PIPEFLO~ TRAVELTIME THRU SUBAREA==== <<<<<USING USER.SPECIFIED PIPESIZE==== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLO~ IN 18.0 INCH PIPE IS 10.8 INCHES PIPEFLO~ VELOCITY(FEET/SEC.) = 14.5 UPSTREAM NODE ELEVATION = 1250.40 DO~NSTREAM NODE ELEVATIDN = 1247.65 FLD~LENGTH(FEET) = 50.66 MANNING'S N = D.013 GIVEN PIPE DIAMETER(INCH) = 18.0D NUMBER OF PIPES PIPEFLD~ THRU SUBAREA(CFS) 16.08 TRAVEL TIME(MIN.) = D.06 TC(MIN.) 11.59 **************************************************************************** FLO~ PROCESS FRDM NDDE 15D5.DD TO NODE 1505.00 IS CODE = 11 ---------------------------------------------------------------------------- <<<<<CONFLUENCE MEMORY BANK # 1 ~ITH THE MAIN. STREAM MEMORY==== ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNDFF Te I NTENS!TY AREA NUMBER (CFS) (MIN. ) (I NCH/HOUR) (ACRE) 1 16.D8 11.59 3.209 6.30 . MEMORY BANK # CDNFLUENCE DATA ** REAM RUNOFF Te I NTENS!TY AREA UMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 B.40 19.92 Z.383 3.39 *********************************WARNI NG********************************** IN THIS COMPUTER PRDGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&~CD FORMULA OF PLATE D.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 (CFS) (MIN.) (INCH/HOUR) 1 20.97 11.59 3.209 Z 2D.34 19.92 2.383 COMPUTED CONFLUENCE PEAK FLO~ RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE AS FOLLO~S: = ZO.97 Te(MIN.) = 9.69 11.59 **************************************************************************** FLO~ PROCESS FROM NODE 1505.00 TO NODE 1514.0D IS CODE = 4 ---------------------------------------------------------------------------- <<<<<COMPUTE PIPEFLO~ TRAVELTIME THRU SUBAREA==== ~~~~USING USER-SPECIFIED PIPESIZE ~======================================================================== DEPTH OF FLO~ IN 24.0 INCH PIPE IS 10.7 INCHES PIPEFLO~ VELOCITY(FEET/SEC.) = 15.6 UPSTREAM NODE ELEVATION = 1247.04 ~~ DO~NSTREAM NODE ELEVATION = fLOWLENGTHCfEET) = 171.81 GIVEN PIPE DIAMETERCINCH) = PIPEfLOW THRU SUBAREACCfS) = ~VEL TIMECMIN.) = 0.18 1237.64 MANNING'S N = 0.013 24.00 NUMBER Of PIPES 20.97 TCCMIN.) 11.77 **************************************************************************** fLOW PROCESS fROM NODE 1514.00 TO NODE 1514.00 IS CODE = ----------------------------------------------------------------------.-.--- ~~~~~DESJGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER Of STREAMS = 2 CONfLUENCE VALUES USED fOR INDEPENDENT STREAM 1 ARE: TIME Of CONCENTRATIONCMIN.) 11.77 RAINfALL INTENSITYCINCH/HR) = 3.18 TOTAL STREAM AREACACRES) = 9.69 PEAK fLOW RATECCfS) AT CONfLUENCE = 20.97 +--------------------------------------------------------------------------+ , , , , , , +--------------------------------------------------------------------------+ **************************************************************************** fLOW PROCESS fROM NODE 1504.00 TO NOOE 1504.00 IS CODE = 7 ---------------------------------------------------------------------------- _..USER SPECIfIED HYDROLOGY INfORMATION AT NODE==== ======================================================================= ER-SPECJFJED VALUES ARE AS FOLLO~S: TCCMIN) = 19.61 RAIN INTENSITYCINCH/HOUR) = 2.40 TOTAL AREACACRES) = 0.00 TOTAL RUNOffCCfS) = 0.24 **************************************************************************** fLOW PROCESS fROM NODE 1504.00 TO NODE 1515.00 IS CODE = 6 ---------------------------------------------------------------------------- .....COMPUTE STREETfLOW TRAVELTIME THRU SUBAREA==== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTHCfEET) = STREET HALfWIDTHCfEET) 1261.58 305.00 = 22.00 DOWNSTREAM ELEVATION = CURB HEIGHTCINCHES) = 6. 1249.45 DISTANCE fROM CROWN TO CROSSfALL GRADE BREAK = 20.00 INTERIOR STREET CROSSfALLCDECIMAL) 0.020 OUTSIDE STREET CROSSfALLCDECIMAL) = 0.020 SPECIfIED NUMBER Of HALf STREETS CARRYING RUNOff = . "TRAVELTIME COMPUTED USING MEAN fLOWCCfS) = STREETfLOW MODEL RESULTS: STREET fLOWDEPTHCfEET) = 0.18 HALf STREET fLOOOWIDTHCfEET) = 2.46 AVERAGE fLOW VELOCITYCfEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 0.59 STREETfLOW TRAVELTIMECMIN) = 1.50 TCCMIN) = 0.61 3.39 21.11 100 YEAR RAINfALL INTENSITYCINCH/HOUR) = 2.308 * SOIL CLASSIFICATION IS "0" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8855 SUBAREA AREA(ACRES) = 0.35 SUBAREA RUNOFF(CFS) SUMMED AREA(ACRES) = 0.35 TOTAL RUNOFF(CFS) ~ OF SUBAREA STREET FLOW HYDRAULICS: ~H(FEET) = 0.21 HALFSTREET FLDODWIDTH(FEET) = 4.38 FLOW VELOCITY(FEET/SEC.) = 3.08 DEPTH'VELOCITY = 0.66 0.72 0.96 **************************************************************************** FLOW PROCESS FROM NOOE 1515.00 TO NODE 1514.00 IS CODE = 4 ---------------------------------------------------------------------------- .....COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA==== ~~~~tUSING USER-SPECIFIED PIPESIZE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.8 UPSTREAM NODE ELEVATION = 1239.30 OOWNSTREAM NODE ELEVATION = 1238.22 FLOWLENGTH(FEET) = 28.12 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) 0.96 TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 21.19 **************************************************************************** FLOW PROCESS FROM NOOE 1515.00 TO NODE 1514.00 IS COOE = ---------------------------------------------------------------------------- .....OESIGNATE INOEPENOENT STREAM FOR CONFLUENCE==== _..ANO COMPUTE VARIOUS CONFLUENCEO STREAM VALUES==== ====================================================================== AL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INOEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 21.19 RAINFALL INTENSITY(INCH/HR) = 2.30 TOTAL STREAM AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.96 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 20.97 2 0.96 Te (MIN.) 11.77 21.19 I NTENS I TY (I NCH/HOUR) 3.182 2.303 AREA (ACRE) 9.69 0.35 *********************************~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 RAT 10 CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE .. STREAM RUNOFF Te I NTENS I TY _~R (CFS) (MIN. ) (INCH/HOUR) 21. 50 11. 77 3.182 2 16.13 21.19 2.303 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ~~ PEAK FLOW RATE(CFS) TOTAL AREACACRES) = 21.50 10.04 TC(MIN.) = 11. 77 ~************************************************************************ ~~ PROCESS FROM NOOE 1514.00 TO NODE 1516.00 IS CODE = 4 ---------------------------------------------------------------------------- <<<<<COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA tttttUSING USER-SPECIFIED PIPESIZE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- OEPTH OF FLOW IN 24.0 INCH PIPE IS 10.B INCHES PIPEFLOW VELOCITYCFEET/SEC.) = 15.7 UPSTREAM NODE ELEVATION = 1237.64 DOWNSTREAM NODE ELEVATION = 1231.11 FLOWLENGTH(FEET) = 119.34 MANNING'S N = 0.013 GIVEN PIPE DIAMETERCINCH) = 24.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) 21.50 TRAVEL TIMECMIN.) = 0.13 TC(MIN.) 11.90 **************************************************************************** FLOW PROCESS FROM NOOE 1516.00 TO NODE 1516.00 IS CODE = 10 ---------------------------------------------------------------------------- <<<<<MAIN-STREAM MEMORY COPIEO ONTO MEMORY BANK # 2 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- +--------------------------------------------------------------------------+ ~ RETURN BYPASS FLOW ~ ~ ~ ~----------------------------------------------------------------------~ **************************************************************************** FLOW PROCESS FROM NODE 1512.00 TO NODE 1512.00 IS COOE = 7 ---------------------------------------------------------------------------- <<<<<USER SPECIFIED HYDROLOGY INFORMATION AT NOOE==== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIEO VALUES ARE AS FOLLOWS: TCCMIN) = 11.53 RAIN INTENSITY(INCH/HOUR) = 3.22 TOTAL AREA(ACRES) = 0.00 TOTAL RUNOFFCCFS) = 2.78 **************************************************************************** FLOW PROCESS FROM NODE 1512.00 TO NOOE 1517.00 IS COOE = 6 ---------------------------------------------------------------------------- <<<<<COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIOTH(FEET) 1255.57 313.66 = 22.00 DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. 1243.58 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 20.00 INTERIOR STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 ~CIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = ""TRAVELTIME COMPUTED USING MEAN FLOW(CFS) STREETFLOW MODEL RESULTS: 3.32 ?~<!j, STREET FLO~EPTHCFEET) = 0.29 HALFSTREET FLOODWIOTHCFEET) = AVERAGE FLOW VELOCITYCFEET/SEC.) PRODUCT OF DEPTH&VELOCITY = 1.21 ~EETFLDW TRAVELTIMECMIN) = 1.25 TCCMIN) 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.041 SOIL CLASSIFICATION IS "0" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8885 SU8AREA AREACACRES) = 0.38 SU8AREA RUNOFF(CFS) = SUMMED AREACACRES) = 0.38 TOTAL RUNOFFCCFS) END OF SUBAREA STREET FLOW HYDRAULICS: OEPTHCFEET) = 0.30 HALFSTREET FLOODWIOTHCFEET) = FLOW VELOCITYCFEET/SEC.) = 4.21 DEPTH*VELOCITY = 8.23 4.17 12.78 1.~ 3.81 8.87 1.28 **************************************************************************** FLOW PROCESS FROM NODE 1517.00 TO NODE 1517.00 IS CODE = -----~~------------------------------------------------------------._------- 4ttttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE=====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 12.78 RAINFALL INTENSITYCINCH/HR) = 3.04 TOTAL STREAM AREACACRES) = 0.38 PEAK FLOW RATECCFS) AT CONFLUENCE = 3.81 -************************************************************************* W PROCESS FROM NODE 1518.00 TO NOOE 1519.00 IS CODE = 21 - -------------------------------------------------------------.----.------ <<<<<RATIONAL 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 = 115.00 UPSTREAM ELEVATION = 1263.00 DOWNSTREAM ELEVATION = 1260.97 ELEVATION DIFFERENCE = 2.03 TC = 0.393*[( 115.00**3)/( 2.03)]**.2 = 5.873 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.662 SOIL CLASSIFICATION IS HOH SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8608 SUBAREA RUNOFFCCFS) = 0.80 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFFCCFS) = 0.80 **************************************************************************** FLOW PROCESS FROM NODE 1519.00 TO NOOE 1517.00 IS CODE = 6 ..------------------------------.-----..------------------------------------ ~~~~~COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = .EET LENGTH(FEET) = EET HALFWIDTHCFEET) 1260.47 800.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. 1243.58 DISTANCE FROM CROWN TO CROSS FALL GRAOE8REAK INTERIOR STREET CROSSFALLCOECIMAL) = 0.020 18.00 ~~ OUTSIOE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF = ..... "TRAVELTIME COMPUTED USING MEAN FLOW(CFS) ~REETFLOW MOOEL RESULTS: STREET FLOWOEPTH(FEET) = 0.36 HALFSTREET FLOODWIDTHCFEET) = 11.62 AVERAGE FLDW VELDCITYCFEET/SEC.) = 3.70 PRODUCT OF DEPTH&VELOCITY = 1.33 STREET FLOW TRAVELTIMECMIN) = 3.61 TCCMIN) = 5.43 9.48 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.584 SOIL CLASSIFICATION IS "0" SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8504 SUBAREA AREACACRES) = 3.00 SUBAREA RUNOFFCCFS) = SUMMEO AREA(ACRES) = 3.20 TOTAL RUNOFF(CFS) ENO OF SUBAREA STREET FLOW HYORAULICS: OEPTH(FEET) = 0.43 HALFSTREET FLOOOWIDTH(FEET) = 15.09 FLOW VELOCITY(FEET/SEC.) = 4.15 OEPTH'VELOCITY = 1.78 9.14 9.95 **************************************************************************** FLOW PROCESS FROM NOOE 1517.00 TO NOOE 1517.00 IS COOE = ~-~------------------------------------------------------------------------- tttttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USEO FOR INOEPENOENT STREAM 2 ARE: I OF CONCENTRATION(MIN.) = 9.48 FALL INTENSITYCINCH/HR) = 3.58 AL STREAM AREACACRES) = 3.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.95 **************************************************************************** FLOW PROCESS FROM NOOE 1520.00 TO NOOE 1521.0D IS COOE = 21 --------------------------------.-------.-----------------.-.-._-----------. .....RATIONAL METHOO 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 = 110.00 UPSTREAM ELEVATION = 1258.10 OOWNSTREAM ELEVATION = 1255.85 ELEVATION DIFFERENCE = 2.25 TC = 0.393'[( 110.00"3)/( 2.25)J".2 = 5.602 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.785 SOIL CLASSIFICATION IS "D" SINGLE'FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8618 SUBAREA RUNOFF(CFS) 0.58 TOTAL AREACACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.58 '.********************************************************************** PROCESS FROM NODE 1521.00 TO NODE 1517.00 IS CODE = 6 tttttCOMPUTE STREETFLOW TRAVELTIME THRU SUBAREA===== r~O ? ------------------_.._------_.._----------_..__.~-_..-.---------.....------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTHIFEET) = STREET HALFWIDTH(FEET) 1255.35 550.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. 1243.58 ~NCE FROM CROWN TO CROSSFALL GRADEBREAK = ~IOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = "TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 2.85 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.30 HALFSTREET FLOODWIDTH(FEET) = 8.73 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.24 PRODUCT OF DEPTH&VELOCITY = 0.97 STREET FLOW TRAVELTIMEIMIN) = 2.B3 TC(MIN) 8.43 100 YEAR RAINFALL INTENSITYIINCH/HOUR) = 3.822 SOIL CLASSIFICATION IS HOH SINGLE-FAMILYIl/4 ACRE LOT) RUNOFF COEFFICIENT = .8531 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) SUMMED AREA(ACRES) = 1.54 TOTAL RUNOFF(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOODWIOTH(FEET) = 11.62 FLOW VELOCITY(FEET/SEC.) = 3.50 DEPTH*VELOCITY = 1.26 4.56 5.14 **************************************************************************** .PROCESS FROM NODE 1517.00 TO NODE 1517.00 IS CODE = 1 - ---------------.------------------......-------------....------------ . ..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.) = 8.43 RAINFALL INTENSITY(INCH/HR) = 3.82 TOTAL STREAM AREA(ACRES) = 1.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.14 *' CONFLUENCE DATA '* STREAM RUNOFF NUMBER (CFS) I 3.81 2 9.95 3 5.14 Te (MIN.) 12.78 9.48 8.43 INTENSITY (INCH/HOUR) 3.041 3.584 3.822 AREA (ACRE) 0.38 3.20 1.54 ***.*****.*......*****.****.***.*WARNI NG.*****.**********.**************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-' AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. .****************************************.******************************** RAINFALL INTENSITY AND TIME OF ~UENCE FORMULA USED FOR 3 .. PEAK FLOW RATE TABLE ** STREAM RUNOFF Te NUMBER (CFS) (MIN.) CONCENTRATION RATIO STREAMS. INTENSITY (INCH/HOUR) /~\ ? 1 2 3 16.50 17.59 16.34 8.43 9.48 12.78 3.822 3.584 3.041 ~UTED CONFLUENCE W< FLOW RATE(CFS) TOTAL AREACACRES) = ESTIMATES ARE AS FOLLOWS: 17.59 TeCMIN.) = 5.12 9.48 **************************************************************************** FLOW PROCESS FROM NODE 1517.00 TO NODE 1517.00 IS CODE = 7 --------------------------------.-.----------------------------------------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 9.48 RAIN INTENSITYCINCH/HOUR) = 3.58 TOTAL AREACACRES) = 5.12 TOTAL RUNOFF(CFS) = 14.40 **************************************************************************** FLOW PROCESS FROM NODE 1517.00 TO NODE 1516.00 IS CODE = 4 ---------------------------------------------------------------------------- .....COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA (t~((USING USER-SPECIFIED PIPESIZE===== ============================================================================ DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.5 INCHES PIPEFLOW VELOCITYCFEET/SEC_) = 17.4 UPSTREAM NODE ELEVATION = 1234.81 DOWNSTREAM NODE ELEVATION = 1231.50 4iWLENGTH(FEET) = 34_88 MANNING'S N = 0_013 N PIPE DIAMETERCINCH) = 18.00 NUMBER OF PIPES EFLOW THRU SUBAREACCFS) = 14.40 TRAVEL TIMECMIN.) = 0.03 TC(MIN.) 9.51 **************************************************************************** FLOW PROCESS FROM NODE 1516.00 TO NODE 1516.00 IS CODE = 11 ...----..--....---------.---..--.---..-.------..-...------------...--..-..-- .....CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER CCFS) CMIN.) (INCH/HOUR) 1 14.40 9.51 3.577 AREA (ACRE) 5.12 ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER CCFS) CMIN.) CINCH/HOUR) 1 21.50 11.90 3.163 AREA CACRE) 10.04 *********************************WARNING********************************** 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. ~********************************************************************* ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Te NUMBER CCFS) CMIN.) INTENSITY CINCH/HOUR) ,.,\V' '? 1 2 31.59 34.23 9.51 11.90 3.577 3.163 COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: ~AK FLOW RATE(CFS) = 34.23 Tc(MIN.) = ~TAL AREA(ACRES) = 15.16 11.90 **************************************************************************** FLOW PROCESS FROM NODE 1516.00 TD NDDE 1522.00 IS CODE = 4 --------~---._-------------------------------------------------------------- <<<<<COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<USING USER-SPECIFIED PIPESIZE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 27.0 INCH PIPE IS 13.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 18.0 UPSTREAM NODE ELEVATION = 123D.64 DOWNSTREAM NODE ELEVATION = 1217.73 FLOWLENGTH(FEET) = 223.71 MANNING'S N = D.D13 GIVEN PIPE DIAMETER(INCH) = 27.0D NUM8ER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) 34.23 TRAVEL TIME(MIN.) = 0.21 TC(MIN.) = 12.11 **************************************************************************** FLOW PROCESS FROM NODE 1522.00 TO NODE 1523.00 IS CODE = 4 ---------------------------------------------------------------------------- tttttCOMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<USING USER-SPECIFIED PIPESIZE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 41111fTH OF FLOW IN 27.0 INCH PIPE IS 8.6 INCHES ~EFLOY VELOCITYCFEET/SEC.) = 31.5 UPSTREAM NODE ELEVATION = 1271.73 DOWNSTREAM NODE ELEVATION = 1206.49 FLOWLENGTH(FEET) = 243.22 MANNING'S N = D.013 GIVEN PIPE DIAMETER(INCH) = 27.0D NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 34.23 TRAVEL TIME(MIN.) = 0.13 TC(MIN.) 12.24 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = TOTAL AREA(ACRES) = 34.23 15.16 TC(MIN.) = 12.24 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS . /,~":1 ? **************************************************************************** e RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCO) 197B HYDROLOGY MANUAL (c) Copyright 1982-99 Advanced Engineering Software (aes) Ver. 1.5A ReLease Date: 01/01/99 License 10 1264 Analysis prepared by: Robert Bein, WiLliam Frost & Associates 14725 Alton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** * CROWNE HILL DRIVE * NODES 1523 -1542 * 100-YEAR * * * ************************************************************************** FILE NAME: LINEDD.DAT TIME/DATE OF STUDY: 13:51 4/ 5/2001 ---------------------------------------------------------------------------- USER SPECIFIED HYOROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(OECIMAL) TO USE FOR FRICTION SLOPE 0.95 ti-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 O-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 = 0.5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = D.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 '-HOUR INTENSITY(INCH/HOUR) = 1.3000 SLOPE OF INTENSITY DURATION CURVE = 0.5496 RCFC&WCO HYDROLOGY MANUAL "C"-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COM81NATIONS FOR DOWNSTREAM ANALYSES **************************************************************************** FLOW PROCESS FROM NODE 1524.00 TO NODE 1525.00 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 = 163.74 UPSTREAM ELEVATION = 1246.00 DOWNSTREAM ELEVATION = 122B.69 ELEVATION DIFFERENCE = 17.31 e= 0.393*[( 163.74**3)/( 17.31)J**.2 = 4.729 PUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.093 SOIL CLASSIFICATION IS "0" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8639 ?~~ SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 1.50 0.34 TOTAL RUNOFF(CFS) 1.50 ~************************************************************************ ~OY PROCESS FROM NODE 1525.00 TO NODE 1526.00 IS CODE = 6 ~._----------------------------------------------------------------------.-. .....COMPUTE STREETFLOY TRAVELTIME THRU SUBAREA ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFYIDTH(FEET) 1228.19 640.00 = 20.00 OOYNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. 1218.64 DISTANCE FROM CROWN TO CROSS FALL GRAOE8REAK INTERIOR STREET CROSSFALL(OECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.020 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF "TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 8.41 STREETFLOW MODEL RESULTS: STREET FLOWOEPTH(FEET) = 0.43 HALFSTREET FLOOOWIOTH(FEET) = 15.09 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.51 PRODUCT OF DEPTH&VELOCITY = 1.50 STREET FLOW TRAVELTIME(MIN) = 3.04 TC(MIN) = 8.04 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.924 SOIL CLASSIFICATION IS Hon SINGLE'FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8542 ~AREA AREA(ACRES) = 4.06 SUBAREA RUNOFF(CFS) ~MMED AREA(ACRES) = 4.40 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.51 HALFSTREET FLOODWIDTH(FEET) = 19.13 FLOW VELOCITY(FEET/SEC.) = 4.00 OEPTH'VELOCITY = 2.03 13.61 15.11 **************************************************************************** FLOW PROCESS FROM NODE 1526.00 TO NODE 1526.00 IS CODE = ------------------------------.--------------------.---------------------._- .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.04 RAINFALL INTENSITY(INCH/HR) = 3.92 TOTAL STREAM AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.11 **************************************************************************** FLOY PROCESS FROM NODE 1527.00 TO NODE 1528.00 IS CODE = 21 ------~---~---_._------------.._----_.._--------_..._---......---------...-- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS==== ============================================================================ ~ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) C = K'[(LENGTH"3)/(ELEVATION CHANGE)]".2 INITIAL SU8AREA FLOY-LENGTH = 116.91 UPSTREAM ELEVATION = 1225.20 /)'.s DOWNSTREAM ELEVATION = 1223.16 ELEVATION DIffERENCE = 2.04 TC = 0.393*[( 116.91**3)/( 2.04)J**.2 = 5.926 100 YEAR RAINfALL INTENSITY(INCH/HOUR) = 4.640 ~L CLASSIfICATION IS "0" ~LE.fAMILY(1/4 ACRE LOT) RUNOff COEffICIENT = .8607 SUBAREA RUNOff(CfS) 0.80 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOff(CfS) = 0.80 **************************************************************************** fLOW PROCESS fROM NODE 1528.00 TO NODE 1529.00 IS CODE = 6 -._-~----------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- <<<<<COMPUTE STREET fLOW TRAVELTIME THRU SUBAREA UPSTREAM ELEVATION = STREET LENGTH(fEET) = STREET HALfWIDTH(fEET) 1222.56 500.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. 1218.01 DISTANCE fROM CROWN TO CROSSfALL GRADEBREAK INTERIOR STREET CROSSfALL(DECIMAL) 0.020 OUTSIDE STREET CROSSfALL(DECIMAL) 0.020 18.00 SPECIfIED NUMBER Of HALf STREETS CARRYING RUNOff **TRAVELTIME COMPUTED USING MEAN fLOW(CfS) = 2.98 STREET fLOW MODEL RESULTS: STREET fLDWDEPTH(fEET) 0.35 HALf STREET fLOODWIDTH(fEET) = 11.04 _AVERAGE fLOW VELOCITY(fEET/SEC.) = 2.23 PRODUCT Of DEPTH&VELOCITY = 0.77 EETFLOW TRAVElTIME(MIN) = 3.74 TC(MIN) = 9.66 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.546 SOIL CLASSIFICATION IS "0" SINGLE-fAMILY(1/4 ACRE LOT) RUNOff COEffICIENT = .8499 SUBAREA AREA(ACRES) = 1.44 SUBAREA RUNOff(CfS) SUMMED AREA(ACRES) = 1.64 TOTAL RUNOff(CfS) END Of SUBAREA STREETfLOW HYDRAULICS: DEPTH(fEET) = 0.40 HALf STREET fLODDWIDTH(fEET) = 13.93 fLOW VELOCITY(fEET/SEC.) = 2.50 DEPTH*VELOCITY = 1.01 4.34 5.14 **************************************************************************** fLOW PROCESS fROM NODE 1530.00 TO NODE 1530.00 IS CODE = --------------------------------------------_...__._~--.-....--..----------- tttttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE tttttAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER Of STREAMS = 2 CONfLUENCE VALUES USED fOR INDEPENDENT TIME Of CONCENTRATION(MIN.) 9.66 RAINfALL INTENSITY(INCH/HR) = 3.55 TOTAL STREAM AREA(ACRES) = 1.64 PEAK fLOW RATE(CfS) AT CONfLUENCE = ~DNFLUENCE DATA ** STREAM RUNOff NUMBER (CfS) 1 15.11 STREAM 2 ARE: 5.14 To (MIN. ) 8.04 I NTENS I TY (INCH/HOUR) 3.924 AREA (ACRE) 4.40 ?~fp 2 5.14 9.66 3.546 1.64 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ~ THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA ~L 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 CCFS) CMIN.) CINCH/HOUR) 1 19.38 8_04 3.924 2 18.79 9.66 3.546 COMPUTEO CONFLUENCE ESTIMATES ARE PEAK FLOW RATE(CFS) 19.38 TOTAL AREACACRES) = 6.04 AS FOLLOWS: TeCMIN.) = 8.04 **************************************************************************** FLOW PROCESS FROM NOOE 1530.00 TO NODE 1523.00 IS CODE = 4 .---.----------------------------------------------------------------------- .....COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA==== .....USING USER-SPECIFIEO PIPESIZE==== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- OEPTH OF FLOW IN 18.0 INCH PIPE IS 9.9 INCHES .PEFLOW VELOCITYCFEET/SEC.) = 19.6 TREAM NODE ELEVATION = 1Z14.00 NSTREAM NODE ELEVATION = 1207.15 FLOWLENGTHCFEET) = 64.64 MANNING'S N = 0.013 GIVEN PIPE DIAMETERCINCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREACCFS) 19_38 TRAVEL TIMECMIN.) = 0.06 TCCMIN.) 8.09 **************************************************************************** FLOW PROCESS FROM NOOE 1531.00 TO NODE 1532.00 IS COOE = 21 _._------~._--_._------~--_._------._--------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .....RATIONAL METHOO INITIAL SUBAREA ANALYSIS==== ASSUMEO INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY C1/4 ACRE) TC = K'[CLENGTH"3)/(ELEVATION CHANGE)J".2 INITIAL SUBAREA FLOW-LENGTH = 161.58 UPSTREAM ELEVATION = 1225.20 DOWNSTREAM ELEVATION = 1223.16 ELEVATION DIFFERENCE = 2.04 TC = 0.393'[C 161.58"3)/C 2.04)J".2 = 7.195 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.170 SOIL CLASSIFICATION IS HDH SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8567 SUBAREA RUNOFFCCFS) = 0.93 ~l AREACACRES) = 0.26 TOTAL RUNOFFCCFS) = 0.93 **************************************************************************** FLOW PROCESS FROM NODE 1532.00 TO NODE 1533.00 IS COOE = 6 ~~ ---------------------------------------------------------------------------- ~~~t~COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = 1222.63 JlllliEET LENGTH(FEET) = 400.00 ~ET HALFWIDTH(FEET) = 20.00 DOWNSTREAM ELEVATION = 1217.67 CURB HEIGHT(INCHES) = 6. DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 18.00 SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = "TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.80 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 9.88 AVERAGE fLOW VELOCITY(fEET/SEC.) 2.56 PRODUCT OF DEPTH&VELOCITY = 0.83 STREET fLOW TRAVELTIME(MIN) = 2.60 TC(MIN) = 9.80 100 YEAR RAINfALL INTENSITY(INCH/HOUR) = 3.519 SOil CLASSIFICATION IS {JOH SINGLE-fAMILY(1/4 ACRE LOT) RUNOff COEffICIENT = .8495 SUBAREA AREA(ACRES) = 1.25 SUBAREA RUNOfF(CfS) SUMMED AREA(ACRES) = 1.51 TOTAL RUNOff(CfS) = END Of SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALf STREET FLOOOWIDTH(fEET) = 12.20 FLOW VELOCITY(fEET/SEC.) = 2.91 DEPTH'VELOCITY = 1.08 3.74 4.67 ~....................................................................... fLOW PROCESS fROM NODE 1532.00 TO NODE 1533.00 IS CODE = ---------------------------------------------------------------------------- .....DESIGNATE INDEPENDENT STREAM fOR CONfLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER Of STREAMS = 2 CONfLUENCE VALUES USED fOR INOEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.80 RAINfALL INTENSITY(INCH/HR) = 3.52 TOTAL STREAM AREA(ACRES) = 1.51 PEAK fLOW RATE(CfS) AT CONfLUENCE = 4.67 **************************************************************************** fLOW PROCESS fROM NODE 1534.00 TO NODE 1535.00 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 = 176.03 UPSTREAM ELEVATION = 1225.20 DOWNSTREAM ELEVATION = 1223.06 .AlION DIFFERENCE = 2.14 0.393*(( 176.03**3)/( 2.14)J**.2 = 7.503 100 YEAR RAINfALL INTENSITY(INCH/HOUR) = 4.075 SOIL CLASSIFICATION IS HDH SINGLE-fAMILY(1/4 ACRE LOT) RUNOff COEfFICIENT = .8557 r'\fb ? SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 1.01 0.29 TOTAL RUNOFF(CFS) = 1.01 ~*********************************************************************** ,....,W PROCESS FROM NOOE 1535.00 TO NODE 1536.00 IS CODE = 6 ---------------------------------------------------------------------------- .....COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTHCFEET) 1222.56 473.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. 1218.94 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK INTERIOR STREET CROSSFALLCDECIMAL) 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.020 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF "TRAVELTIME COMPUTED USING MEAN FLOWCCFS) = 5.67 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.42 HALFSTREET FLOODWIDTH(FEET) = 14.51 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.55 PRODUCT OF DEPTH&VELOCITY = 1.06 STREETFLOW TRAVELTIME(MIN) = 3.09 TC(MIN) = 10.59 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.371 SOIL CLASSIFICATION IS "D" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8476 ~AREA AREA(ACRES) = 3.25 SUBAREA RUNOFF(CFS) ~MED AREA(ACRES) = 3.54 TOTAL RUNOFF(CFS) END OF SUBAREA STREETFLOW HYORAULICS: DEPTH(FEET) = 0.50 HALFSTREET FLOODWIDTH(FEET) = 18.55 FLOW VELOCITY(FEET/SEC.) = 2.89 DEPTH'VELOCITY = 1.44 9.29 10.30 **************************************************************************** FLOW PROCESS FROM NODE 1236.00 TO NODE 1236.00 IS CODE = ---------------------------------------------------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ============================================================================ TOTAL NUM8ER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 10.59 RAINFALL INTENSITY(INCH/HR) = 3.37 TOTAL STREAM AREA(ACRES) = 3.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.30 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 4.67 2 10.30 Tc (MIN.) 9.80 10.59 INTENSITY (I NCH/HOUR) 3.519 3.371 AREA (ACRE) 1.51 3.54 ~""""""""""""""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. r'\D.. ? ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ~PEAK FLOW RATE TABLE ** ~EAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 14.19 9.BD 3.519 2 14.77 10.59 3.371 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 14.77 5.05 AS FOLLOWS: Te(MIN.) = 10.59 **************************************************************************** FLOW PROCESS FROM NODE 1536.00 TO NOOE 1537.00 IS CODE = 4 ---------------------------------------------------------------------------- .....COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA .....USING USER-SPECIFIED PIPESIZE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 24.0 INCH PIPE IS PIPEFLOW VELOCITY(FEET/SEC.) = 17.4 UPSTREAM NODE ELEVATION = 1213.50 DOWNSTREAM NODE ELEVATION = 1207.15 FLOWlENGTH(FEET) = 65.77 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) 14.77 ~VEL TIME(MIN.) = 0.06 TC(MIN.) 7.6 INCHES 10.66 **************************************************************************** FLOW PROCESS FROM NOOE 1537.00 TO NODE 1523.00 IS CODE = ---------------------------------------------------------------------------- .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 10.66 RAINFALL INTENSITY(INCH/NR) = 3.36 TOTAL STREAM AREA(ACRES) = 5.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.77 **************************************************************************** FLOW PROCESS FROM NODE 1530.00 TO NOOE 1523.00 IS CODE = 7 ---------------------------------------------------------------------------- .....USER SPECIFIED HYOROLOGY INFORMATION AT NODE ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 8.09 RAIN INTENSITY(INCH/HOUR) 3.91 TOTAL AREA(ACRES) = 6.04 TOTAL RUNOFF(CFS) = 19.38 .********************************************************************** PROCESS FROM NODE 1530.00 TO NODE 1523.00 IS CODE = 1 ---------------------_________4__~______________________.___________________ .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ~ ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 8.09 RAINFALL INTENSITYCINCH/HR) = 3.91 ~AL STREAM AREA(ACRES) = 6.04 /~ FLOY RATECCFS) AT CONFLUENCE = STREAM 2 ARE: 19.38 **************************************************************************** FLOY PROCESS FROM NOOE 1523.00 TO NOOE 1523.00 IS CODE = 7 ---------------------------------------------------------------------------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE==== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOYS: TCCMIN) = 12.24 RAIN INTENSITY(INCH/HOUR) = 3.11 TOTAL AREACACRES) = 15.16 TOTAL RUNOFF(CFS) = 34.23 **************************************************************************** FLOY PROCESS FROM NODE 1523.00 TO NODE 1523.00 IS CODE = ---------------------------------------------------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 12.24 RAINFALL INTENSITYCINCH/HR) = 3.11 TOTAL STREAM AREA(ACRES) = 15.16 ~K FLOY RATECCFS) AT CONFLUENCE = ~CONFLUENCE DATA *. STREAM RUNOFF NUMBER (CFS) 1 14.77 2 19.38 3 34.23 STREAM 3 ARE: 34.23 Te (MIN. ) 10.66 8.09 12.24 INTENSITY (INCH/HOUR) 3.360 3.910 3.114 AREA CACRE) 5.05 6.04 15.16 *********************************WARNI NG*************************.******** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&YCD FORMULA OF PLATE 0-1 AS OEFAULT 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 FLOY RATE TABLE -- STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN. ) (I NCH/HOUR) 1 53.22 8.09 3.910 2 61.23 10.66 3.360 3 63.35 12.24 3.114 COMPUTED CONFLUENCE . FLOW RATE(CFS) L AREACACRES) = ESTIMATES ARE AS FOLLOYS: = 63.35 TeCMIN.) = 26.25 12.24 **************************************************************************** ,...~\ ? FLOW PROCESS FROM NODE 1523.00 TO NODE 1538.00 IS CODE = 4 --------------------------.------------------------------------------------- tttttCOMPUTE PIPEFLOY TRAVELTIME THRU SUBAREA .....USING USER-SPECIFIEO PIPESIZE ~~;:=~;=;:~:=;:==;:~~=;:~:=;;;:=;;==~:~:=;:~::;========================== PIp,EFLOW VELOCITY(FEET/SEC.) = 16.1 UPSTREAM NODE ELEVATION = 1205.61 DOWNSTREAM NODE ELEVATION = 1194.44 FLOWLENGTH(FEET) = 392.58 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 63.35 TRAVEL TIME(MIN.) = 0.41 TC(MIN.) 12.65 **************************************************************************** FLOW PROCESS FROM NODE 1538.00 TO NODE 1538.00 IS CODE = ---------------------------------------------------------------------.------ .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.65 RAINFALL INTENSITY(INCH/HR) = 3.06 TOTAL STREAM AREA(ACRES) = 26.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 63.35 **************************************************************************** .OW PROCESS FROM NODE 1517.00 TO NODE 1517.00 IS CODE = 7 ------------------........------..-----.............-..-...--.....--... 444USER SPECIFIED HYDROLOGY INFORMATION AT NODE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 9.48 RAIN INTENSITY(INCH/HOUR) = 3.58 TOTAL AREA(ACRES) = 0.00 TOTAL RUNOFF(CFS) = 3.19 **************************************************************************** FLOW PROCESS FROM NODE 1517.00 TO NODE 1539.00 IS CODE = 6 ..------.-------....-..--...-.---...---.....---------.....--......-......... .....COMPUTE STREET FLOW TRAVELTIME THRU SU8AREA ============================================================================ UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1243.58 400.00 = 22.00 DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. 1219.63 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF . **TRAVELTIME COMPUTED USING MEAN FLOWCCFS) = STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.29 HALFSTREET FLOODWIDTHCFEET) = 8.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.45 STREETFLOW TRAVELTIME(MIN) = 1.33 TC(MIN) 3.97 5.00 10.81 ~;v 100 YEAR RAINFALL INTENSITYIINCH/HOUR) = 3.334 SOIL CLASSIFICATION IS "0" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8894 4IAREA AREAIACRES) = 0.50 SUBAREA RUNOFFICFS) ;' MED AREAIACRES) = 0.50 TOTAL RUNOFF(CFS) = . N ,OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOODWIDTHIFEET) = 8.87 FLOW VELOCITYIFEET/SEC.) = 5.17 DEPTH'VELOCITY = 1.57 1.48 4.67 **************************************************************************** FLOW PROCESS FROM NODE 1539.00 TO NODE 1540.00 IS CODE = 6 ~.._---------_._----------------------------------------------.------------- <<<<<CDMPUTE STREET FLOW TRAVELTIME THRU SUBAREA==== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1219.63 500.00 = 22.00 DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. 1203.50 OISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 20.00 INTERIOR STREET CROSSFALLIDECIMAL) = 0.020 OUTSIOE STREET CROSSFALLIOECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF "TRAVELTIME COMPUTED USING MEAN FLOWICFS) = 6.04 STREET FLOW MOOEL RESULTS: STREET FLOWOEPTH(FEET) = 0.35 HALFSTREET FLOODWIOTH(FEET) = 11.43 ~ AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.24 ~ PRODUCT OF DEPTH&VElOCITY = 1.50 STREETFLOW TRAVELTIME(MIN) = 1.97 TC(MIN) = 12.78 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.041 SOIL CLASSIFICATION IS "0" COMMERCIAL OEVELOPMENT RUNOFF COEFFICIENT = .8885 SUBAREA AREAIACRES) = 1.00 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 1.50 TOTAL RUNOFFICFS) END OF SUBAREA STREET FLOW HYORAULICS: OEPTH(FEET) = 0.37 HALf STREET fLOOOWIDTHlfEET) = 12.07 FLOW VELOCITY(FEET/SEC.) = 4.68 DEPTH'VELOCITY = 1.72 2.70 7.37 ****************************************************..********************.* fLOW PROCESS fROM NOOE 1540.00 TO NOOE 1538.00 IS CODE = 4 -----------------------------------------------------------------.--....--.. tttttCOMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<<USING USER-SPECIfIED PIPESIZE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH Of fLOW IN 18.0 INCH PIPE IS 6.4 INCHES PIPEfLOW VELOCITYlfEET/SEC.) = 13.0 UPSTREAM NODE ELEVATION = 1199.00 OOWNSTREAM NODE ELEVATION = 1195.57 FlOWlENGTH(FEET) = 49.17 MANNING'S N = 0.013 .N PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES FLOW THRU SUBAREA(CfS) = 7.37 TRAVEL TIME(MIN.) = 0.06 TCIMIN.) = 12.84 ~ **************************************************************************** FLOY PROCESS FROM NODE 1538.00 TO NODE 1538.00 IS CODE = -----------------.---.---.---------.-------------------------------.-------- eeeeeDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ~::=::::::=~;=;;::::;=:==;============================================== , CD~FLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CDNCENTRATION(MIN.) 12.84 RAINFALL INTENSITY(INCH/HR) = 3.03 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOY RATE(CFS) AT CONFLUENCE = 7.37 **************************************************************************** FLOY PROCESS FROM NODE 1515.00 TO NODE 1541.00 IS CODE = 21 ..---------..-----.-----.----.----.----....--------.----...------....-----.. .....RATIDNAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K'[(LENGTH"3)/(ELEVATION CHANGE)]".2 INITIAL SUBAREA FLOY.LENGTH = 580.00 UPSTREAM ELEVATION = 1249.45 OOYNSTREAM ELEVATION = 1219.32 ELEVATION DIFFERENCE = 30.13 TC = 0.303'[( 580.00"3)/( 30.13)]".2 = 6.980 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.240 SOIL CLASSIFICATION IS HDH COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8915 SUBAREA RUNOFF(CFS) = 2.76 ~TAL AREA(ACRES) = 0.73 TOTAL RUNOFF(CFS) 2.76 **************************************************************************** FLOY PROCESS FROM NODE 1541.00 TO NODE 1542.00 IS CODE = 6 -----------------.-----------.----...------.-----------------..--------.---- eeeeeCOMPUTE STREETFLO~ TRAVELTIME THRU SUBAREA ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFYIDTH(FEET) 1219.32 510.00 = 22.00 DOYNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. 1203.50 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 20.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = "TRAVELTIME COMPUTED USING MEAN FLOY(CFS) = 4.39 STREETFLOY MODEL RESULTS: STREET FLOYDEPTH(FEET) = 0.33 HALFSTREET FLOODYIOTH(FEET) = 10.15 AVERAGE FLOY VELOCITY(FEET/SEC.) = 3.83 PRODUCT OF DEPTH&VELOCITY = 1.26 STREETFLOY TRAVELTIME(MIN) = 2.22 TC(MIN) = 9.20 41111b0 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.643 SOIL CLASSIFICATION IS HDH COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8902 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.24 ? SUMMED AREACACRES) = 1.73 TOTAL RUNOFFCCFS) = 6.00 ENO OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOODWIDTHCFEET) = 11.43 FLOW VELOCITYCFEET/SEC.) = 4.21 DEPTH*VELOCITY = 1.50 ~************************************************************************ FLOW PROCESS FROM NDDE 1542.00 TO NODE 1538.00 IS CODE = 4 ------------.----------------------------------------.---------------------- .....COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA====== (~eeeUSING USER-SPECIFIED PIPESIZE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.9 INCHES PIPEFLOW VELOCITYCFEET/SEC.) = 21.1 UPSTREAM NODE ELEVATION = 1198.60 DOWNSTREAM NODE ELEVATION = 1195.44 FLOWLENGTHCFEET) = 10.00 MANNING'S N = 0.013 GIVEN PIPE OIAMETERCINCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREACCFS) 6.00 TRAVEL TIMECMIN.) = 0.01 TC(MIN.) = 9.21 **************************************************************************** FLOW PROCESS FROM NODE 1542.00 TO NODE 1538.00 IS CODE = 4 ---------------------------------------------------------------------------- .....COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA .....USING USER-SPECIFIED PIPESIZE====== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.2 INCHES PIPEFLOW VELOCITYCFEET/SEC.) = 6.6 ~STREAM NODE ELEVATION = 1195.44 ~WNSTREAM NODE ELEVATION = 1195.17 FLOWLENGTHCFEET) = 21.00 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 6.00 TRAVEL TIME(MIN.) = 0.05 TCCMIN.) = 9.26 **************************************************************************** FLOW PROCESS FROM NODE 1538.00 TO NDOE 1538.00 IS CODE = ---------------------------------------------------------------------------- <<<<<<<<<<AND COMPUTE VARIOUS CONFlUENCED STREAM VALUES .....OESIGNATE INOEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATIONCMIN.) = 9.26 RAINFALL INTENSITYCINCH/HR) = 3.63 TOTAL STREAM AREA(ACRES) = 1.73 PEAK FLOW RATECCFS) AT CONFLUENCE = 6.00 ** CONFLUENCE DATA ** STREAM RUNOFF Tc I NTENS I TY AREA NUMBER CCFS) CMIN. ) CINCH/HOUR) CACRE) 1 63.35 12.65 3.059 26.25 e: 7.37 12.64 3.033 1.50 6.00 9.26 3.630 1.73 *********************************YARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASEO &P 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. ************************************************************************** ~NFALL INTENSITY AND TIME OF CONCENTRATION RATIO ~LUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOII RATE TABLE ** STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN.) CINCH/HOUR) 1 57.72 9.26 3.630 2 75.67 12.65 3.059 3 75.21 12.64 3.033 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE AS FOLLOWS: = 75.67 Te(MIN.) = 29.46 12.65 ============================================================================ ENO OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = TOTAL AREA(ACRES) = 75.67 Te(MIN.) = 29.46 12.65 ============================================================================ END OF RATIONAL METHOD ANALYSIS e e ~ e e e WATER QUALITY MITIGATION BASIN CALCULATIONS DRAINAGE BASIN 200 'J~'\ e e . WATER QUALITY MITIGATION BASIN (WQMB) DRAINAGE BASIN 200 This WQMB has been sized based on the San Diego Regional Water Quality Control Board (RWQCB) policy (store the volume generated from the first 0.6 inch of rainfall over the tributary watershed. Volume = Intercept and detain 0.6" of rainfall over watershed + 10% for sediment V= (0.6/12)*28.54 ac= 1.43+ 10%*1.43 = 1.57 ac-ft The stage-elevation -volume relationship was established by measuring the surface areas of the contours encompassing the mitigation basin through AutoCadd. The results are summarized in the following table: TABLE 1 STAGE-VOLUME RELATIONSHIP DRAINAGE BASIN 200 WSEL AREA VOLUME TOTAL VOLUME . TOTAL VOLUME (Feet) (Square feet) (Cubic feet) (Cubic feet) (Acre-feet) 1272 29179 30494 30494 0.70 1273 31810 33171 63667 1.46 1274 34532 35926 99593 2.29 1275 37321 38748 138341 3.18 1276 40176 WSEL = 1274.15' @volume= 1.57 acre-feet 7~ e e e ----------------------------------------------------------------------------------------------------------------------------- WATER QUALITY OUTLET STRUCTURE A perforated riser will connect to an outlet pipe with an orifice plate. A second perforated pipe/orifice pipe will control the flow into the storm drain system. Drainage should be stored for a period between 24 and 40 hours. OUTLET CONTROL ORIFICE SIZING EQUATION: a = (2*A*(H-Ho)05)/(3600*C*T*(2g)05 Where: A = Average surface area of Water Quality Basin (ft.2) A = (29179 + 34950)/2 = 32065 C = Orifice Coefficient (0.6) T = Draw Time (hrs) 9 = 32.2 ft/sec2 H = Elevation at top of Water Quality Basin (ft) = 1274.15' Ho = Elevation at bottom of Water Quality Basin (ft) = 1271.4 T = 6.14/a Try 6"orifice : a = 3.14*(6/12)2/4 = 0.1963 T = 31.3 hrs> 24 hrs and < 40 hrs ~ e HEC-1 ANALYSIS As previously mentioned, the discharge from this water quality mitigation basin will be conveyed in the existing 20-foot long 30-inch RCP. This temporary facility joins the back of the existing 14-foot long catch basin at the low point in Pauba Road. The combined flows are conveyed across Pauba Road in the existing storm system(Lines 00,& EE per A.D. 159). The capacity of this system was determined using the WSPG computer program. The results indicated the existing storm drain system is capable of conveying a maximum discharge of approximately 30 cfs from this mitigation basin. This value is in agreement with 29.6 cfs as shown on the "AS-BUilT" plans (Reference 11). The HEC-1 computer program was used to determine if the water quality mitigation basin has the storage volume to reduce the peak 100-year inflow of 57.57 cfs (Rational output) to at least 30 cfs. The parameters for the HEC-1 model are as follows: 1. The inflow hydrograph was conservatively established by the triangular method (See following exhibit). The peak 100-year flow (57.57 cfs) and time of concentration (16.20 minutes) were obtained from the AES Rational Method output and HEC-1 output, respectively. 2. As previously indicated, the stage-volume relationship is shown on Table 1. e 3. A spreadsheet was assembled to determine the weir and orifice conditions at the outlet(standpipe) of the WQMB. The U.S. Bureau of Reclamation indicates that the orifice equation is applicable for depths greater than 1.2 times the diameter of the structure( 5'). Since the maximum depth in this WQMB is 4.6 feet, ( 1276.0-1271.4) the weir condition controlled. The stage-discharge values in the spreadsheet were incorporated into the HEC-1 model. The HEC-1 results indicate a 100-year discharge of 19 cfs from the WQMB. The WSPG results indicate no adverse downstream impacts. . 'ff-O e e . Stage-Discharge Relationship 4 1274.15 1273.67 0.6 3.2 0.8 STANDPIPE DIA (FT) CREST ELEVATION (FT) WSEL INSIDE STANDPIPE ORIFICE COEFF. WEIR COEFF. WEIR EFF. LENGTH FACTOR QORFICE=Co* A *(2*g*H)^0.5 QWEIR=Cw*L *H^1.5 A=PI*D*D/4, L=PI*D= 12.6 FT^2 12.6 FT ORIFICE WEIR CONTROLLING WSEL HEAD (FT) Q (CFS) HEAD (FT) Q (CFS) Q(CFS) 1274.00 0 0.0 0 0.0 0.0 1274.50 0 0.0 0.35 6.7 6.7 1275.00 0 0.0 0.85 25.2 25.2 1275.50 0 0.0 1.35 50.5 50.5 1276.00 0 0.0 1.85 80.9 80.9 NOTES: ORIFICE EQUATION APPLICABLE FOR DEPTH >1.2*DIA rbasin200.wb3 08/29/01 RBF Consulting ~ ***************************************** *************************************** . . . . . FLOOD HYDROGRAPH PACKAGE (HEC-l) . . U.S. ARMY CORPS OF ENGINEERS . . JUN 1998 . . HYDROLOGIC ENGINEERING CENTER . :e VERSION 4.1 . . 609 SECOND STREET . . . DAVIS, CALIFORNIA 95616 . . RUN DATE 29AUG01 TIME 14:31 :18 . . (916) 756-1104 . . . . . ***************************************** *************************************** x X XXXXXXX XXXXX X X X X X X XX X X X X X XXXXXXX XXXX X XXXXX X X X X X X X X X X X X X X XXXXXXX XXXXX XXX THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-l KNOWN AS HECl (JAN 73), HEC1GS, HEC10B, AND HEC1KW. e THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK- ON RM-CARO WAS CHANGED WITH REVISIONS DATED 28 SEP Bl. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE, SINGLE EVENT DAMAGE CALCULATION, OSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM . ~o...'I/ LINE e 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 e . HEC-1 INPUT ID _ . . . . . . 1 . . . . . . .2. . . . . . .3. . . . .. .4. .. . . . .5. . .. . ..6. . . . . . .7. . . . . . .8. . _ . .. .9. . . . . .1 D 10 ID ID ID *DIAGRAM IT ID WATER QUALITY BASIN DRAINAGE BASIN 20D ACTUAL ELEVATIONS ARE 1000' HIGHER THAN GIVEN VALUES DUE TO fIELD COLUMNS SEVERE CONDITION INITIAL WSEL= 274.15 2 13JUL01 3 D6DO 300 KK INfLOW KM INfLOW HYDROGRAPH TO THE DETENTION BASIN KM BASED ON TRIANGULAR HYDROGRAPH QI 0 11.51 23.00 34.54 46.06 57.57 46.06 34.540 23.00 11.51 QI 0 BA .04 KK OUTfLO KM ROUTE fLOWS fROM DETENTION BASIN SV 0 .7 1.46 2.29 3.18 SE 272 2.73 274 275 276 SQ 0 0 6.7 25.20 50.5 80.9 SE 272 274.15 274.5 275 275.5 276 . SQ 0 6.7 25.20 50.5 80.9 . SE274.15 274.5 275 275.5 276 RS 1 ELEV 274.15 ZZ PAGE 1 ~?1 SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT LINE (V) ROUT I NG e ( .) CONNECTOR 7 INFLOW V V 13 OUTFLO (---') DIVERSION OR PUMP FLOW (=---) RETURN OF DIVERTED OR PUMPED FLOW (...) RUNOFF ALSO COMPUTED AT THIS LOCATION e . ~...o..A. *...,............."..,...,.,...,..,..... *************************************** . . . FLOOD HYDROGRAPH PACKAGE (HEC-1 ) . . JUN 1998 . - VERSION 4.1 . . . RUN DATE 29AUGOl TIME 14:31 :18 . , . . . . . U.S. ARMY CORPS OF ENGINEERS . . HYDROLOGIC ENGINEERING CENTER . . 609 SECOND STREET . . DAVIS, CALIFORNIA 95616 . . (916) 756-1104 . . . ***************************************** *************************************** WATER QUALITY BASIN DRAINAGE BASIN 200 ACTUAL ELEVATIONS ARE 1000' HIGHER THAN GIVEN VALUES DUE TO FIELD COLUMNS SEVERE CONDITION INITIAL WSEL= 274.15 6 10 OUTPUT CONTROL VARIABLES IPRNT 3 IPLOT 0 QSCAL O. PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE !T HYOROGRAPH TIME DATA NMIN !DATE !TIME NQ NDDATE NDTIME ICENT 2 13JUL 1 0600 300 13JUL 1 1558 19 MINUTES IN COMPUTATION INTERVAL STARTING DATE STARTING TIME NUMBER OF HYDROGRAPH ORDINATES ENDING DATE ENDING TIME CENTURY MARK e COMPUTATION INTERVAL TOTAL TIME BASE .03 HOURS 9.97 HOURS ENGLI SH UN I TS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOII STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT *** *** *** *** *.. *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *.* *** **-,.,*.,.,,-- . . 7 KK . INFLOW . . . ************** . INFLOII HYDROGRAPH TO THE DETENTION BASIN BASED ON TRIANGULAR HYDROGRAPH SUBBASIN RUNOFF DATA ~~ 12 BA e.. SUBBASIN CHARACTERISTICS TAREA .04 SUBBASIN AREA ... ... ... ... ... HYDROGRAPH AT STATION INFLOW PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 9.97-HR 58. .17 (CFS) 2. 1. 1. 1. (INCHES) .372 .372 .372 .372 (AC-FT) 1. 1. 1. 1. CUMULATIVE AREA = .04 SQ MI *** *** *** *** ... ... *** *** *** *** *** *** *** ... *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 13 KK e 19 RS 14 SV 16 SE 17 SQ 18 SE e PEAK FLOW (CFS) ************** . . . OUTFLO * . . ************** ROUTE FLOWS FROM DETENTION BASIN HYDROGRAPH ROUTING DATA STORAGE ROUTING NSTPS ITYP RSVRIC X 1 NUMBER OF SUBREACHES ELEV TYPE OF INITIAL CONDITION 274.15 INITIAL CONDITION .00 WORKING RAND 0 COEFFICIENT STORAGE .0 .7 1.5 2.3 3.2 ELEVATION 272.00 273.00 274.00 275 .00 276.00 DISCHARGE D. D. 7. 25. 51. 81. ELEVATION 272.00 274.15 274.50 275 . DO 275.50 276.00 ... ... COMPUTED STORAGE-OUT FLOW-ELEVATION DATA STORAGE .00 .70 1.46 1.58 1.88 2.29 2.74 3.18 OUTFLOW .00 .00 .00 .00 6.70 25.20 50.s0 80.90 ELEVATION 272.00 273.00 274.00 274.15 274.50 275.00 275.50 276.00 .** ... ... ... HYDROGRAPH AT STATION OUTFLO TIME (HR) MAXIMUM AVERAGE FLOW 24-HR 72-HR 9.97-HR ~(" 6-HR 19. .27 (CFS) 2. 1. 1. 1. (INCHES) .372 .372 .372 .372 (AC-FT) 1. 1. 1. 1. peORAGE TIME MAXIMUM AVERAGE STORAGE T) (HR) 6-HR 24-HR 72-HR 9.97-HR 2. .27 2. 2. 2. 2. PEAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) (HR) 6-HR 24-HR 72-HR 9.97-HR 274.83 .27 274.22 274.19 274.19 274.19 CUMULATIVE AREA = .04 SQ MI . . 1l''''- RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES e PEAK TI ME OF AVERAGE FLOII FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAGE MAX STAGE HYDROGRAPH AT INFLOW 58. .17 2. 1. 1. .04 ROUTED TO OUTFLO 19. .27 2. 1. 1. .04 274.83 .27 *** NORMAL END OF HEC-1 *** e . 1"'& e HEC-1 ANALYSIS As previously mentioned, the discharge from this water quality mitigation basin will be conveyed in the existing 20-foot long 30-inch RCP. This temporary facility joins the back of the existing 14-foot long catch basin at the low point in Pauba Road. The combined flows are conveyed across Pauba Road in the existing storm system(Lines 00,& EE per A.D. 159). The capacity of this system was determined using the WSPG computer program. The results indicated the existing storm drain system is capable of conveying a maximum discharge of approximately 30 cfs from this mitigation basin. This value is in agreement with 29.6 cfs as shown on the "AS-BUILT" plans (Reference 11). The HEC-1 computer program was used to determine if the water quality mitigation basin has the storage volume to reduce the peak 1 OO-year inflow of 57.57 cfs (Rational output) to at least 30 cfs. The parameters for the HEC-1 model are as follows: 1. The infiowhydrograph was conservatively established by the triangular method (See following exhibit). The peak 100-year flow (57.57 cfs) and time of concentration (16.20 minutes) were obtained from the AES Rational Method output and HEC-1 output, respectively. 2. As previously indicated, the stage-volume relationship is shown on Table 1. e 3. A spreadsheet was assembled to determine the weir and orifice conditions at the outlet(standpipe) of the WOMB. The U.S. Bureau of Reclamation indicates that the orifice equation is applicable for depths greater than 1.2 times the diameter of the structure( 5'). Since the maximum depth in this WOMB is 4.6 feet, ( 1276.0-1271.4) the weir condition controlled. The stage-discharge values in the spreadsheet were incorporated into the HEC-1 model. The HEC-1 results indicate a 100-year discharge of 19 cfs from the WOMB. The WSPG results indicate no adverse downstream impacts. . ~o.,f\ I e . . WATER QUALITY MITIGATION BASIN CALCULATIONS DRAINAGE BASIN 1100 ~ e . e WATER QUALITY MITIGATION BASIN (WQMB BASIN 1100 ESTIMATE Q TO MITIGATE According to the San Diego Regional Water Quality Control Board (RWQCB), a water quality mitigation basin is sized as follows: 1. The volume generated by 0.6-inch of rainfall over the tributary area . Coefficient of Runoff 2. Maximum runoff produced by a rainfall intensity of 0.2-inches of rain per hour Area = 40.78 ac Rational output I = 3.6 "/hr Plate 0-5.4 : C= 0.855 (Single Family -1/4 acre lot) Nodes Area(ac) 1101 -1126 29.39 1127-1140 9.71 1151-1153 0.90 Del. Basin 0.78 Total = 40.78 ac v= 0.855*40.78*(6/12)* = 1.74 ac-ft + 10%(sediment) =1.92 ac-ft (pO\ e e . ------------------------------------------- BASIN 1100 WSEL AREA VOLUME TOTAL VOLUME TOTAL VOLUME (Feet) (Square.feet) (Cubic feet) (Cubic feet) (Acre-feet) 1230 450 24428 24428 0.56 1235 9321 60845 85273 1.96 1240 15017 91247 176520 4.05 1245 21482 WSEL @ V (1.92 AC) = ((1.92- 0.56)/(1.96-0.56))(1240-1235) +1235 WSEL = 1239.86' @ volume = 1.92 acre-feet ----------------------------------------------------------------------------------------------------------------------------- WATER QUALITY OUTLET STRUCTURE A perforated riser will connect to an outlet pipe with an orifice plate. A second perforated pipe/orifice pipe will control the flow into the storm drain system. Drainage should be stored for a period between 24 and 40 hours. OUTLET CONTROL ORIFICE SIZING EQUATION: a = (2*A'(H-Ho)OS)/(3600*C*T*(2g)OS Where: (of)\. e A = Average surface area of Water Quality Basin (ft. ') A = (450 + 14857)/2 = 7654 C = Orifice Coefficient (0.6) T = Draw Time (hrs) g = 32.2 ftlsec' H = Elevation at top of Water Quality Basin (ft) = 1239.86' Ho = Elevation at bottom of Water Quality Basin (ft) = 1230.' T = 2.77/a Try 4" Orifice: a = 3.14(4/12)'/4 = 0.0872 T = 31.8 hrs> 24 hrs and < 40 hrs e . CpO'f/ e FE4 k \/4 L UP- -hn... INFLOW HYDROGRAPH . . (pt>?7 **************************************************************************** e 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 AnaLysis prepared by: RBF & Associates 14725 ALton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** * WATER QUALITY BASIN 1100 * INFLOW HYDROGRAPH * 100-YEAR * * , ************************************************************************** FILE NAME: 110DSD.DAT TIME/DATE OF STUDY: 13:38 08/28/2001 -------------------.--------~------~---_______________------------------.0_- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------...-----------------------------------.----------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIEO MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 ~YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 ~EAR STORM 60-MINUTE INTENSITYCINCH/HOUR) = 0.880 10D-YEAR STORM lD-MINUTE INTENSITY(INCH/HOUR) = 3.480 100-YEAR STORM 6D-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF lD-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 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 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-Oepth = 0.00 FEET as (Maximum ALLowable Street Flow Depth) - (Top-of-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.' **************************************************************************** ~ PROCESS FROM NODE 1116.00 TO NODE 1116.00 IS CODE = 7 ~._----------------------------------------------------..--.------------ .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: ~ TC(MIN) = B.46 TOTAL AREA(ACRES) RAIN INTENSITY(INCH/HDUR) = 3.81 10.27 TOTAL RUNOFF(CFS) = 22.00 **************************************************************************** ~ PROCESS FROM NODE 1116.00 TO NODE 1.00 IS CODE = 41 ~---------------------------------------------------------------------- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .~.'.USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1252.23 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 36.19 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 14.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.38 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 22.00 PIPE TRAVEL TIME(MIN.) = 0.07 LONGEST FLOWPATH FROM NODE 1251.86 Tc(MIN.) = 0.00 TO NODE 8.53 1.00 ::;: 36.19 FEET. **************************************************************************** FLOW PROCESS fROM NODE 1.00 TO NODE 1.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.53 RAINFALL INTENSITY(INCH/HR) = 3.80 TOTAL STREAM AREA(ACRES) = 10.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.00 tIIIIl..*..*..........*..*........*..**.*....*..*..**...............*.**.... FLOW PROCESS FROM NODE 1104.00 TO NODE 1104.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 8.46 RAIN INTENSITY(INCH/HOUR) = 3.81 TOTAL AREA(ACRES) = 10.27 TOTAL RUNDFF(CFS) = 22.00 **************************************************************************** FLOW PROCESS FROM NODE 1104.00 TO NODE 1.00 IS CODE = 41 (((((COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .t...USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1251.93 DOWNSTREAM(FEET) = 1251.84 FLOW LENGTH(FEET) = 17.80 MANNING'S N = 0.013 DEPTH OF fLOW IN 36.0 INCH PIPE IS 17.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.46 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 22.00 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 8.51 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1.00 17.80 FEET. it:* ************************************************************************* PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 1 -- -----------_._---------------~------------------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ~o~ ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.). 8.51 .NFALL INTENSITY(INCH/HR) = 3.80 L STREAM AREA(ACRES) = 10.27 AK FLOW RATE(CFS) AT CONFLUENCE = 22.00 ** CONFLUENCE DATA ,. STREAM RUNOFF NUMBER (CFS) 1 22.00 2 22.00 Tc (MIN.) 8.53 8.51 INTENSITY (INCH/HOUR) 3.797 3.804 AREA (ACRE) 10.27 10.27 *********************************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 43.93 8.51 3.804 2 43.96 8.g 3.797 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ......K FLOW RATE(CFS) 43.96 Tc(MIN.) = ~AL AREA(ACRES) = 20.54 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 8.53 1.00= 36.19 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESI2E (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1251.80 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 265.05 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 21.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.88 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 43.96 PIPE TRAVEL TIME(MIN.) = 0.45 LONGEST FLOWPATH FROM NODE 1249.15 Tc(MIN.) = 0.00 TO NODE 8.98 2.00 = 301.24 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: <<<<<<eeUSING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~ATION DATA: UPSTREAM(FEET) = 1249.10 DOWNSTREAM(FEET) LENGTH(FEET) = 290.24 MANNING'S N = 0.013 PTH OF FLOW IN 36.0 INCH PIPE IS 18.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.47 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 43.96 1243.76 ~~ PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 0.39 Tc(MIN.) = 0.00 TO NODE 9.37 3.00 591.48 FEET. **************************************************************************** ~ PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 ~~----------------------------------------------------.-------.--------- tttttOESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.37 RAINFALL INTENSITY(INCH/HR) = 3.61 TOTAL STREAM AREA(ACRES) = 20.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 43.96 **************************************************************************** FLOW PROCESS FROM NODE 1223.00 TO NODE 1223.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.40 RAIN INTENSITY(INCH/HOUR) = 3.41 TOTAL AREA(ACRES) = 4.40 TOTAL RUNOFF(CFS) = 16.70 **************************************************************************** FLOW PROCESS FROM NODE 1223.00 TO NODE 3.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) JIIII==================================================~================ ~ATION DATA: UPSTREAM(FEET) = 1244.30 DOWNSTREAM(FEET) = 1244.20 FLOW LENGTH(FEET) = 19.50 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 5.32 GIVEN PIPE DIAMETER(INCH) = 24.00 PIPE-FLOW(CFS) = 16.70 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE NUMBER OF PIPES 0.06 Tc(MIN.) = 0.00 TO NODE 10.46 3.00 37.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.46 RAINFALL INTENSITY(INCH/HR) = 3.39 TOTAL STREAM AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.70 **************************************************************************** FLOW PROCESS FROM NODE 1226.00 TO NODE 1126.00 IS CODE = 7 4ittUSER SPECIFIED HYDROLOGY INFORMATION AT NODE ====================================================================== R.SPECIFIED VALUES ARE AS FOllOWS: TC(MIN) = 10.40 RAIN INTENSITY(INCH/HOUR) = 3.41 TOTAL AREA(ACRES) = 4.40 TOTAL RUNOFF(CFS) = 16.70 ~ **************************************************************************** FLOW PROCESS FROM NODE 1126.00 TO NODE 3.00 IS CODE = 41 ---------------------------------------------------------------------------- tttttCOMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== ~'USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)====: ~====================================================================== ELEVATION DATA: UPSTREAM(FEET) = 1244.36 DOWNSTREAM(FEET) = 1244.20 FLOW LENGTH(FEET) = 29.43 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 5.32 GIVEN PIPE DIAMETER(INCH) = 24.00 PIPE-FLOW(CFS) = 16.70 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE NUMBER OF PIPES = 0.09 Tc(MIN.) = 0.00 TO NDOE 10.49 3.00 = 29.43 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = ---------------------------------------------------------------------------- .....DESIGNATE INOEPENDENT STREAM FOR CONFLUENCE====: .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUM8ER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 10.49 RAINFALL INTENSITY(INCH/HR) = 3.39 TOTAL STREAM AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.70 ** CONFLUENCE DATA ** ~AM RUNOFF ~ER (CFS) 1 43.96 2 16.70 3 16.70 Tc (MIN.) 9.37 10.46 10.49 INTENSITY (INCH/HOUR) 3.607 3.395 3.389 AREA (ACRE) 20.54 4.40 4.40 *********************************YARNING********************************** 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 3 STREAMS. ** PEAK FLOW RATE TABLE .. STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 73.83 9.37 3.607 2 74.72 10.46 3.395 3 74.68 10.49 3.389 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 73.83 Tc(MIN.) = 9.37 TOTAL AREA(ACRES) = 29.34 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 3.00 = 591.48 FEET. ~********************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 41 ---------------------------------------------------------------------------- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: ~ .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1243.64 DOWNSTREAM(FEET) = 1232.00 FLOW LENGTH(FEET) = 74.92 MANNING'S N = 0.013 ~TH OF FLOW IN 36.0 INCH PIPE IS 13.2 INCHES ~E-FLOW VELOCITY(FEET/SEC.) = 31.34 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 73.83 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 9.41 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 4.00 = 666.40 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 10 .....MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 1135.00 TO NODE 1135.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 7.37 RAIN INTENSITY(INCH/HOUR) = 4.12 TOTAL AREA(ACRES) = 0.00 TOTAL RUNOFF(CFS) = 16.10 **************************************************************************** FLOW PROCESS FROM NODE 1135.00 TO NODE 5.00 IS CODE = 41 ~"COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA ~"USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1254.51 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 268.70 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.21 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 16.10 PIPE TRAVEL TIME(MIN.) = 0.34 LONGEST FLOWPATH FROM NODE 1242.97 Tc(MIN.) = 0.00 TO NODE 7.71 5.00 = 935.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.71 RAINFALL INTENSITY(INCH/HR) = 4.01 TOTAL STREAM AREA(ACRES) = 0.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.10 **************************************************************************** ~w PROCESS FROM NODE 1136.00 TO NODE 1136.00 IS CODE = 7 ---.....---...---.---------------.----.-.------.---.--------......---- ..USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 7.30 RAIN INTENSITY(INCH/HOUR) = 4.14 ~ TOTAL AREA(ACRES) = B.35 TOTAL RUNOfF(CFS) = 5.40 **************************************************************************** ~~-~~~~~~~-~~~~-~~~~---~~~~:~~-~~-~~~~-----_::~~-~~-~~~~_:_-~~---------- ~"'COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1244.67 DOWNSTREAM(FEET) = 1242.35 FLOW LENGTH(fEET) = 34.33 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.81 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 5.40 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 7.35 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5.00 71.63 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 5.00 TO NODE 5.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.35 RAINFALL INTENSITY(INCH/HR) = 4.12 TOTAL STREAM AREA(ACRES) = 8.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.40 .************************************************************************ OW PROCESS FROM NODE 1140.00 TO NODE 1140.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 7.59 RAIN INTENSITY(INCH/HOUR) = 4.05 TOTAL AREA(ACRES) = 1.21 TOTAL RUNOFF(CFS) = 3.30 **************************************************************************** fLOW PROCESS FROM NODE 1140.00 TO NODE 5.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: ~~~~~USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1243.13 DOWNSTREAM(FEET) = 1242.35 FLOW LENGTH(FEET) = 26.94 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.59 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 3.30 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 7.65 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5.00 56.37 FEET. **************************************************************************** _OW PROCESS fROM NODE 5.00 TO NODE 5.00 IS CODE = 1 ------------------------~-----------------------------------._.--------- ttttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 (p'6> CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CDNCENTRATION(MIN.) = 7.65 RAINFALL INTENSITY(INCH/HR) = 4.03 ~AL STREAM AREA(ACRES) = 1.21 ~K FLOW RATE(CFS) AT CONFLUENCE = STREAM 3 ARE: 3.30 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 16.10 2 5.40 3 3.30 Tc (MIN.) 7.71 7.35 7.65 INTENSITY (INCH/HOUR) 4.015 4.122 4.032 AREA (ACRE) 0.00 8.35 1.~ *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-' 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 23.92 7.35 4.122 2 24.56 7.65 4.032 3 24.65 7.71 4.015 ~PUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ~AK FLOW RATE(CFS) 24.65 Tc(MIN.) = 7.71 TOTAL AREA(ACRES) = 9.56 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5.00 = 935.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1241.24 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 97.40 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 16.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.62 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 24.65 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE = 1240.25 0.19 Tc(MIN.) = 0.00 TO NODE 7.90 6.00 = 1032.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS COOE = 41 ((((tCOMPUTE PIPE~FlOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESI2E (EXISTING ELEMENT)====: ---========================================================================== VATION DATA: UPSTREAM(FEET) = 1239.83 DOWNSTREAM(FEET) = 1232.00 OW LENGTH(FEET) = 58.17 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS B.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 22.20 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES ~ PIPE-FLOW(CFS) = 24.65 PIPE TRAVEL TIME(MIN.) = 0.04 LONGEST FLOWPATH FROM NODE Tc(MIN.) = 0.00 TO NODE 7.94 7.00 = 1090.67 FEET. ~********************************************************************** ~W PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 1 .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.94 RAINFALL INTENSITY(INCH/HR) = 3.95 TOTAL STREAM AREA(ACRES) = 9.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.65 **************************************************************************** FLOW PROCESS FROM NODE 1153.00 TO NODE 1153.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 6.93 RAIN INTENSITY(INCH/HOUR) = 4.26 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 3.20 **************************************************************************** FLOW PROCESS FROM NODE 1153.00 TO NODE 7.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: ."USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ======================================================================= ELEVATION DATA: UPSTREAM(FEET) = 1241.00 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 94.13 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.33 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 3.20 PIPE TRAVEL TIME(MIN.) = 0.13 LONGEST FLOWPATH FROM NODE 1230.00 Tc(MIN.) = 0.00 TO NODE 7.06 7.00 165.76 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 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.) = 7.06 RAINFALL INTENSITY(INCH/HR) = 4.21 TOTAL STREAM AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.20 ** CONFLUENCE DATA ** tfEAM RUNOFF ER (CFS) 1 24.65 2 3.20 Tc (MIN.) 7.94 7.06 INTENSITY (! NCH/ HOUR) 3.950 4.215 AREA (ACRE) 9.56 0.90 *********************************WARNI NG********************************** f.c;\'l/ 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. ************************************************************..***.**.*.*** ~FALL INTENSITY AND TIME OF CONCENTRATION CONFLUENCE FORMULA USED FOR 2 STREAMS. RATIO ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (I NCH/HOUR) 1 25.10 7.06 4.215 2 27.64 7.94 3.950 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 27.64 Tc(MIN.) = 7.94 TOTAL AREA(ACRES) = 10.46 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 7.00 = 1090.67 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NOOE 4.00 IS CODE = 11 .....CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc I NTENSI TY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 27.64 7.94 3.950 10.46 _EST FLOWPATH FROM NODE 0.00 TO NODE 4.00 = 1090.67 FEET. ** MEMORY BANK # CONFLUENCE DATA *. STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 73.83 9.41 3.599 29.34 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 4.00 = 666.40 FEET. *********************************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. ****-******************.*.*****.*..**._**.********************.*********** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENS!TY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 89.96 7.94 3.950 2 99.01 9.41 3.599 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE AS FOLLOWS: = 99.01 Tc(MIN.) = 39.80 9.41 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: itAl AREA(ACRES) = 39.BO TC(MIN.) = 9.41 FLOW RATE(CFS) = 99.01 - -======================================================================= ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS &,'? ***************************************** *************************************** . . * FLOOD HYDROGRAPH PACKAGE (HEC-1) . . JUN 1998 . :e VERSION 4.1 . . . RUN DATE 28AUGOl TIME 13:43:40 . . * . * . U.S. ARMY CORPS OF ENGINEERS . . HYDROLOGIC ENGINEERING CENTER . . 609 SECOND STREET . . DAVIS, CALIFORNIA 95616 * . (916) 756-1104 * . * ***************************************** *************************************** x X XXXXXXX XXXXX X X X X X X XX X X X X X XXXXXXX XXXX X XXXXX X X X X X X X X X X X X X X XXXXXXX XXXXX XXX THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-' KNOWN AS HECl (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. . THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN?? VERSION NEW OPTIONS: DAM BREAK OUTFLOW SUBMERGENCE, SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM e (p\ 1\ LINE e 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 . . HEC-l INPUT 10.......1.......2.......3.......4.......5.......6.......7.......8.......9......10 WATER QUALITY BASIN 1100 INCLUDES FLOWS FROM NODES 1141 & 1148 ACTUAL ELEVATIONS ARE 1000' HIGHER THAN GIVEN VALUES DUE TO FIELD COLUMNS SEVERE CONDITION INITIAL WSEL= 274.15 KK INFLOW KM INFLOW HYDROGRAPH TO THE DETENTION BASIN KM BASED ON TRIANGULAR HYDROGRAPH QI 0 19.8 39.6 59.5 79.3 99.0 QI 0 BA .064 10 !D ID 10 'DIAGRAM !T 10 2 3DJULOl 3 KK UTFLOW KM ROUTE FLOIIS SV 0 .56 SE 230 235 SQ 0 1.00 SE 235 240 RS 1 ELEV ZZ 0600 300 79.3 39.6 19.8 59.5 FROM DETENTION BASIN 1.96 4.05 240 245 97.9 134.9 242 242.50 239.86 175.6 243 PAGE 1 (J.-5 SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT . (V) ROUTING (.) CONNECTOR 7 INFLOW V V 13 UTFLOW (---.) DIVERSION OR PUMP FLOW (=---) RETURN OF DIVERTED OR PUMPED FLOW (***) RUNOFF ALSO COMPUTED AT THIS lOCATION . . ep.fp ***************************************** *************************************** . . . FLOOD HYDROGRAPH PACKAGE (HEC-l) . . JUN 1998 . - VERSION 4.1 . . . RUN DATE 28AUGO 1 TIME 13:43:40 . . . . . . U.S. ARMY CORPS Of ENGINEERS . . HYDROLOGIC ENGINEERING CENTER * . 609 SECOND STREET . * DAVIS, CALIFORNIA 95616 . * (916) 756-1104 . . . ***************************************** *************************************** WATER QUALITY BASIN 1100 INCLUDES FLOWS FROM NODES 1141 & 1148 ACTUAL ELEVATIONS ARE 1000' HIGHER THAN GIVEN VALUES DUE TO FIELD COLUMNS SEVERE CONDITION INITIAL WSEL= 274.15 6 10 OUTPUT CONTROL IPRNT IPLOT QSCAL VARIABLES 3 o O. PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN !DATE ITIME NQ NDDATE NDTIME ICENT 2 30JUL 1 0600 300 30JUL 1 1558 19 MINUTES IN COMPUTATION INTERVAL STARTING DATE STARTING TIME NUMBER OF HYDROGRAPH ORDINATES ENDING DATE ENDING TIME CENTURY MARK . COMPUTATION INTERVAL TOTAL TIME BASE .03 HOURS 9.97 HOURS ENGLI SH UN ITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOII STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE- FEET ACRES DEGREES FAHRENHEIT *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** . . 7 KK . INFLOW . . . ************** . INFLOW HYDROGRAPH TO THE DETENTION BASIN BASED ON TRIANGULAR HYDROGRAPH SUBBASIN RUNOFF DATA vi" 12 BA SUBBASIN CHARACTERISTICS TAREA .06 SUBBASIN AREA ... e.*. ... ... ... ... HYDROGRAPH AT STATION INFLOW PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 9.97-HR 99. .17 (CFS) 3. 2. 2. 2. (INCHES) .400 .400 .400 .400 (AC-FT) 1. 1. 1. 1. CUMULATIVE AREA = .06 SQ MI *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***" ************** * * 13 KK * UTF LOW .. * * ************** ROUTE FLOWS FROM DETENTION BASIN . HYDROGRAPH ROUTING DATA 19 RS STORAGE ROUTING NSTPS ITYP RSVRIC X 1 NUMBER OF SUBREACHES ELEV TYPE OF INITIAL CONDITION 239.86 INITIAL CONDITION .00 WORKING RAND 0 COEFFICIENT 14 SV STORAGE .0 .6 2.0 4.1 16 SE ELEVATION 230.00 235.00 240.00 245.00 17 SQ DISCHARGE D. 1. 98. 135. 176. 18 SE ELEVATION 235.00 240.00 242.00 242.50 243.00 ..* COMPUTED STORAGE-OUT FLOW-ELEVATION DATA STORAGE .00 .56 1.96 2.80 3.01 3.21 4.05 OUTFLOW .00 .00 1.00 97.90 134.90 175.60 338.40 ELEVATION 230.00 235.00 240.00 242.00 242.50 243.00 245.00 .*. *.. **. *.. ... . HYDROGRAPH AT STATION UTFLOII PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 9.97-HR Co\'b 62. .23 (CFS) 3. 2. 2. 2. (INCHES) .498 .561 .561 .561 (AC-FT) 2. 2. 2. 2. eTORAGE TIME MAXIMUM AVERAGE STORAGE FT) (HR) 6-HR 24-HR 72-HR 9.97-HR 2. .23 2. 2. 2. 2. PEAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) (HR) 6-HR 24-HR 72-HR 9.97-HR 241.27 .23 239.43 238.97 238.97 238.97 CUMULATIVE AREA = .06 SQ MI e . f.o ,\0.. RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES e PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAGE MAX STAGE HYDROGRAPH AT INFLOII 99. .17 3. 2. 2. .06 ROUTED TO UTFLDW 62. .23 3. 2. 2. .06 241. 27 .23 . . (g1P HEC-l INPUT LINE 10.......1...... .2...... .3...... .4...... .5...... .6.......7...... .8...... .9......10 1IIIIfRNING *:* ZZ-CARD MISSING 2 ZZ e . PAGE 1 (P'lA r *l***************~*~~***~~~~*~~~~**~~**** *************************************** . . . FLOOD HYDROGRAPH PACKAGE (HEC-l ) . * JUN 1998 . e VERSION 4.1 . . . RUN DATE 28AUGDl TIME 13:43:40 . . * . . . U.S. ARMY CORPS OF ENGINEERS . . HYDROLOGIC ENGINEERING CENTER . . 609 SECOND STREET . . DAVIS, CALIFORNIA 95616 . . (916) 756-1104 . . * ***************************************** *************************************** *.. HEC-l ERROR 1 *.. INVALID CARD IDENTIFICATION CODE OR CARD OUT OF SEQUENCE CARD NO. e o BA o PB o PI o UI . !T HYDROGRAPH TIME DATA NMIN IDA TE !TIME NQ NDDATE NDTIME ICENT MINUTES IN COMPUTATION INTERVAL STARTING DATE STARTING TIME NUMBER OF HYDROGRAPH ORDINATES ENDING DATE ENDING TIME CENTURY MARK 2 30JUL 1 0600 300. 30JUL 1 155B 19 COMPUTATION INTERVAL TOTAL TIME BASE .03 HOURS 9.97 HOURS ENGU SH UN!TS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE - FEET ACRES DEGREES FAHRENHEIT SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .00 SUBBASIN AREA PRECIPITATION DATA STORM .00 BASIN TOTAL PRECIPITATION INCREMENTAL PRECIPITATION PATTERN INPUT UNITGRAPH, 0 ORDINATES, VOLUME = .00 .** ~ Gbasini'~ e- e e --'" --..--." ~~~~. Page 1 o T1 CROWNE HILL PROJECT WORK ORDER # 151-00245.001 T2 EXISTIING LINE "G" CROSSING BUTTERFIELD STAGE + CONNECTION TO TR 24188-1 T3 File: GBASIN.wSP 6/08/01 SO 942.001219.17 1 .013 1221.05 R 1012.351226.16 1 .013 34. R 1017.011226.52 1 .013 1 R 1079.861229.22 1 .013 R 1084.661229.37 1 .013 R 1124.341230.05 1 .013 45. SH 1 CD 1 4 4.0 w~,E'- -= I<.l f. as- '"(l<--<- 111417 2'11 g- ?-! (SIud-"3 iJ 7 ) ST-+7i'Q^, /0 B'f;(,(' ." /kz,/f;:; C-c.~) h /1l4."1"/-:: 1+'f~.o'iJ (p'L-~ e.c( LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER# 151-00245.001 EXISTIING LINE "G" CROSSING BUTTERFIELD STAGE + CONNECTION TO TR 24188-1 File: GBASINWSP 6/08/01 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 *_...--**-**-....,.,..",...**_._-*****.**-*~.***_.*_.***-***.**..*.************-*..****--******.*-_.. 942.00 1219.17 1.091 1220.261 62.0 22.33 7.740 1228.001 0.00 2.374 4.00 0.00 0.00 0 0.00 12.07 0.09936 .067832 0.82 1.000 0.00 954.07 1220.37 1.112 1221.482 62.0 21.73 7.333 1228.815 0.00 2.374 4.00 0.00 0.00 0 0.00 16.48 0.09936 .061196 1.01 1.000 0.00 970.55 1222.01 1.150 1223.157 62.0 20.72 6.668 1229.825 0.00 2.374 4.00 0.00 0.00 0 0.00 12.35 0.09936 .053563 0.66 1.000 0.00 982.90 1223.23 1.191 1224.424 62.0 19.76 6.062 1230.486 0.00 2.374 4.00 0.00 0.00 0 0.00 9.72 0.09936 .046897 0.46 1.000 0.00 992.62 1224.20 1.232 1225.432 62.0 18.84 5.511 1230.943 0.00 2.374 4.00 0.00 0.00 0 0.00 7.86 0.09936 .041052 0.32 1.000 0.00 e, 1000.48 1224.98 1.275 1226.255 62.0 17.96 5.009 1231.264 0.00 2.374 4.00 0.00 0.00 0 0.00 6.47 0.09936 .035952 0.23 1.000 0.00 1006.95 1225.62 1.320 1226.943 62.0 17.13 4.555 1231.498 0.00 2.374 4.00 0.00 0.00 0 0.00 5.40 0.09936 .031505 0.17 1.000 0.00 1012.35 1226.16 1.368 1227.528 62.0 16.33 4.140 1231.668 0.00 2.374 4.00 0.00 0.00 0 0.00 4.66 0.07725 .028169 0.13 1.065 0.00 1017.01 1226.52 1.401 1227.921 62.0 15.81 3.880 1231.801 0.00 2.374 4.00 0.00 0.00 0 0.00 12.51 0.04296 .025696 0.32 1.240 0.00 1029.52 1227.06 1.435 122B.492 62.0 15.28 3.626 1232.118 0.00 2.374 4.00 0.00 0.00 0 0.00 13.90 0.04296 .022984 0.32 1.240 0.00 1043.42 1227.65 1.487 1229.141 62.0 14.57 3.297 1232.438 0.00 2.374 4.00 0.00 0.00 0 0.00 10.82 0.04296 .020157 0.22 1.240 0.00 e c,1A e LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 2 WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER# 151-00245.001 EXISTIING LINE "Goo CROSSING BUTTERFIELD STAGE + CONNECTION TO TR 24188-1 File: GBASINWSP 6/08/01 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 **************-****"""*************--****--****-*----*********-********......*****-*--************- 1054.24 1228.12 1.540 1229.659 62.0 13.89 2.997 1232.656 0.00 2.374 4.00 0.00 0.00 0 0.00 8.56 0.04296 .017682 0.15 1.240 0.00 1062.80 1228.49 1.596 1230.083 62.0 13.25 2.724 1232.807 0.00 2.374 4.00 0.00 0.00 0 0.00 6.91 0.04296 .015519 0.11 1.240 0.00 1069.71 1228.78 1.654 1230.438 62.0 12.63 2.477 1232.915 0.00 2.374 4.00 0.00 0.00 0 0.00 5.60 0.04296 .013626 0.08 1.240 0.00 1075.31 1229.02 1.715 1230.739 62.0 12.04 2.251 1232.990 0.00 2.374 4.00 0.00 0.00 0 0.00 4.55 0.04296 .011971 0.05 1.240 0.00 1079.86 1229.22 1.779 1230.999 62.0 11.48 2.047 1233.046 0.00 2.374 4.00 0.00 0.00 0 0.00 4.80 0.03125 .010648 0.05 1.346 0.00 e 1084.66 1229.37 1.832 1231.202 62.0 11.05 1.896 1233.098 0.00 2.374 4.00 0.00 0.00 0 0.00 11.41 0.01714 .009590 0.11 1.581 0.00 1096.07 1229.57 1.887 1231.453 62.0 10.63 1.753 1233.206 0.00 2.374 4.00 0.00 0.00 0 0.00 10.16 0.01714 .008539 0.09 1.581 0.00 1106.23 1229.74 1.959 1231.699 62.0 10.13 1.594 1233.293 0.00 2.374 4.00 0.00 0.00 0 0.00 7.37 0.01714 .007517 0.06 1.581 0.00 1113.60 1229.87 2.033 1231.899 62.0 9.66 1.449 1233.348 0.00 2.374 4.00 0.00 0.00 0 0.00 5.02 0.01714 .006621 0.Q3 1.581 0.00 1118.62 1229.95 2.112 1232.064 62.0 9.21 1.317 1233.381 0.00 2.374 4.00 0.00 0.00 0 0.00 3.34 0.01714 .005839 0.02 1.581 0.00 1121.96 1230.01 2.194 1232.203 62.0 8.78 1.198 1233.401 0.00 2.374 4.00 0.00 0.00 0 0.00 1.82 0.01714 .005153 0.01 1.581 0.00 e cP e . e LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 3 WATER SURFACE PROFILE LISTING CROWNE Hill PROJECT WORK ORDER # 151-00245.001 EXISTIING LINE "G" CROSSING BUTTERFIELD STAGE + CONNECTION TO TR 24188-1 File: GBASIN.wSP 6/08/01 STATION INVERT DEPTH W.S. AVBPR ElEV OF FLOW ELEV Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO DIA ID NO. PIER HEAD GRD.EL. ELEV DEPTH LlElEM SO SF AVE HF NORM DEPTH ZR ---_......_-----....._-***--**************************.*****--_........*.**----- 1123.78 1230.04 2.281 1232.321 62.0 8.37 1.089 1233.410 0.00 2.374 4.00 0.00 0.00 0 0.00 0.56 0.01714 .004550 0.00 1.581 0.00 1124.34 1230.05 2.374 1232.424 62.0 7.98 0.989 1233.413 0.00 2.374 4.00 0.00 0.00 0 0.00 c? Ie . . Stage-Discharge Relationship 4 1239,9 1232.4 0,6 3,2 0,8 STANDPIPE DIA (FT) CREST ELEVATION (FT) WSEL INSIDE STANDPIPE ORIFICE COEFF, WEIR COEFF, WEIR EFF. LENGTH FACTOR QORFICE=Co' A '(2*g*H)^0.5 QWEIR=Cw*L*H^1,5 A=PI*D*D/4, L=PI'D= 12,6 FT^2 12,6 FT ORIFICE WEIR CONTROLLING WSEL HEAD (FT) Q (CFS) HEAD (FT) Q (CFS) Q(CFS) 1235.00 0 0,0 0 0,0 0,0 1240.00 0 0,0 0,1 1,0 1,0 1242.00 0 0.0 2,1 97,9 97,9 1242.50 0 0.0 2,6 134,9 134,9 1243.00 0 0.0 3,1 175,6 175,6 NOTES: ORIFICE EQUATION APPLICABLE FOR DEPTH >1.2'DIA 1100ROUT.wb3 08/28/01 RBF Consulting ftJ'''\. o 1.0 e .9 .8 .7 .6 e51t1t .4 .3 .2 .1 . 00 Ill! .' ~~ ~ ~ ~ ~ $I ~ ~ w r-- , , ..J. 2 3 4 6 , , 'l:;;!. ~i ill , , I +: I , , , , ! I! i : , , , , I Ii 5 . $tlin1l.O .....1,-.001'+ ..' -."' -H-.'" f ._ J.+++ 41 I I I I . "iT, ' t-b, ' ~.:...i.~. '._. ,9 --Lj .;...: , - '.;"':'- ii~_, : oJ-tH-+-: ..-~ 'T!-t:.t.i- I mj-+lj- '++' I ,-,.- I ! i TT ~. 'i I .8 _J. u ,~ , , , , '..1- .LL.:. ' '~-T . I ; [ " , , " , I , I I' .7 'I , I! ,'I I ! I I I' I , I I i I j I '-f----H-I; I , I I:: I , ,~ I , t+-H-i-.U -i- lL..~ : lL..!-- ,i OC: II I I Z: ~'Er .6 , I I I l.L. t- ot L ! '..1.- I 1T~i-- r Zit " W, ,5 I ejr- Ii'+- I t8 " w+=l o+- ut, A I , I (..i r ! i i i! , " I I I ~ , -+ AN UrE~ :OE;VE.,LdPME hi Y,P I , -L ! I i I , 'I , ..I. _ E C;E;N,T G , , RAINFALL ~, I PE~:V I I I I : I I ,", I , , , I " , , 'I! ! , I I I I , , , INTENSITY 2 3 , , , I Crt\l'f I I I ,I , , ' I , .3 , I "t , I I RCFC a WCD HYDROLOGY IV!ANUAL trrlllll 1I111','nl""-'-', Ii 'I I I 2 , ' - 'j: t , , 'I RUNOFF COEFFICIENT CURVES SOIL GROUP-D COVER TYPE URBAN LANDSCAPING AMC n (RUNOFF INDEX NUMBER 75) I! i I I , , , I , , IN INCHES PER , i I I I : I : 0# HOUR ; , " , , , I i 4 5 6 PLATE D~5.4 e . . WATER QUALITY MITIGATION BASIN CALCULATIONS DRAINAGE BASIN 1200 (JIo... e . . WATER QUALITY MITIGATION BASIN (WQMB BASIN 1200 ESTIMATE VOLUME TO MITIGATE According to the San Diego Regional Water Quality Control Board (RWQCB), a water quality mitigation basin is sized as follows: 1. The volume generated by 0.6-inch of rainfall over the tributary area . Coefficient of Runoff 2. Maximum runoff produced by a rainfall intensity of 0.2-inches of rain per hour Area = 26.48 ac + 6.96 ac Basin 1100 = 33.44 ac Rational output I = 2.52"/hr Plate D-5.4 : C= 0.835 (Single Family -1/4 acre lot) V= (0.6/12)* ac-ft. 33.44 acres* 0.835 + 10% sediment = 1.54 ac-ft ------------------------ ----------------- BASIN 1200 WSEL AREA VOLUME TOTAL VOLUME TOTAL VOLUME (Feet) (Square. feet) (Cubic feet) (Cubic feet) (Acre-feet) 1215 2964 21375 21375 0.49 1220 5586 35763 57138 1.32 1225 8719 53682 110820 2.54 1230 12754 (/P e . e WSEL @ V (1.54 AC) = ((1.54-1.32)/(2.54-1.32))(1230-1225)+1125 = 1225.57' WSEL = 1225.90' @ volume = 1.54 acre-feet ----------------------------------------------------------------------------------------------------------------------------- WATER QUALITY OUTLET STRUCTURE A perforated riser will connect to an outlet pipe with an orifice plate. A second perforated pipe/orifice pipe will control the flow into the storm drain system. Drainage should be stored for a period between 24 and 40 hours. OUTLET CONTROL ORIFICE SIZING EQUATION: a = (2'A'(H-Ho)D5)/(3600*C*T'(2g)05 Where: A = Average surface area of Water Quality Basin (fl. ') A = (2964 + 9455)/2 = 6209.8 C = Orifice Coefficient (0.6) T = Draw Time (hrs) g = 32.2 flIsec' H = Elevation at top of Water Quality Basin (fl) = 1225.90' Ho = Elevation at bottom of Water Quality Basin (fl) = 1214.' T = 2.472/a Try 4" Orifice: a = 3.14(4/12)'/4 = 0.0872 T = 28.3 hrs> 24 hrs and < 40 hrs (g'" tit . . Stage-Discharge Relationship 3 1225.9 1225.5 0.6 3.2 0.8 STANOPIPE OIA (FT) CREST ELEVATION (FT) WSEL INSIDE STANOPIPE ORIFICE COEFF. WEIR COEFF. WEIR EFF. LENGTH FACTOR QORFICE=Co' A '(2'g'H)^0.5 QWEIR=Cw'L 'H^1.5 A=PI'O'O/4, L=PI'O= 7.1 FT^2 9.4 FT ORIFICE WEIR CONTROLLING WSEL HEAD (FT) Q (CFS) HEAD (FT) Q (CFS) Q(CFS) 1226.00 0 0.0 0.1 0.8 0.8 1227.00 0 0.0 1.1 27.8 27.8 1228.00 0 0.0 2.1 73.4 73.4 1228.20 0 0.0 2.3 84.2 84.2 1229.00 0 0.0 3.1 131.7 131.7 NOTES: ORIFICE EQUATION APPLICABLE FOR OEPTH >1.2'OIA 335ROUT.wb3 07/30101 RBF Consulting ~.,p- ***************************************** *************************************** . . * FLOOD HYDROGRAPH PACKAGE (HEC-l) . * JUN 1998 . e VERSION 4.1 * * . RUN DATE 14SEPOl TIME 09:32:41 * . * . . . U.S. ARMY CORPS OF ENGINEERS . * HYDROLOGIC ENGINEERING CENTER * . 609 SECOND STREET . . DAVIS, CALIFORNIA 95616 . . (916) 756-1104 . . . ***************************************** *************************************** x X XXXXXXX XXXXX X X X X X X XX X X X X X XXXXXXX XXXX X XXXXX X X X X X X X X X X X X X X XXXXXXX XXXXX XXX THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-l KNOWN AS HECl (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. . THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE, SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM . ~ LINE e 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 . . HEC-l INPUT 10...... .1...... .2...... .3...... .4...... .5...... .6.......7...... .8...... .9..... .10 10 10 ID ID *DIAGRAM !T 10 WATER QUALITY BASIN 1200 INCLUDES FLOWS FROM NODES 1141 & 1148 ACTUAL ELEVATIONS ARE 1000' HIGHER THAN GIVEN VALUES DUE TO FIELD COLUMNS SEVERE CONDITION INITIAL WSEL= 274.15 2 30JULOl 3 0600 300 KK INFLOW KM INFLOW HYDROGRAPH TO THE DETENTION BASIN KM BASED ON TRIANGULAR HYDROGRAPH QI 0 15.7 31.3 47 62.6 78.3 QI 0 BA .050 62.6 47 31.3 15.7 KK UTFLOW KM ROUTE FLOWS FROM DETENTION BASIN SV 0 .49 1.32 2.54 SE 215 220 225 230 SQ 0 0.80 27.8 73.4 84.2 131.7 SE 225. 226 227.00 228.00 228.20 229 RS 1 ELEV 225.90 zz PAGE 1 c;tA SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT LINE (V) ROUT I NG e (.) CONNECTOR 7 INFLOW V V 13 UTFLOW (---') DIVERSION OR PUMP FLOW (=---) RETURN OF DIVERTED OR PUMPED FLOW ("') RUNOFF ALSO COMPUTED AT THIS LOCATION . e /' (g<<r ***************************************** *************************************** * . * FLOOD HYDROGRAPH PACKAGE (HEC-l) . * JUN 199B . - VERSION 4.1 . . . RUN DATE 14SEPD1 TIME 09:32:41 . . . . . . U.S. ARMY CORPS OF ENGINEERS * * HYDROLOGIC ENGINEERING CENTER . . 609 SECOND STREET . . DAVIS, CALIFORNIA 95616 . . (916) 756- 1 104 . . * ***************************************** *************************************** WATER QUALITY BASIN 1200 INCLUDES FLOWS FROM NODES 1141 & 1148 ACTUAL ELEVATIONS ARE 1000' HIGHER THAN GIVEN VALUES DUE TO FIELD COLUMNS SEVERE CONDITION INITIAL WSEL= 274.15 6 10 OUTPUT CONTROL VARIABLES IPRNT 3 IPLOT 0 QSCAL O. PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN !DATE ITIME NQ NDDATE NDTIME ICENT 2 30JUL 1 0600 300 3DJUL 1 1558 19 MINUTES IN COMPUTATION INTERVAL STARTING DATE STARTING TIME NUMBER OF HYDROGRAPH ORDINATES ENDING DATE ENDING TIME CENTURY MARK e COMPUTATION INTERVAL TOTAL TIME BASE .03 HOURS 9.97 HOURS ENGLISH UN!TS ORAl NAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MI LES INCHES FEET CUBIC FEET PER SECOND ACRE- FEET ACRES OEGREES FAHRENHEIT *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 7 KK . INFLOW * . . ************** . INFLOW HYDROGRAPH TO THE DETENTION BASIN BASED ON TRIANGULAR HYDRDGRAPH SUBBASIN RUNOFF DATA (#P 12 BA SUBBASIN CHARACTERISTICS TAREA .05 SUBBASIN AREA e... ... ..* *** *** *** HYDROGRAPH AT STATION INFLOW PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 9.97-HR 78. .17 (CFS) 2. 1. 1. 1. (INCHES) .404 .404 .404 .404 (AC-FT) 1. 1. 1. 1. CUMULATIVE AREA = .05 SQ MI *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** . ************** * * 13 KK . UTFLO\.J * . . ************** e ROUTE FLOWS FROM DETENTION BASIN HYDROGRAPH ROUTING DATA 19 RS STORAGE ROUTING NSTPS ITYP RSVRIC X 1 NUMBER OF SUBREACHES ELEV TYPE OF INITIAL CONDITION 225.90 INITIAL CONDITION .00 WORKING RAND 0 COEFFICIENT 14 SV STORAGE .0 .5 1.3 2.5 16 SE ELEVATION 215.00 220.00 225.00 230.00 17 SO DISCHARGE o. 1. 28. 73. 84. 132. 18 SE ELEVATION 225.00 226.00 227.00 228.00 228.20 229.00 .*. COMPUTED STORAGE-OUT FLOW-ELEVATION DATA STORAGE .00 .49 1.32 1.56 1.81 2.05 2.10 2.30 2.54 OUTFLOW .00 .00 .00 .80 27.80 73.40 84.20 131. 70 191.07 ELEVATION 215.00 220.00 225.00 226.00 227.00 228.00 228.20 229.00 230.00 ... ... **. **. e'*' HYDROGRAPH AT STATION UTFLOY PEAK FLOW (CFS) TIME (HR) 6-HR MAXIMUM AVERAGE FLOW 24-HR 72-HR 9.97-HR (p '?'\. 54. .23 (CFS) 3. 2. 2. 2. (INCHES) .465 .479 .479 .479 (AC-FT) 1. 1. 1. 1. _TORAGE TIME MAXIMUM AVERAGE STORAGE -FT) (HR) 6-HR 24-HR 72-HR 9.97-HR 2. .23 1. 1. 1. 1. PEAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) (HR) 6-HR 24-HR 72-HR 9.97-HR 227.58 .23 225.65 225.45 225.45 225.45 CUMULATIVE AREA = .05 SQ MI e . (g?;~ RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES e PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAGE MAX STAGE HYDROGRAPH AT INFLOW 78. .17 2. 1. 1. .05 ROUTED TO UTFLOW 54. .23 3. 2. 2. .05 227.58 .23 . . CtJ?j\ **************************************************************************** - 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: 15:56 08/21/2001 =;==============;===============;=========================================== ************************** DESCRIPTION OF STUDY ************************** * modes 1141 and 1148 * * * * * ************************************************************************** **************************************************************************** >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- e 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) 16.70 0.83 0.83 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 7.15 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 . (;,/Jp e Pfr4-k 0100 to rc INFLOW HYDROGRAPH . e (pA,\ *******w*****~************************************************************** e 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 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** * INFLOW HYDROGRAPH . INCLUDES NODES 1141 & 1148 * 100-YEAR FLOW IN STORM DRAIN * * . ************************************************************************** FILE NAME: SD12.DAT TIME/DATE OF STUDY: 14:55 08/30/2001 -------------~-----------------~------------------------------~------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -----------------------------------------------------------~---------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SI2E(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 ~EAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 """EAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.8BD IDD-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 = 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 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-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-at-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.' ~---------------------------------------------------------------------~ 1 1 (p4- +--------------------------------------------------------------------~-----+ **************************************************************************** FLOW PROCESS FROM NODE 1148.00 TO NODE 1148.00 IS CODE = 7 ---------------------------------------------------------------------------- 1Iiiii;;;:~;;~:~~:::::;::::~:;:;~:~~:;~:~~:=::=:~~:========================= TC(MIN) = 8.77 RAIN INTENSITY(INCH/HOUR) = 3.74 TOTAL AREA(ACRES) = 3.48 TOTAL RUNOFF(CFS) = 16.70 **************************************************************************** FLOW PROCESS FROM NODE 1148.00 TO NODE 1154.00 IS CODE = 41 ---------------------------------------------------------------------------- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESI2E (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1233.27 DOWNSTREAM(FEET) 1233.06 FLOW LENGTH(FEET) = 29.81 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC_) = 6.67 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 16.70 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 8.84 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1154.00 = 29.81 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1154.00 TO NODE 1154.00 IS CODE = ---------------------------------------------------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~L NUMBER OF STREAMS = 2 ~LUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION{MIN.) = 8.84 RAINFALL INTENSITY(INCH/HR) = 3.72 TOTAL STREAM AREA(ACRES) = 3.48 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.70 **************************************************************************** FLOW PROCESS FROM NODE 1141.00 TO NODE 1141.00 IS CODE = 7 ---------------------------------------------------------------------------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 8.77 RAIN INTENSITY(INCH/HOUR) = 3.74 TOTAL AREA(ACRES) = 3.48 TOTAL RUNOFF(CFS) = 16.70 **************************************************************************** FLOW PROCESS FROM NODE 1141.00 TO NODE 1154.00 IS CODE = 41 ---------------------------------------------------------------------------- tttttCOMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1233.90 DOWNSTREAM(FEET) = 1233.07 FLOW LENGTH(FEET) = 34.09 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 11.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.87 . PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = -FLOW(CFS) = 16.70 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 8.82 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1154.00 = 34.09 FEET. ~ **************************************************************************** FLOW PROCESS FROM NODE 1154.00 TO NODE 1154.00 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.) 8.82 RAINFALL INTENSITY(INCH/HR) = 3.73 TOTAL STREAM AREA(ACRES) = 3.48 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.70 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 16.70 2 16.70 Tc (MIN.) 8.84 8.82 INTENSITY (INCH/HOUR) 3.723 3.728 AREA (ACRE) 3.48 3.48 *********************************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 .* ~ RUNOFF Tc INTENSITY ER (CFS) (MIN.) (INCH/HOUR) 1 33.36 8.82 3.728 2 33.38 8.84 3.723 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 33.38 Tc(MIN.) = 8.84 TOTAL AREA(ACRES) = 6.96 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1154.00 34.09 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1154.00 TO NODE 1155.00 IS CODE = 41 ----_..~-~~..._--------_.*------~.__._---------------..~--_._---------~--_.- tttttCOMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1232.60 DOWNSTREAM(FEET) = 1230.31 FLOW LENGTH(FEET) = 316.72 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.89 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 33.38 PIPE TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 9.51 LONGEST FLOWPATH FROM NOOE 0.00 TO NODE 1155.00 = 350.81 FEET. **************************************************************************** . PROCESS FROM NODE 1155.00 TO NODE 1155.00 IS COOE = 10 -------------------------------------------------------------------~--- .....MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~ **************************************************************************** FLOW PROCESS FROM NODE 1225.00 TO NODE 1225.00 IS CODE = 7 ~:;;::~;;;:~::::::;:;::~:;:;~::~:;~::~~=::=~~~:========================= TC(MIN) = 15.76 RAIN INTENSITY(INCH/HOUR) = 2.71 TOTAL AREA(ACRES) = 8.44 TOTAL RUNOFF(CFS) = 10.10 **************************************************************************** FLOW PROCESS FROM NODE 1225.00 TO NODE 1156.00 IS CODE = 41 ------------------------------~----------~_._----------_._..~-------_..._--- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)====: ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1243.54 DOWNSTREAM(FEET) = 1242.71 FLOW LENGTH(FEET) = 45.69 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.55 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 10.10 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 15.85 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1156.00 = 396.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1156.00 TO NODE 1156.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- tlAL NUMBER OF STREAMS = 2 FLUENCE VALUES USED FOR INDEPENDENT ME OF CONCENTRATION(MIN.) = 15.85 RAINFALL INTENSITY(INCH/HR) = 2.70 TOTAL STREAM AREA(ACRES) = 8.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 1 ARE: 10.10 **************************************************************************** FLOW PROCESS FROM NODE 1218.00 TO NOOE 1218.00 IS CODE = 7 tttttUSER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOllOWS: TC(MIN) = 16.06 RAIN INTENSITY(INCH/HOUR) = 2.6B TOTAL AREA(ACRES) = 14.73 TOTAL RUNOFF(CFS) = 19.30 **************************************************************************** FLOW PROCESS FROM NODE 1218.00 TO NODE 1156.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1243.60 DOWNSTREAM(FEET) = 1242.67 FLOW LENGTH(FEET) = 32.02 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.04 ~EN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = """E-FLOW(CFS) = 19.30 PIPE TRAVEL TIME(MIN.) = 0.04 LONGEST FLOWPATH FROM NODE Tc(MIN.) = 0.00 TO NODE 16.10 1156.00 66.11 FEET. (J6 **************************************************************************** FLOW PROCESS FROM NODE 1156.00 TO NODE 1156.00 IS CODE = ----------------------------------------------------------.----------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ~'.AND COMPUTE VARIOUS CDNFLUENCED STREAM VALUES 111II======================================================================= TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.10 RAINFALL INTENSITY(INCH/HR) = 2.68 TOTAL STREAM AREA(ACRES) = 14.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.30 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 10.10 2 19.30 Tc (MIN.) 15.85 16.10 INTENS!TY ( INCH/HOUR) 2.702 2.678 AREA (ACRE) 8.44 14.73 *********************************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 RUNOFF (CFS) 29.09 29.31 TABLE ** Tc (MIN.) 15.85 16.10 INTENS!TY (INCH/HOUR) 2.702 2.678 _EAM WSER 1 2 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 29.31 Tc(MIN.) = 16.10 TOTAL AREA(ACRES) = 23.17 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1156.00 = 396.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1156.00 TO NODE 1155.00 IS CODE = 41 ------------------------.-----------.------------------------.-----.-------- ~~t~tCOMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1241.67 DOWNSTREAM(FEET) 1230.31 FLOW LENGTH(FEET) = 206.70 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 11.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.88 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 29.31 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 16.31 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1155.00 = 603.20 FEET. **************************************************************************** ~-~~~~~~~-~~~-~~~---~~~~:~~_:~-~~~~---~~~~:~~-~~-~~~_:--~~---------- .....CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY====: ============================================================================ Cc~ ** MAIN STREAM CONFLUENCE DATA ** STREAM 'RUNOFF Tc I NTENS I TY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 29.31 16.31 2.660 23.17 eEST FLOWPATH FROM NODE 0.00 TO NODE 1155.00 = 603.20 FEET. ** MEMORY BANK # CONFLUENCE DATA .. STREAM RUNOFF Tc I NTENS ITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 33.38 9.51 3.577 6.96 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1155.00 = 350.81 FEET. *********************************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. ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 50.48 9.51 3.577 2 54.13 16.31 2.660 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 50.48 Tc(MIN.) = 9.51 TOTAL AREA(ACRES) = 30.13 **************************************************************************** ~W PROCESS FROM NODE 1155.00 TO NODE 1236.00 IS CODE = 41 ~--------------------------~-----~~-----------~-----_.------------------ ;;;;;COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== "~~~USING USER-SPECIFIED PIPESI2E (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1229.38 DOWNSTREAMIFEET) = 1224.13 FLOW LENGTH(FEET) = 85.01 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 13.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 20.20 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 50.48 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 9.58 LONGEST FLOYPATH FROM NODE 0.00 TO NODE 1236.00 = 688.21 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1236.00 TO NODE 1236.00 IS CODE = ----------------------------~----------------~------------------------------ ..~.~DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.58 RAINFALL INTENSITY(INCH/HR) = 3.56 TOTAL STREAM AREA(ACRES) = 30.13 PEAK FLOW RATEICFS) AT CONFLUENCE = 50.48 -********************************************************************** PROCESS FROM NODE 1227.00 TO NODE 1227.00 IS CODE = 7 ----------------.-------------------------------------.--------------------- ..~..USER SPECIFIED HYDROLOGY INFORMATION AT NODE = ~'\ ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) =. 16.63 RAIN INTENSITY(INCH/HOUR) = 2.63 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 7.50 ~********************************************************************** ~ PROCESS FROM NODE 1227.00 TO NODE 1236.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1226.0B DDWNSTREAM(FEET) 1225.92 FLOW LENGTH(FEET) = 32.74 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 4.24 GIVEN PIPE DIAMETER(INCH) = lB.DD NUMBER OF PIPES PIPE-FLOW(CFS) = 7.50 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 16.76 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1236.00 98.85 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1236.00 TO NODE 1236.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CDNCENTRATION(MIN.) 16.76 RAINFALL INTENSITY(INCH/HR) = 2.62 ~AL STREAM AREA(ACRES) = 0.80 ~ FLOW RATE(CFS) AT CONFLUENCE = STREAM 2 ARE: 7.50 ** CONFLUENCE DATA ** STREAM NUMBER 1 2 RUNOFF (CFS) 50.48 7.50 Tc (MIN.) 9.58 16.76 INTENSITY (INCH/HOUR) 3.562 2.620 AREA (ACRE) 30.13 0.80 *********************************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 FLOII RATE TABLE .. STREAM RUNOFF Tc I NTENS ITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 54.76 9.58 3.562 2 44.63 16.76 2.620 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 54.76 Tc(MIN.) = 9.58 eL AREA(ACRES) = 30.93 EST FLOWPATH FROM NODE 0.00 TO NODE 1236.00 = 688.21 FEET. *....***************************.**********.**..***************..*********** FLOW PROCESS FROM NODE 1236.00 TO NODE 1237.00 IS CODE = 41 (pA,"b .....COMPcTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~VATION DATA: UPSTREAM(FEET) = 1224.13 DOWNSTREAM(FEET) ~ LENGTH(FEET) = 162.51 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 14.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 20.72 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 54.76 PIPE TRAVEL TIME(MIN.) = 0.13 LONGEST FLOWPATH FROM NODE 1214.00 Tc(MIN.) = 0.00 TO NODE 9.71 1237.00 = 850.72 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1237.00 TO NODE 1237.00 IS CODE = 10 .....MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 1230.00 TO NODE 1230.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIEO VALUES ARE AS FOLLOWS: TC(MIN) = 17.00 RAIN INTENSITY(INCH/HOUR) = 2.60 TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) = 27.15 **************************************************************************** ~ PROCESS FROM NODE 1230.00 TO NODE 1231.00 IS CODE = 41 ~-------------_._._--------------_._-------------_.._------------------- .....CDMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1225.11 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 69.40 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 12.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.13 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 27.15 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 1223.43 0.10 Tc(MIN.) = 0.00 TO NODE 17.10 1231.00 = 920.12 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1231.00 TO NODE 1231.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.10 RAINFALL INTENSITY(INCH/HR) = 2.59 TOTAL STREAM AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.15 ~********************************************************************** ~ PROCESS FROM NODE 1231.00 TO NODE 1231.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: rfi\ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN)" 17.35 RAIN INTENSITY(INCH/HOUR) = 2.57 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 14.79 ~****.******************************************************************* ~OW PROCESS FROM NODE 1231.00 TO NODE 1231.00 IS CODE = 1 ----------------------------------------------------------------------.----- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.35 RAINFALL INTENSITY(INCH/HR) = 2.57 TOTAL STREAM AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.79 ** CONFLUENCE DATA -- STREAM RUNOFF Tc I NTENS!TY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 27.15 17.10 2.592 1.60 2 14.79 17.35 2.571 0.90 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-' AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ~INFALL INTENSITY AND TIME OF CONCENTRATION ~FLUENCE FORMULA USED FOR 2 STREAMS. RATIO ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 41.72 41.72 TABLE ** Tc (MIN.) 17.10 17.35 INTENSITY ( INCH/HOUR) 2.592 2.571 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 41.72 Tc(MIN.) = 17.10 TOTAL AREA(ACRES) = 2.50 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1231.00 = 920.12 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1231.00 TO NODE 1232.00 IS CODE = 41 ------------------------------------------------------------------------._-- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)====: :==============================:=======:===============:==================== ELEVATION DATA: UPSTREAM(FEET) = 1223.18 DOWNSTREAM(FEET) = 1214.00 FLOW LENGTH(FEET) = 70.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 10_3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 25.10 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CfS) = 41.72 ~ TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 17.14 ~EST FLOWPATH FROM NODE 0.00 TO NODE 1232.00 = 990.32 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1232.00 TO NODE 1232.00 IS CODE = 11 ifP --------------------------------------------------------------.. .....CON,LUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY ---------------------------------------------------------------. --------------------------------------------------------------- eAIN STREAM CONFLUENCE DATA ** EAM RUNOFF Tc INTENS!TY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 41.72 17.14 2.5B8 2.50 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1232.00 = 99 ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (l NCH/HOUR) (ACRE) 1 54.76 9.71 3.536 30.93 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1232.00 = B5 *********************************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" WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW *************************************************************~ ** PEAK STREAM NUMBER 1 2 FLOW RATE TABLE ** RUNOFF Tc (CFS) (MIN.) 78.41 9.71 B1.80 17.14 INTENSITY (I NCH/HOUR) 3.536 2.588 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ~K FLOW RATE(CFS) = 78.41 Tc(MIN.) = ....,AL AREA(ACRES) = 33.43 --------------------------------------------------------------- --------------------------------------------------------------- 9.71 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) 33.43 TC(MIN.) = 7B.41 9.71 --------------------------------------------------------------.. --------------------------------------------------------------- --------------------------------------------------------------- --------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS . (fi' **************************************************************************** e RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (e) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associ ates 14725 Alton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** . lDD-YEAR FLOWS . EXISTING LINES F & F-l . DRAINAGE BASIN 1200 & 1300 * * . ************************************************************************** FILE NAME: 12DDFD.DAT TIME/DATE OF STUDY: 11:0709/19/2001 See.- 5h.wt e ) -r~ 23143-:' I~ ~1~ C :- rfr- ~~f;~"" --------------~-~----------------------~------------------------------------ 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 .-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 -YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 OO-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 = 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 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 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 WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* +-----------------------~--------------------------------------------------+ .FLOW = 54 CFS 100-YEAR , HEC-' OUTPUT , , ~ +----~---------------------------------------------------------------------+ ~ **************************************************************************** FLOW PROCESS FROM NODE 1232.00 TO NODE 1232.00 IS CODE = 7 ---------------------------------------------------------------------------- 1Iiiii:;:;~;;:;~:~::::;::::~:;:;~::~:;~::~~=::=:~~~========================= TC(MIN) = 13.80 RAIN INTENSITY(INCH/HOUR) = 2.92 TOTAL AREA(ACRES) = 33.43 TOTAL RUNOFF(CFS) = 54.00 **************************************************************************** FLOW PROCESS FROM NODE 1232.00 TO NODE 1234.00 IS CODE = 41 --------------------------------------------~------------------------------- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1213.75 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 36.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.5 INCHES PIPE-FLOW VELDCITY(FEET/SEC.) = 10.52 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 54.00 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 1213.37 0.06 Tc(MIN.) = 0.00 TO NODE 13.86 1234.00 = 36.00 FEET. +-----------------------------~--------------------------------------------+ , , , , , , +--------------------------------------~-----------------------------------+ ~********************************************************************** ~ PROCESS FROM NODE 1234.00 TO NODE 1234.00 IS CODE = 7 -----------------------------._----~~-------------------------~------------- ~~~~~USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 17.10 RAIN INTENSITY(INCH/HOUR) = 2.59 TOTAL AREA(ACRES) = 4.70 TOTAL RUNOFF(CFS) = 11.63 **************************************************************************** FLOW PROCESS FROM NODE 1234.00 TO NODE 1234.00 IS CODE = -------------------------------.--------------------.----------.------------ ~~~~~DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 17.10 RAINFALL INTENSITY(INCH/HR) = 2.59 TOTAL STREAM AREA(ACRES) = 4.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 2 ARE: 11.63 . ~ **************************************************************************** e 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 ************************** * 100-YEAR FLOWS . EXISTING LINES F & F-l . DRAINAGE BASIN 1200 & 1300 . . . ************************************************************************** FILE NAME: 12DOFD.DAT TIME/DATE OF STUDY: 11:0809/19/2001 ----~--------------------~-------~---------~--------------------~----------- 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 .YEAR STORM lD-MINUTE INTENSITY(INCH/HOUR) = 2.360 EAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 -YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480 100-YEAR STORM 6D-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF lD-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF 100-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 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-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-DE~TH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Oepth)*(Velocity) Constraint = 0.0 (FT*FTfS) 'SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.' +--------------------.----,.---.-----.----------.-----------..----.----,---+ '.OW = 54 CFS 100-YEAR , EC-1 OUTPUT , , , , ~ +------------------------~._-------------,----------------'----------------+ **************************************************************************** FLOW PROCESS FROM NODE 1232.00 TO NODE 1232.00 IS CODE = 7 ----------------.-----------------------------.--------.--------..---------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE ~~;;;~;;;;~=~:::;;=::;=:;=;~::~:;~===================================== TC(MIN) = 13.80 RAIN INTENSITY(INCH/HOUR) = 2.92 TOTAL AREA(ACRES) = 33.43 TOTAL RUNOFF(CFS) = 54.00 **************************************************************************** FLOW PROCESS FROM NODE 1232.00 TO NODE 1234.00 IS CODE = 41 --------------------------------.--------------------.-------.-------..----- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1213.75 DOWNSTREAM(FEET) = 1213.37 FLOW LENGTH(FEET) = 36.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.52 GIVEN PIPE OIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 54.00 PIPE TRAVEL TIME(MIN.) = 0.06 LONGEST FLOWPATH FROM NODE Tc(MIN.) = 0.00 TO NODE 13.86 1234.00 36.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1234.00 TO NODE 1234.00 IS CODE = --------------.------.----------------------.-----------------.-.---------.- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 4iAL NUMBER OF STREAMS = 2 LUENCE VALUES USED FOR INDEPENDENT STREAM E OF CONCENTRATION(MIN.) = 13.86 RAINFALL INTENSITY(INCH/HR) = 2.91 TOTAL STREAM AREA(ACRES) = 33.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 54.00 1 ARE: +--------------------------------------------------------.-------.-------.-+ 1 , 1 1 1 1 +------------------.-----------..--------------------------.---------------+ **************************************************************************** FLOW PROCESS FROM NODE 1234.00 TO NODE 1234.00 IS CODE = 7 --.-------------------.--------------------------------.-------------------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 17.10 RAIN INTENSITY(INCH/HOUR) = 2.59 TOTAL AREA(ACRES) = 4.70 TOTAL RUNOFF(CFS) = 11.63 **************************************************************************** FLOW PROCESS FROM NODE 1234.00 TO NODE 1234.00 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.) = 17.10 &,~ RAINFALL INTENSITY(INCH/HR) = 2.59 TOTAL STREAM AREA(ACRES) = 4.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.63 ~CONFLUENCE DATA .. _EAM RUNOFF NUMBER (CFS) 1 54.00 2 11.63 Tc (MIN. ) 13.86 17.10 INTENS!TY (I NCH/HOUR) 2.909 2.591 AREA (ACRE) 33.43 4.70 *********************************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 FLOII RATE TABLE ** STREAM RUNOFF Tc INTENS!TY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 63.42 13.86 2.909 2 59.74 17.10 2.591 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 63.42 Tc(MIN.) = 13.86 TOTAL AREA(ACRES) = 38.13 LONGEST FLDWPATH FROM NODE 0.00 TO NODE 1234.00 = 36.00 FEET. ~*********************************************************************** ~OW PROCESS FROM NODE 1234.00 TO NODE 1235.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPES!ZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1212.76 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 24.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 22.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.80 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 63.42 PIPE TRAVEL TIME(MIN.) = 0.03 LONGEST FLOWPATH FROM NODE 1212.30 Tc(MIN.) = 13.89 0.00 TO NODE 1235.00 = 60.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1235.00 TO NODE 1235.00 IS CODE = 10 .....MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 1317.00 TO NODE 1317.00 IS CODE = 7 4Iiiii~;;:~;;;:~~:::::;:=:;:=;:;~::~:;~:~~:=::=:~~:========================= TC(MIN) = 10.72 RAIN INTENSITY(INCH/HOUR) = 3.35 TOTAL AREA(ACRES) = 8.42 TOTAL RUNOFF(CFS) = 16.80 ~&> **************************************************************************** FLOW PROCESS FROM NODE 1317.00 TO NODE 131B.00 IS CODE = 41 ---------------------------------------------------------------------------- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .......USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ~======================================================================= ELEVATION DATA: UPSTREAM(FEET) = 1226.10 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 30.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 4.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.27 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 2 PIPE-FLOW(CFS) = 16.80 PIPE TRAVEL TIME(MIN.) = 0.03 LONGEST FLOWPATH FROM NODE 1222.18 Tc(MIN.) = 10.75 0.00 TO NODE 1318.00 = 90.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1318.00 TO NODE 1319.00 IS CODE = 41 ---------------------------------------------------------------------------- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: tttttUSING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1222.18 DOWNSTREAM(FEET) = 1221.50 FLOW LENGTH(FEET) = 41.63 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 10.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.07 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 16.80 PIPE TRAVEL TIME(MIN.) = 0.08 LONGEST FLOWPATH FROM NODE Tc(MIN.) = 10.83 0.00 TO NODE 1319.00 = 132.13 FEET. ~********************************************************************** ~W PROCESS FROM NODE 1319.00 TO NODE 1319.00 IS CODE = 1 ----------------------------------------------------------.----------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIDN(MIN.) = 10.83 RAINFALL INTENSITY(INCH/HR) = 3.33 TOTAL STREAM AREA(ACRES) = 8.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.80 **************************************************************************** FLOW PROCESS FROM NODE 1320.00 TO NODE 1320.00 IS CODE = 7 ---------------------------------------------------------------------------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.72 RAIN INTENSITY(INCH/HOUR) = 3.35 TOTAL AREA(ACRES) = 8.42 TOTAL RUNOFF(CFS) = 16.80 **************************************************************************** FLOW PROCESS FROM NODE 1320.00 TO NODE 1321.00 IS CODE = 41 ------------------------------------------.---.---------._-----------._----- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .'USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ====================================================================== ELEVATION DATA: UPSTREAM(FEET) = 1226.19 DOWNSTREAM(FEET) = 1223.48 FLOW LENGTH(FEET) = 26.39 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.0 INCHES ~~1 PIPE-FLOW VELOCITY(FEET/SEC.) = 18.44 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER PIPE-FLOW(CFS) = 16.80 PIPE TRAVEL TIME(MIN.) = 0.02 ~GEST FLOWPATH FROM NODE OF PIPES = Tc(MIN.) = 0.00 TO NODE 10.74 1321.00 = 26.39 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1321.00 TO NODE 1319.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1223.48 DOWNSTREAM(FEET) = 1222.55 FLOW LENGTH(FEET) = 2B.56 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.13 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 16.80 PIPE TRAVEL TIME(MIN.) = 0.04 LONGEST FLOWPATH FROM NODE Tc(MIN.) = 0.00 TO NODE 10.78 1319.00 54.95 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1319.00 TO NODE 1319.00 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: 'E OF CONCENTRATION(MIN.) = 10.78 NFALL INTENSITY(INCH/HR) = 3.34 OTAL STREAM AREA(ACRES) = 8.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.80 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 16.80 2 16.80 Tc (MIN.) 10.83 10.78 I NTENSI TY (I NCH/HOUR) 3.331 3.339 AREA (ACRE) 8.42 8.42 *********************************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 FLOW RATE STREAM RUNOFF NUMBER (CFS) 1 33.53 2 33.56 TABLE ** Tc (MIN.) 10.78 10.83 INTENSITY (I NCH/HOUR) 3.339 3.331 eUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: FLOW RATE(CFS) = 33.56 Tc(MIN.) = 10.83 TOTAL AREA(ACRES) = 16.84 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1319.00 = 132.13 FEET. (p~ **************************************************************************** FLOW PROCESS FROM NODE 1319.00 TO NODE 1321.00 IS CODE = 41 ---------------------------------------------------------------------------- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA ~'USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)====: ~====================================================================== ELEVATION DATA: UPSTREAM(FEET) = 1221.44 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 107.71 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 15.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.92 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 33.56 PIPE TRAVEL TIME(MIN.) = 0.16 LONGEST FLOWPATH FROM NODE 1219.73 Tc(MIN.) = 10.99 0.00 TO NODE 1321.00 = 239.84 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1321.00 TO NODE 1322.00 IS CODE = 41 ---------------.---------------------------------------.-.------------------ .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: ~~~~~USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1219.73 DOWNSTREAM(FEET) 1219.59 FLOW LENGTH(FEET) = 9.16 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 15.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.82 GIVEN PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 33.56 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 11.01 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1322.00 = 249.00 FEET. ~********************************************************************** .~ PROCESS FROM NODE 1322.00 TO NODE 1235.00 IS CODE = 41 -----------------------------------.----------------------------._---------- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1219.59 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 836.99 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 18.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.91 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 33.56 PIPE TRAVEL TIME(MIN.) = 1.57 LONGEST FLOWPATH FROM NOOE 1212.05 Tc(MIN.) = 12.57 0.00 TO NOOE 1235.00 = 1085.99 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1235.00 TO NODE 1235.00 IS CODE = 11 ---------------------------------------------------------------------------- .....CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM NUMBER 1 en STREAM CONFLUENCE DATA .. RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) 33.56 12.57 3.068 FLOWPATH FROM NODE 0.00 TO NODE AREA (ACRE) 16.84 1235.00 = 1085.99 FEET. ** MEMORY STREAM NUMBER BANK # RUNOFF (CFS) CONFLUENCE DATA ** Tc INTENSITY (MIN.) (INCH/HOUR) AREA (ACRE) ~ 1 63.42 13.89 LONGEST FLOWPATH FROM NODE 2.906 0.00 TO NODE 38.13 1235.00 = 60.00 FEET. *********************************WARNI NG********************************** ~ THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ""'THE RCFC&WCD 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 INTENS I TY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 90.99 12.57 3.068 2 95.20 13.89 2.906 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 95.20 Tc(MIN.) = 13.89 TOTAL AREA(ACRES) = 54.97 **************************************************************************** FLOW PROCESS FROM NODE 1235.00 TO NODE 1235.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.89 RAINFALL INTENSITY(INCH/HR) = 2.91 TOTAL STREAM AREA(ACRES) = 54.97 ~K FLOW RATE(CFS) AT CONFLUENCE = 95.20 ~*********************************************************************** FLOW PROCESS FROM NODE 1322.00 TO NODE 1323.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA .....USING USER-SPECIFIED PIPESI2E (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1211.80 DOWNSTREAM(FEET) = 1211.34 FLOW LENGTH(FEET) = 14.45 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = lB.32 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FlOW(CFS) = 95.20 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 13.90 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1323.00 = 69.40 FEET. +--------------------------------------------------------------------------+ , data from ranpac 02/22/90 hydro study 1 , , 1 , +-------------------------.---------------..------.--------------------.---+ **************************************************************************** FLOW PROCESS FROM NODE 1323.00 TO NODE 1323.00 IS CODE = 7 ~"USER SPECIFIED HYDROLOGY INFORMATION AT NODE====: ~====================================================================== USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 17.12 RAIN INTENSITY(INCH/HOUR) = 2.59 TOTAL AREA(ACRES) = 4.50 TOTAL RUNOFF(CFS) = 11.41 r;,o **************************************************************************** FLOW PROCESS FROM NODE 1323.00 TO NODE 1323.00 IS CODE = -----.-------------------------.------------------------------~------------- e..DESIGNATE 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.) 17.12 RAINFALL INTENSITY(INCH/HR) = 2.59 TOTAL STREAM AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.41 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 95.20 2 11.41 Tc (MIN.) 13.89 17.12 INTENSITY (! NCH/HOUR) 2.906 2.590 AREA (ACRE) 54.97 4.50 *********************************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. t:EAK AM MBER 1 2 FLOW RATE RUNOFF (CFS) 104.46 96.27 TABLE ** Tc (MIN.) 13.89 17.12 INTENSITY (INCH/HOUR) 2.906 2.590 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 104.46 Tc(MIN.) = 13.89 TOTAL AREA(ACRES) = 59.47 LONGEST FLOWPATH FROM NODE 0.00 TO NOOE 1323.00 = 1085.99 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ENO OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) 59.47 TC(MIN.) = 104.46 13.89 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ============================================================================ END OF RATIONAL METHOD ANALYSIS . ~\ ~ 1'\jIt::VVllldlll.VV::l~~". Pag<u e . e o T1 CROWNE HILL PROJECT WORK ORDER # 151-00245.001 T211NE D & f station 9+98.92(line F) = 10+00 (Line E) T3 FILE:NEWMAINWSP 7/10/01 START WSEL PER TR 24188-1 PLANS IN APPENDIX C SO 976.471211.34 1 .013 1214.30 JX 980.471211.47 1 4 .013 9.3 1214.47 90. R 990.921211.80 1 .013 JX 998.921211.93 1 1 .013 31.6 1212.05 45. R 1044.141212.38 1 .013 R 1068.141212.76 1 .013 JX 1068.141212.76 1 1 .013 9.5 1215.76 90. R 1114.501213.21 1 .013 R 1119.171213.37 1 .013 45. R 1155.161213.75 1 .013 SH 1 CD 1 4 3.0 CD 4 4 1.5 (pCp1/' e . . 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 - LINE D & f station 9+98.92(line F) = 10+00 (Line E) HEADING LINE NO 3 IS- FILE:NEWMAINWSP 7/10/01 START WSEL PER TR 24188-1 PLANS IN APPENDIX C c;,?? e . . F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARO LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 976.47 1211.34 1 W S ELEV 1214.30 ELEMENT NO 2 IS A JUNCTiON U/S DATA STATION INVERT SECT LAT-l LAT-2 N 03 04 INVERT-3INVERT-4 PHI3 PHI4 980.471211.47 1 4 0 0.013 9.3 0.0 1214.47 0.00 90.00 0.00 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT 990.921211.80 1 0.013 N RADiUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 4 IS A JUNCTION U/S DATA STATION INVERT SECT LAT-l LAT-2 N 03 04 INVERT-3 iNVERT -4 PHI3 PHI4 998.921211.93 1 1 0 0.013 31.6 0.0 1212.05 0.0045.00 0.00 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT 1044.141212.38 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT 1068.141212.76 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 7 is A JUNCTION U/S DATA STATION iNVERT SECT LAT-l LAT-2 N 03 04 INVERT-3INVERT-4 PHI3 PHI4 1068.141212.76 1 1 0 0.013 9.5 0.0 1215.76 0.00 90.00 0.00 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS iNVERT ELEV -WARNING THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT 1114.501213.21 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 9 IS A REACH UlS DATA STATION INVERT SECT 1119.171213.37 1 0.013 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT 1155.161213.75 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 45.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 (Jpk. e . ,e Fa 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 11 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1155.161213.75 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 (jt?~ ~ " - LICENSEE: RB.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151-00245.001 LINE D & f station 9+98.92(line F) = 10+00 (Line E) FILE:NEWMAINWSP 7/10101 START WSEL PER TR 24188-1 PLANS IN APPENDIX C 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 ****************--*******-- -**************-*****************._-****--**********-***---- 976.47 1211.34 2.960 1214.300 104.4 14,81 3.405 1217.705 0.00 2.911 3.00 0.00 0.00 0 0.00 JUNCT STR 0.03250 .021324 0.09 0.00 980.47 1211.47 4.088 1215,558 95.1 13.45 2.810 1218.368 0.00 2.874 3.00 0.00 0.00 0 0.00 10.45 0.03158 .020330 0.21 2.033 0.00 990.92 1211.80 3.970 1215.770 95,1 13.45 2.810 1218.580 0.00 2.874 3.00 0.00 0.00 0 0.00 JUNCT STR 0.01625 .014697 0.12 0.00 998.92 1211.93 6.634 1218.564 63.5 8.98 1.253 1219.817 0.00 2.562 3.00 0.00 0.00 0 0.00 45.22 0.00995 .009064 0.41 2.343 0.00 1044,14 1212.38 6.594 1218.974 63.5 8.98 1.253 1220.227 0.00 2.562 3.00 0.00 0.00 0 0.00 24.00 0.01583 .009064 0.22 1.950 0.00 e 1068.14 1212.76 6.431 1219.191 63.5 8.98 1.253 1220.444 0.00 2.562 3.00 0.00 0.00 0 0.00 JUNCT STR 0.00000 .007809 0.00 0.00 1068.14 1212.76 7.125 1219.885 54.0 7.64 0.906 1220.791 0.00 2.387 3.00 0.00 0.00 0 0.00 46.36 0.00971 .006555 0.30 2.070 0.00 1114.50 1213.21 6.979 1220.189 54.0 7.64 0.906 1221.095 0.00 2.387 3.00 0.00 0.00 0 0.00 4.67 0.03426 .006555 0.03 1.387 0.00 1119.171213.37 6.984 1220.354 54.0 7.64 0.906 1221.260 0,00 2.387 3.00 0.00 0.00 0 0.00 35.99 0.01056 .006555 0.24 2.006 0.00 1155.16 1213.75 6.840 1220.590 54.0 7.64 0.906 1221.496 0.00 2.387 3.00 0.00 0.00 0 0.00 . {jJtJ