Loading...
HomeMy WebLinkAboutHydrology(Jul.20,2001) HYDROLOGIC I HYDRAULIC ANALYSES CROWNE HILL TRACTS 23143 - 6, 8, 9, 11 & F RBF CONSULTING 25777 Ynez Road, Suite 400 Temecula, CA 92591 July 20, 2001 IN: 15-100245.001 \ CONSUL.TING July 20, 2001 15-100245.001 Gerald Alegria, P.E. City of Temecula Department of Public Works 43200 Business Park Drive please finish Subject: Hydrologic/Hydraulic Calculations Crowne Hill, Tracts 23143 - F-6-8-9-11, Lines F, G, P, L, M, & S Drainage Basins 100,200,1100,1200, & 1300 Dear Mr. Alegria, Please find enclosed the most current Hydrologic and Hydraulic Calculations for the above tracts. If there are any questions, or you need additional information, please contact me at 676-8240. Very truly yours, ~~~-e Frank P. Gerard Senior Engineer/ Water . esources Riverside Region H:\PDA T A\15100245\OFFICE\WPWIN\245Itr23.wpd PLANNING III DESIGN . CONSTRUCTION 27555 Ynez Road, Suite 400, Temecula, CA 92591-4679 . 909.676.8042 . Fax 909.676.7240 Offices located throughout California. Arizona & Nevada _ www.ABEcom v- ",intedonrocydedpa,"" . DRAINAGE BASIN 100 . . \ . . . **************************************************************************** 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 Qate: 01/01/2000 license 10 1264 Analysis prepared by: RBF & Assoc i ates 14725 Alton Parkway irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** '* BASIN 100 '* '* lO-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 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 lOO-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 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&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-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) (fT) CfT) (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)*(Veloclty) Constraint = 0.0 (FT*FT/S) "SIZE PIPE WITH A fLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE." **************************************************************************** FLO~ 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) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA fLOW-LENGTH = 129.98 UPSTREAM ELEVATION = 1302.80 DOWNSTREAM ELEVATION = 1300.19 ELEVATION DIffERENCE = 2.61 TC = 0.393*[( 129.98**3)/( 2.61)J**.2 = 6.011 10 YEAR RAINfALL INTENSITY(INCH/HOUR) = 3.155 SINGLE-fAMILY(1/4 ACRE LOT) RUNOff COEffICIENT = .8444 SOIL CLASSIfICATION IS "D" 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===== ~~~tt(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(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIfIED NUMBER Of HALf STREETS CARRYING RUNOff = 2 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 FlO~(CFS) STREETfLOW MODEL RESULTS USING ESTIMATED fLOW: STREET fLOW DEPTH(fEET) = 0.26 HALf STREET fLOOD WIDTH(fEET) = 2.78 AVERAGE fLOW VELOCITY(fEET/SEC.) = 2.80 PRODUCT Of DEPTH&VELOCITY(fT*fT/SEC.) 0.72 STREET fLOW TRAVEL TIME(MIN.) = 1.01 Tc(MIN.) 7.02 10 YEAR RAINfALL INTENSITY(INCH/HOUR) = 2.895 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8401 SOIL CLASSIfICATION IS "0" SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNDFF(CF5) TOTAL AREA(ACRES) = 1.30 PEAK fLOW RATE(CfS) 2.02 2.43 3.23 .END Of SUBAREA STREET fLOW HYDRAULICS: DEPTH(fEET) = 0.31 HALf STREET 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 = (((((DESIGNATE-INOEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER Of STREAMS = 2 CONfLUENCE VALUES USED fOR INDEPENDENT STREAM 1 ARE: TIME Of CONCENTRATION(MIN.) 7.02 RAINfALL INTENSITY(INCH/HR) = 2.90 TOTAL STREAM AREA(ACRES) = 1.30 ~ . . . PEAK fLOW RATE(CfS) AT CONfLUENCE; 3.23 **************************************************************************** fLOW 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 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(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); 0.36 HALf STREET fLOOD WIDTH(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 HYORAULICS: DEPTH(fEET) ; 0.43 HALf STREET fLOOD WIOTH(fEET); 4.94 fLOW VELOCITY(fEET/SEC.); 3.13 DEPTH*VELOCITY(fT*fT/SEC.) 1.35 LONGEST fLOWPATH fROM NODE 104.00 TO NODE 103.00; 370.00 fEET. **************************************************************************** fLOW PROCESS fROM NODE 103.00 TO NODE 103.00 IS CODE; ~ . . I , ~~tttDESIGNATE 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.) 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 INTENSITY (! NCH/HOUR) 2.895 2.B48 AREA (ACRE) 1.30 1.30 Te (MIN.) 7.02 7.24 :~ *********************************~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. ************************************************************************** **************************************************************************** fLOW PROCESS fROM NODE 103.00 TO NODE 106.00 IS CODE = 61 ------------------------------------------------------------------------_.-- ;~j ::1 i tt444COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(fEET) = 1297.34 OOWNSTREAM ELEVATION(fEET) = 1295.86 STREET LENGTH(fEET) = 270.00 CURB HEIGHT(INCHES) = 6.0 STREET HALfWIDTH(fEET) = 30.00 GRADEBREAK( fEET) 0.020 = 0.080 = 18.00 DISTANCE fROM CROWN TO CROSS fALL INSIDE STREET CROSSFALL(DECIMAL) OUTSIDE STREET CROSSfALL(DECIMAL) SPECIfIED NUMBER Of HALf STREETS CARRYING RUNOff = STREET PARKWAY CROSSfALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR tor Streett low Section(curb-to-curb) = Manning'S FRICTION FACTOR tor Back-at-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) = 0.61 HALf STREET fLOOD WIDTH(fEET) = 12.56 6.69 d '" 0, 4- ,5 I (5'Le. /-Ie L E 4 0<-' TPJ\ 1111, -5 . 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 10 YEAR RAINfALL INTENSITY(INCH/HOUR) 2.585 COMMERCIAL DEVELOPMENT RUNOff COEffICIENT = .8868 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) 0.30 SUBAREA RUNOff(CfS) TOTAL AREA(ACRES) = 2.90 PEAK fLOW RATE(CfS) 0.69 7.03 END Of SUBAREA STREET fLOW HYDRAULICS: OEPTH(fEET) = 0.62 HALf STREET fLOOD WIDTH(fEET) = 13.18 fLOW VELOCITY(fEET/SEC.) = 2.80 DEPTH"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 tttttCOMPUTE STREET" FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(fEET) = 1295.86 DOWNSTREAM ELEVATION(fEET) = 1280.32 STREET LENGTH(fEET) = 260.00 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 Streett low SectionCcurb-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 HALf STREET fLOOD WIDTH(fEET) = 4.91 AVERAGE fLOW VELOCITY(fEET/SEC.) = 7.94 PRODUCT Of DEPTH&VELOCITY(fT"fT/SEC.) 3.41 STREET fLOW TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) 10 YEAR RAINfALL INTENSITY(INCH/HOUR) = 2.499 SINGLE-fAMILY(1/4 ACRE LOT) RUNOff COEffICIENT = .8321 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 1.00 TOTAL AREA(ACRES) = 3.90 8.07 9.18 SUBAREA RUNOff(CfS) PEAK fLOW RATE(CfS) = 2.08 9.11 END Of SUBAREA STREET fLOW HYDRAULICS: DEPTH(fEET) = 0.45 HALf STREET fLOOD WIDTH(fEET) = 5.16 fLOW VELOCITY(fEET/SEC.) = 8.17 DEPTH"VELOCITY(fT"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 = . tttteDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER Of STREAMS = 2 CONfLUENCE VALUES USED fOR INDEPENDENT STREAM 1 ARE: TIME Of CONCENTRATION(MIN.) 9.18 RAI NfALLI NTENSI TY(I NCH/HR) = 2.50 Co TOTAL STREAM AREA(ACRES) = 3.90 PEAK fLOY RATE(CfS) AT CONfLUENCE = 9.11 **************************************************************************** . fLOW PROCESS fROM NODE 108.00 TO NOOE 109.00 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 = 140.00 UPSTREAM ELEVATION = 11297.70 OOWNSTREAM ELEVATION = 1292.70 ELEVATION OlffERENCE = 10005.00 TC = 0.393*!( 140.00**3)/( 10005.00))**.2 1.207 COMPUTED TIME Of CONCENTRATION INCREASED TO 5 MIN. 10 YEAR RAINfALL INTENSITY(INCH/HOUR) = 3.491 SINGLE-fAMILYC1/4 ACRE LOT) RUNOff COEffICIENT = .8492 SOIL CLASSIFICATION IS "0" SUBAREA RUNOffCCfS) = 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 .....COMPUTE STREET fLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . UPSTREAM ELEVATION(fEET) = 1292.20 DOWNSTREAM ELEVATION(fEET) = 1280.32 STREET LENGTH(fEET) = 150.00 CURB HEIGHTCINCHES) = 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 STREET PARKWAY CROSSfALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb~toMcurb) 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) = 0.19 HALf STREET fLOOD WIDTH(fEET) = 1.96 AVERAGE fLOW VELOCITY(fEET/SEC.) 5.77 PRODUCT Of DEPTH&VELOCITYCfT*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 = .8471 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) = 0.50 TOTAL AREA(ACRES) = 0.66 1.18 5.43 SUBAREA RUNOffCCfS) = PEAK fLOW RATECCfS) 1.~ 1.~ . END Of SUBAREA STREET fLOW HYDRAULICS: DEPTH(fEET) = 0.24 HALf STREET fLOOD WIDTH(fEET) = 2.49 fLOW VELOCITY(fEET/SEC.) = 6.30 DEPTH*VELOCITY(fT*fT/SEC.) LONGEST fLOWPATH fROM NODE 108.00 TO NODE 107.00 = 290.00 1.W fEET. ~ **************************************************************************** fLOW PROCESS fROM NODE 107.00 TO NODE 107.00 IS CODE = . ~ttttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONfLUENCED STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER Of STREAMS = 2 CONfLUENCE VALUES USED fOR INDEPENDENT STREAM 2 ARE: TIME Of CONCENTRATION(MIN.) 5.43 RAINfALL INTENSITY(INCH/HR) = 3.34 TOTAL STREAM AREA(ACRES) = 0.66 PEAK fLOW RATE(CfS) AT CONfLUENCE = 1.89 ** CONFLUENCE DATA ** STREAM RUNOff NUMBER (CfS) 1 9.11 2 1.89 Tc (MIN.) 9.18 5.43 I NTENS I TY (INCH/HOUR) 2.499 3.335 AREA (ACRE) 3.90 0.66 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONfLUENCE VALUE USED IS 8ASED ON THE RCfC&WCD fORMULA Of PLATE D" AS DEfAULT VALUE. THIS fORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE Of PEAK fLOW. ************************************************************************** RAINfALL INTENSITY AND TIME Of CONCENTRATION RATIO CONfLUENCE fORMULA USED fOR 2 STREAMS. ** PEAK fLOW RATE TABLE ** . STREAM RUNOff Tc INTENSITY NUMBER (CfS) (MIN.) (INCH/HOUR) 1 7.28 5.43 3.335 2 10.53 9.18 2.499 COMPUTEO 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 NODE 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 . C6 . . . **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE eC) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 license ID 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 TIME/DATE Of STUDY: 13:17 OS/29/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** . NODES 103-106 . 10-YEAR . . . . ************************************************************************** **************************************************************************** ....STREETflOW MODEL INPUT INfORMATION==== CONSTANT STREET GRADE(fEET/fEET) = 0.005500 CONSTANT STREET fLOW(CfS) = 7.03 AVERAGE STREET flOW fRICTION fACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HAlf-WIDTH(fEET) = 20.00 DISTANCE fROM CROWN TO CROSSfAlL GRADEBREAK(fEET) 18.00 INTERIOR STREET CROSSfALL(DECIMAl) = 0.020000 OUTSIDE STREET CROSSfAll(DECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHT(fEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(fEET) 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(fEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(fEET) = 0.12500 fLOW ASSUMED TO fILL STREET ON ONE SIDE, AND THEN SPLITS ============================================================================ STREET flOW MODEL RESULTS: ----~~--~------------~-------------------~---~------~~~~~---------_.~_.~~--- STREET flOW DEPTH(fEET) = 0.45 HALf STREET flOOD WIDTH(fEET) = AVERAGE flOW VELOCITY(fEET/SEC.) PRODUCT Of DEPTH&VELOCITY = 1.06 16.91 2.34 ============================================================================ ~ . . . wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww********wwww*www*************************** HYDRAULIC ELEMENTS . 1 PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 ReLease Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 ALton Parkway Irvine, CA 92618 TIME/DATE Of STUDY: 08:53 06/25/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ******************W******* DESCRIPTION OF STUDY ************************** . NODE 107 * 10-YEAR . . . . *******W****************************************************************** **************************************************************************** <<<<SUMP TYPE BASIN INPUT INfORMATION===- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INfLOW(CfS) . BASIN OPENING(FEET) DEPTH Of WATER(fEET) . 10.53 0.83 0.83 ttttCALCULATED ESTIMATED SUMP BASIN YIDTH(FEET) 4.51 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~ . . . .*...*..*......*.......******.*..*...*******...**...*.**.*******.*********** 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 Qate: 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: 10DL1DO.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 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 1D-MINUTE INTENSITY(INCH/HOUR) = 3.480 1DO-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE Of 1D-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE Of 1DD-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&~CD HYDROLOGY MANUAL AND IGNORE OTHER CONfLUENCE COMBINATIONS fOR DOWNSTREAM ANALYSES "USER-DEfINED STREET-SECTIONS fOR COUPLED PIPE fLOW AND STREET fLOW MODEL" HALf- CROWN TO STREET-CROSSfALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH 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. (Oepth)*(Velocity) Constraint = 0.0 (FT*FT/S) *SIZE PIPE ~ITH A FLO~ CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **********************..*.******.***********.*******.***.*****.*.*********** fLOW 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) ie = K*[(LENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA fLOW-LENGTH = 129.98 UPSTREAM ELEVATION = 1302.80 DOWNSTREAM ELEVATION = 1300.19 ELEVATION DiffERENCE = 2.61 TC = 0.393'[( 129.98"3)/( 2.61)J".2 6.011 100 YEAR RAINfALL INTENSITY(INCH/HOUR) = 4.603 SINGLE-fAMILY(1/4 ACRE LOT) RUNOff COEffICIENT = .8604 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====: ttttt(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 GRADEBREAK(fEET) 0.020 = 0.080 = 18.00 DISTANCE fROM CROWN TO CROSSfALL INSIDE STREET CROSSfALL(DECIMAL) OUTSIDE STREET CROSSfALL(DECIMAL) SPECIfIED NUMBER Of HALf STREETS CARRYING RUNOff = 2 STREET PARKWAY CROSSfALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning/s FRICTION FACTOR for Back-at-WaLk Flow Section 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED fLOW(CfS) 3.01 STREETfLOW MODEL RESULTS USING ESTIMATED fLOW: STREET fLOW DEPTH(fEET) = 0.30 HALf STREET fLOOD WIDTH(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.) 6.94 100 YEAR RAINfALL INTENSITY(INCH/HOUR) = 4.253 SINGLE-fAMILY(1/4 ACRE LOT) RUNOff COEffiCIENT = .8574 SOIL CLASSIFICATION 15 "0" SUBAREA AREA(ACRES) = TOTAL AREA(ACRES) = 1.00 1.30 3.65 4.83 SUBAREA RUNOff(CfS) = PEAK fLOW RATE(CfS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(fEET) = 0.36 HALf STREET 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====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER Of STREAMS = 2 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 \v PEAK fLOW RATE(CfS) AT CONfLUENCE = 4.83 **************************************************************************** . fLOW 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)fCElEVATION 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)J"".2 5.761 100 YEAR RAINfALL INTENSITY(INCH/HOUR) = 4.712 SINGLE-fAMILY(1/4 ACRE LOT) RUNOff COEffICIENT = .8612 SOIL CLASSIFICATION IS "OH SUBAREA RUNOff(CfS) = 1.22 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOff(CfS) = 1.22 **************************************************************************** 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 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 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: STREET fLOW DEPTH(fEET) = 0.42 HALf STREET fLOOD WIDTH(fEET) = 4.81 AVERAGE fLOW VELOCITY(fEET/SEC.) = 3.09 PRODUCT Of DEPTH&VELOCITY(fT"fT/SEC.) = 1.30 STREET fLOW TRAVEL TIME(MIN.) = 1.35 Tc(MIN.) = 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 TOTAL AREA(ACRES) = 1.30 3.02 7.11 SUBAREA RUNOff(CfS) = PEAK fLOW RATE(CfS) = 3.60 4.81 . END Of SUBAREA STREET fLOW HYDRAULICS: DEPTH(fEET) = 0.50 HALf STREET fLOOD WIDTH(fEET) 5.78 fLOW VELOCITY(fEET/SEC.) = 3.48 OEPTH"VELOCITY(fT"fT/SEC.) = LONGEST 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 = ~ .....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.) 7.11 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) , 4.83 2 4.81 Te (MIN.) 6.94 7.11 INTENSITY (I NCH/HOUR) 4.253 4.198 AREA (ACRE) 1.30 1.30 *********************************UARNING********************************** 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 I NTENS I TV NUMBER (CfS) (MIN.) (INCH/HOUR) . 1 9.54 6.94 4.253 2 9.59 7.11 4.198 COMPUTED CONfLUENCE ESTIMATES ARE AS fOLLOWS: PEAK fLOW RATE(CfS) ; 9.54 Te(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 t~tttCOMPUTE STREET FlOY TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(fEET) ; 1297.34 DOWNSTREAM ELEVATION(fEET) ; 1295.86 STREET LENGTH(fEET); 270.00 CURB HEIGHT(INCHES); 6.0 STREET 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 tor Streett low Sectlon(curb-to-curb) Manning's FRICTION FACTOR for Back-at-Walk Flow Section = 0.0200 0.0150 . '.TRAVEL TIME COMPUTED USING ESTIMATED fLOW(CfS) STREETfLOW MODEL RESULTS USING ESTIMATED fLOW: STREET fLOW DEPTH(fEET); 0.69 HALf STREET fLOOD WIDTH(fEET); 17.48 10.04 \b... AVERAGE fLOW VELOCITY(fEET/SEC.) = 2.81 PRODUCT Of DEPTH&VELOCITY(fT*fT/SEC.) = 1.93 STREET fLOW TRAVEL TIME(MIN.) = 1.~ Tc(MIN.) = 8.54 100 YEAR RAINfALL INTENSITY(INCH/HOUR) 3.795 . COMMERCIAL DEVELOPMENT RUNOff COEffICIENT = .8906 SOIL CLASSIfICATION IS "0" SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOff(CfS) = 1.m TOTAL AREA(ACRES) = 2.90 PEAK fLOW RATE(CfS) = 10.55 END Of SUBAREA STREET fLOW HYDRAULICS: DEPTH(fEET) = 0.70 HALf STREET fLOOD WIOTH(fEET) = 18.10 fLOW VELOCITY(fEET/SEC.) = 2.82 DEPTH*VELOCITY(fT*fT/SEC.) = 1.96 LONGEST fLOWPATH fROM NOOE 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===== .....(STANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(fEET) = 1295.86 DOWNSTREAM ELEVATION(fEET) = 1280.32 STREET LENGTH(fEET) = 260.00 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 = 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) = 12.12 STREETfLOW MODEL RESULTS USING ESTIMATED fLOW: STREET fLOW DEPTH(fEET) = 0.50 HALf STREET 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 Tc(MIN.) = 9.04 100 YEAR RAINfALL INTENSITY(INCH/HOUR) = 3.680 SINGLE-FAMILY(1/4 ACRE LOT) RUNOff COEffICIENT = .8515 SOIL CLASSIfICATION IS non SUBAREA AREA(ACRES) TOTAL AREA(ACRES) = 1.00 3.90 SUBAREA RUNOff(CfS) = PEAK fLOW RATE(CfS) = 3.13 13.68 END Of SUBAREA STREET fLOW HYDRAULICS: DEPTH(fEET) = 0.52 HALf STREET fLOOD WIDTH(fEET) = 7.02 fLOW VELOCITY(fEET/SEC.) = 9.00 DEPTH*VELOCITY(fT*fT/SEC.) 4.68 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 = . tttttOESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL 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(CfS) AT CONfLUENCE = 13.68 .*************************************************************************** . fLOW PROCESS fROM NODE 108.00 TO NODE 109.00 IS CODE = 21 ((eeeRATIONAL 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 = 11297.70 DOWNSTREAM ELEVATION = 1292.70 ELEVATION DiffERENCE = 10005.00 TC = 0.393'[( 140.00"3)/( 10005.00)]".2 = 1.207 COMPUTED TIME Of CONCENTRATION INCREASED TO 5 MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.093 SINGLE-fAMILY(1/4 ACRE LOT) RUNOff COEffICIENT = .8639 SOIL CLASSIFICATION IS "D" SUBAREA RUNOff(CfS) 0.70 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOff(CfS) = 0.70 **************************************************************************** fLOW PROCESS fROM NODE 109.00 TO NODE 107.00 IS CODE = 61 eeeeeCOMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . UPSTREAM ELEVATION(fEET) = 1292.20 DOWNSTREAM ELEVATION(fEET) = 1280.32 STREET lENGTH(FEET) = 150.00 CURB HEIGHT(INCHES) = 6.0 STREET HALfWIDTH(fEET) = 30.00 DISTANCE fROM CROWN TO CROSSfALL GRADEBREAK(fEET) INSIDE STREET CROSSfALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSfALL(DECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSfALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-Yalk Flow Section 0.0200 '*TRAVEL TIME COMPUTED USING ESTIMATED fLOW(CfS) STREETFLOY MODEL RESULTS USING ESTIMATED FlOY: STREET fLOW DEPTH(fEET) = 0.23 HALf STREET fLOOD WIDTH(fEET) = 2.41 AVERAGE fLOW VELOCITY(fEET/SEC.) = 6.20 PRODUCT Of DEPTH&VELOCITY(fT'fT/SEC.) 1.42 STREET fLOW TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) 100 YEAR RAINfALL INTENSITY(INCH/HOUR) = 4.881 SINGLE-fAMILY(1/4 ACRE LOT) RUNOff COEffICIENT = .8624 SOIL CLASSIFICATION IS HDH SUBAREA AREA(ACRES) 0.50 TOTAL AREA(ACRES) = 0.66 1.76 5.40 SUBAREA RUNOff(CfS) = PEAK fLOW RATE(CfS) = 2.10 2.81 . END Of SUBAREA STREET fLOW HYDRAULICS: DEPTH(fEET) = 0.28 HALf STREET fLOOD WIDTH(fEET) = 2.99 fLOW VELOCITY(fEET/SEC.) = 6.89 DEPTH'VELOCITY(fT'fT/SEC.) LONGEST fLOWPATH fROM NODE 108.00 TO NODE 107.00 = 290.00 1.90 fEET. ~ ~~~~~~********~~~****************~**********~******~****~*~***************~* fLOW PROCESS fROM NODE 107.00 TO NODE 107.00 IS CODE = . ~e~~~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.) = 5.40 RAINfALL INTENSITY(INCH/HR) = 4.88 TOTAL STREAM AREA(ACRES) = 0.66 PEAK fLOW RATE(CfS) AT CONfLUENCE = 2.81 ** CONFLUENCE DATA ** STREAM RUNOff NUMBER (CfS) 1 13.68 2 2.81 Tc (MIN. ) 9.04 5.40 INTENSITY (I NCH/HOUR) 3.680 4.881 AREA (ACRE) 3.90 0.66 *********************************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) , 10.99 5.40 4.881 2 15.80 9.04 3.680 COMPUTED CONfLUENCE ESTIMATES ARE AS fOLLOWS: PEAK fLOW RATE(CfS) = 15.80 Tc(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 . \\ **************************************************************************** . 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 ____...._._________a_..________.________._......___________________________. TIME/DATE Of STUDY: 11:31 06/18/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- *****.....*.*******...*... DESCRIPTION OF STUDY .....*.******************* * NODE 107 . 100-YEAR * . . . ***************.******..*.**************.**************************..***** ****************..*.*********************.********************************** ....SUMP TYPE BASIN INPUT INfORMATION ~ .lrb Inlet Capacities are approximated based on the Bureau of ublic Roads nomograph plots for flowby basins and sump basins. BASIN INflOW(CfS) = BASIN OPENING(fEET) = DEPTH Of WATER(fEET) = 15.80 0.83 0.83 ....CAlCUlATEO ESTIMATED SUMP BASIN WIDTH(fEET) = 6.77 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ~ . o T1 CROWNE HILL PROJECT WORK ORDER # 151-00245.001 T2 Storm Drain System M 100 Year Discharge T3 File: L1NEMWSP 7/17/01 SO 1000.001258.00 1 .013 1259.5 R 1058.001265.99 1 .013 R 1062.001266.11 1 .013 1 R 1093.311267.92 1 .013 R 1101.201268.37 1 .013 53. R 1311.651280.50 1 .013 1. SH 1 CD 1 4 1.5 . . \C\ . F0515P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- PAGE NO 3 CROWNE HILL PROJECT WORK ORDER # 151-00245.001 HEADING LINE NO 2 IS - Storm Drain System M 1 00 Year Discharge HEADING LINE NO 3 IS - File: L1NEM.WSP 7/17/01 . . I 1JJ . F0515P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 1000.001258.00 1 W S ELEV 1259.50 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT 1058.001265.99 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT 1062.001266.11 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT 1093.311267.92 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT 1101.201268.37 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 53.00 0.00 0 ELEMENT NO 6 IS A REACH U/S OATA STATION INVERT SECT 1311.651280.50 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 . ELEMENT NO 7 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1311.651280.50 1 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING .. WARNING NO.2" - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC . $ . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151-00245.001 Storm Drain System M 100 Year Discharge File: L1NEM.wSP 7/17/01 STATION INVERT OEPTH 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 ,.,.,.,.,.,..*",*.".**+****************"tr**fI.","'*"**********************_**....*********************"'*****************"********************** 1000.00 1258.00 0.691 1258.691 15.8 19.87 6.133 1264.824 0.00 1.421 1.50 0.00 0.00 0 0.00 4.08 0.13776 .118927 0.49 0.660 0.00 1004.08 1258.56 0.694 1259.256 15.8 19.73 6.042 1265.298 0.00 1.421 1.50 0.00 0.00 0 0.00 19.20 0.13776 .110568 2.12 0.660 0.00 1023.28 1261.21 0.721 1261.928 15.8 18.81 5.494 1267.422 0.00 1.421 1.50 0.00 0.00 0 0.00 11.68 0.13776 .097336 1.14 0.660 0.00 1034.96 1262.82 0.748 1263.565 15.8 17.93 4.994 1268.559 0.00 1.421 1.50 0.00 0.00 0 0.00 8.17 0.13776 .085712 0.70 0.660 0.00 1043.13 1263.94 0.777 1264.718 15.8 17.10 4.540 1269.258 0.00 1.421 1.50 0.00 0.00 0 0.00 6.15 0.13776 .075550 0.46 0.660 0.00 . 1049.28 1264.79 0.807 1265.595 15.8 16.31 4.128 1269.723 0.00 1.421 1.50 0.00 0.00 0 0.00 4.83 0.13776 .066616 0.32 0.660 0.00 1054.11 1265.45 0.838 1266.293 15.8 15.54 3.748 1270.041 0.00 1.421 1.50 0.00 0.00 0 0.00 3.89 0.13776 .058826 0.23 0.660 0.00 1058.00 1265.99 0.872 1266.862 15.8 14.82 3.411 1270.273 0.00 1.421 1.50 0.00 0.00 0 0.00 4.00 0.03000 .056476 0.23 1.080 0.00 1062.00 1266.11 0.860 1266.970 15.8 15.08 3.529 1270.499 0.00 1.421 1.50 0.00 0.00 0 0.00 31.31 0.05781 .057739 1.81 0.860 0.00 1093.31 1267.92 0.860 1268.780 15.8 15.08 3.529 1272.309 0.00 1.421 1.50 0.00 0.00 0 0.00 7.89 0.05703 .057739 0.46 0.860 0.00 1101.20 1268.37 0.860 1269.230 15.8 15.08 3.529 1272.759 0.00 1.421 1.50 0.00 0.00 0 0.00 19.82 0.05764 .057739 1.14 0.860 0.00 . q;z,.. . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 2 WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151-00245.001 Storm Drain System M 100 Year Discharge File: L1NEM.wSP 7/17/01 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 ....**...*****************************"............*******,.*************************,,***********....*********************",,********************* 1121.02 1269.51 0.860 1270.373 15.8 15.08 3.529 1273.902 0.00 1.421 1.50 0.00 0.00 0 0.00 90.38 0.05764 .055921 5.05 0.860 0.00 1211.40 1274.72 0.878 1275.600 15.8 14.70 3.354 1278.954 0.00 1.421 1.50 0.00 0.00 0 0.00 40.54 0.05764 .050974 2.07 0.860 0.00 1251.94 1277.06 0.913 1277.971 15.8 14.02 3.052 1281.023 0.00 1.421 1.50 0.00 0.00 0 0.00 19.13 0.05764 .045129 0.86 0.860 0.00 1271.07 1278.16 0.951 1279.112 15.8 13.37 2.775 1281.887 0.00 1.421 1.50 0.00 0.00 0 0.00 12.05 0.05764 .040033 0.48 0.860 0.00 1283.12 1278.86 0.991 1279.847 15.8 12.74 2.521 1282.368 0.00 1.421 1.50 0.00 0.00 0 0.00 8.45 0.05764 .035583 0.30 0.860 0.00 . 1291.57 1279.34 1.034 1280.377 15.8 12.15 2.294 1282.671 0.00 1.421 1.50 0.00 0.00 0 0.00 6.23 0.05764 .031724 0.20 0.860 0.00 1297.BO 1279.70 1.081 1280.783 15.8 11.58 2.084 1282.867 0.00 1.421 1.50 0.00 0.00 0 0.00 4.76 0.05764 .028376 0.14 0.860 0.00 1302.56 1279.98 1.131 1281.107 15.8 11.05 1.896 1283.003 0.00 1.421 1.50 0.00 0.00 0 0.00 3.62 0.05764 .025500 0.09 0.860 0.00 1306.18 1280.18 1.187 1281.372 15.8 10.53 1.723 1283.095 0.00 1.421 1.50 0.00 0.00 0 0.00 2.74 0.05764 .023075 0.06 0.860 0.00 1308.92 1280.34 1.249 1281.591 15.8 10.04 1.567 1283.158 0.00 1.421 1.50 0.00 0.00 0 0.00 1.87 0.05764 .021133 0.04 0.860 0.00 1310.79 1280.45 1.323 1281.773 15.8 9.58 1.424 1283.197 0.00 1.421 1.50 0.00 0.00 0 0.00 0.86 0.05764 .019938 0.02 0.860 0.00 i I i I . 9 . LICENSEE: R.B.F. & ASSOC. - SAN OIEGO F0515P WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151-00245.001 Storm Drain System M 100 Year Discharge File: L1NEM.WSP 7/17/01 PAGE 3 STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO HEAD GRO.EL. ELEV DEPTH DIA ID NO. PIER UELEM SO SF AVE HF NORM DEPTH ZR ******************************"'**************************************,,*****"'.****************************"********************........** 1311.65 1280.50 1.421 1281.921 15.8 9.13 1.294 1283.215 0.00 1.421 1.50 0.00 0.00 0 0.00 . . ~ . DRAINAGE BASIN 200 . . ~ . 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 -- 0/ . WATER QUALITY OUTLET STRUCTURE A perforated riser will connect to an outlet pipe with an orifice plate. A second perforated pipe/orifice pipewill 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) g = 32.2 ftisec2 . 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 . c0 . 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 DD,& 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. . I I I I 1 I , 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. . 1,t:b ***************************************** , ************************************, . . . fLOOD HYDROGRAPH PACKAGE (HEC-1 ) . . JUN 1998 . e. VERS JON 4.1 . . . . RUN DATE 17JULD1 TIME 11 :32:40 . . . . . 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-1 KNOWN AS HEC1 (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 ANO AMPT INfILTRATION KINEMATIC WAVE: NEW fINITE DIffERENCE ALGORITHM . 1,--0.... LINE . 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 .' . HEC-1 INPUT 10.......1...... .2...... .3...... .4...... .5...... .6.......7...... .8...... .9..... .10 10 WATER QUALITY BASIN 10 DRAINAGE BASIN 200 10 ACTUAL ELEVATIONS ARE 1000' HIGHER THAN GIVEN VALUES DUE TO fiELD COLUMNS 10 SEVERE CONDITION INITIAL WSEl= 274.15 'DIAGRAM IT 2 13JUl01 0600 300 10 3 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 272 273 274 275 276 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 LLfJ. SCHEMATIC DIAGRAM Of STREAM NETWORK INPUT . LINE (V) ROUT I NG (_n.) DIVER~ION OR PUMP fLOW NO. (.) CONNECTOR (=n_) RETURN Of DIVERTED OR PUMPED flOW 7 INflOW V V 13 OUTfLO (***) RUNOff ALSO COMPUTED AT THIS lOCATION . . '1} *~*************************************** ************************************w . . . fLOOD HYDROGRAPH PACKAGE (HEC-l) . . JUN 1998 . .. VERSION 4.1 . . . . RUN DATE 17JUL01 TIME 11 :32:40 . . . . . 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 IPRNT IPLOT QSCAL VAR IABLES 3 PRINT CONTROL o PLOT CONTROL O. HYDROGRAPH PLOT SCALE IT HYOROGRAPH TIME DATA NMIN IDATE ITIME NQ NDDATE NDTlME 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 . COMPUTATION INTERVAL TOTAL TIME BASE .03 HOURS 9.97 HOURS ENGLISH UNITS 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 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** . . 7 KK . INfLOW . . . . ************** INfLOW HYDROGRAPH TO THE DETENTION BASIN BASEO ON TRIANGULAR HYDROGRAPH SUBBASIN RUNOff DATA r>J' . . 12 BA ... PEAK fLOW (CfS) 58. SUBBASIN CHARACTERISTICS TAREA .04 SUBBASIN AREA ... ... ... ... CUMULATIVE AREA = HYDROGRAPH AT STATION INfLOW ... 9.97-HR 1. .372 1. *** *w* *** *w* *** .w* *** *w* *** *w* *w* *w* *w* *** *w* *w* .w* *w* *** *** *** *** *** *** *w* *** *** *w* *** *** *** *** '* . . 13 KK 19 RS 14 SV 16 SE 17 SO 18 SE TIME (HR) .17 (CfS) (INCHES) (AC-fT) 6-HR 2. .372 1. MAXIMUM AVERAGE fLOW 24-HR 72-HR 1. 1. .372 .372 1. 1. .04 SO MI ************** ROUTE fLOWS fROM OETENTION BASIN 2.3 3.2 ************** . . 1 NUMBER Of SUBREACHES ELEV TYPE OF INITIAL CONDITION 274.15 INITIAL CONDITION .00 WORKING RAND 0 COEffICIENT .0 272.00 O. 272.00 .7 1.5 276.00 25. 51. 81. . OUTFLO * 273.00 274.00 275 . DO 275.50 276.00 . . D. 7. ... COMPUTED STORAGE-OUTfLOW-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 50.50 80.90 ELEVATION 272.00 273.00 274.00. 274.15 274.50 275.00 275.50 276.00 ... ... ... ... ... PEAK FLOW (CfS) HYDROGRAPH ROUTING DATA STORAGE ROUTING NSTPS ITYP RSVRIC X STORAGE ELEVATION DISCHARGE ELEVATION 274.15 274.50 275 . 00 HYDROGRAPH AT STATION OUTfLO TIME CHR) 6-HR MAXIMUM AVERAGE fLOW 24-HR 72-HR 9.97-HR ~ 19. .27 (CfS) 2. 1. 1. 1. (INCHES) .372 .372 .372 .372 (AC-ff) 1. 1. 1. 1. ~EAK STORAGE TIME MAXIMUM AVERAGE STORAGE (AC-ff) (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 . . ~ RUNOff SUMMARY flOW IN CUBIC fEET PER SECOND . TIME IN HOURS, AREA IN SQUARE MILES 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 58. .17 2. 1. 1. .04 ROUTED TO OUTflO 19. .27 2. 1. 1. .04 274.83 .27 *** NORMAL END OF HEC-1 *** . . ~.r; . I I .. i .. ! ' Stage-Discharge Relationship 4 1274.15 1276 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 WSEL HEAD (FT) Q (CFS) HEAD (FT) Q (CFS) 1274.00 0 0.0 0 0.0 1274.50 0 0.0 0.35 6.7 1275.00 0 0.0 0.85 25.2 1275.50 0 0.0 1.35 50.5 1276.00 0 0.0 1.85 80.9 CONTROLLING Q(CFS) 0.0 6.7 252 50.5 80.9 NOTES: ORIFICE EQUATION APPLICABLE FOR DEPTH >1.2*DIA Fr;t.. n '" I q d) "(<.))T 335ROUT.wb3 , tN .l.EC.", /2 71, g 07/17/01 ~ RBF Consulting ~ . i CONSULTING JOB SHEET NO. Of CALCULATEO BY . DATE CHECKED BY DATE PLANNING . DESIGN . CONSTRUCTION 800.479.3808 . www.RBF".CDM SCALE .' I /gO I I <;.;;1 I I I ~01 / 101 , I ~ WI / 10 I / V . Q:::s1,'ch " """ cy=?,ocf,:> , '\ "'At ~ '\." "-., 5'v.LAGc !; I~ . I';"' 2.0 . ~= ~ [IO,4-J CS;7,G,] bO - ~ [yOJ~,~-@C&OJ Vc;,:= '30,1:rJ {t' :::: D ,/1' M.-ft \iT=- Z3,s~,Qt t,~ I;'t~ l(~ +(o'~ fi~ t 6.7(4-t H \)1';: 2,[ <6 A ( ., ~11, ""< 3, I B,q l,fI CC4f40 t'-j) ~t'\ [b-e:Wsrr ~ -.- . . i I i i . =.=..~-~.~.. --~=.'.:=:= ..":~:= ----, ".~~-~-,~-~- o T1 LINE D-D/E-E IN PAUBA ROAD T2 PER AD 159 PLAN/PROFILE T3 5/16/01 FPG FILE: D-E.wSP Q FILE = QD-E.wSP SO 994.621269.43 1 .013 1272.43 R 1007.151270.00 1 .013 JX 1013.281270.50 2 2 .013 3.2 1270.50 45. R 1038.761270.73 2 .013 R 1075.811271.142 .013 48. JX 1079.391271.18 2 3 .013 6.5 1273.68 90. R 1099.241271.40 2 .013 SH 2 CD 1 4 3.00 CD 2 4 2.50 CD 3 4 1.50 00 ,"_=:--~--.=.. ==~:-: "=-=.":7i~ 'ljb .. DATE: 7/18/2001 TIME: 10: 2 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 CD 2 4 CD 3 4 3.00 2.50 1.50 . . I ~ . F0515P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- LINE D-D/E-E IN PAUBA ROAD HEADING LINE NO 2 IS - PER AD 159 PLAN/PROFILE HEAOING LINE NO 3 IS - 5/16/01 FPG FILE: D-E.wSP Q FILE = QD-E.wSP . \ i i I i I . i PAGE NO 3 ~ . F0515P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 994.621269.43 1 W S ELEV 1272.43 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT 1007.151270.00 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 3 IS A JUNCTION . . U/S OATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3INVERT-4 PHI3 PHI4 1013.281270.50 2 2 0 0.013 3.2 0.0 1270.50 0.00 45.00 0.00 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT 1038.761270.73 2 0.013 N RAOIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT 1075.811271.14 2 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 48.00 0.00 0 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT -4 PHI 3 PHI4 1079.391271.18 2 3 0 0.013 6.5 0.0 1273.68 0.00 90.00 0.00 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT 1099.241271.40 2 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 . ELEMENT NO 8 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1099.24 1271.40 2 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING .. WARNING NO.2.' - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS. W.S.ELEV = INV + DC . ~ . LICENSEE: R.B.F. & ASSOC. - SAN OIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING LINE D-D/E-E IN PAUBA ROAD PER AD 159 PLAN/PROFILE 5/16/01 FPG FILE: D-E.wSP Q FILE = QD-E.wSP STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA 10 NO. PIER UELEM SO SF AVE HF NORM DEPTH ZR *********************************************************"""***************************",*******..,,,.*,,,*****,,************************** 994.62 1269.43 3.000 1272.430 28.7 4.06 0.256 1272.686 0.00 1.734 3.00 0.00 0.00 0 0.00 0.00 0.04549 .001837 0.00 0.912 0.00 994.62 1269.43 3.000 1272.430 28.7 4.06 0.256 1272.686 0.00 1.734 3.00 0.00 0.00 0 0.00 5.76 0.04549 .001721 0.01 0.912 0.00 1000.38 1269.69 2.721 1272.413 28.7 4.26 0.282 1272.695 0.00 1.734 3.00 0.00 0.00 0 0.00 3.04 0.04549 .001676 0.01 0.912 0.00 1003.42 1269.83 2.560 1272.390 28.7 4.47 0.310 1272.700 0.00 1.734 3.00 0.00 0.00 0 0.00 2.33 0.04549 .001814 0.00 0.912 0.00 1005.75 1269.94 2.427 1272.363 28.7 4.68 0.341 1272.704 0.00 1.734 3.00 0.00 0.00 0 0.00 1.40 0.04549 .001966 0.00 0.912 0.00 . 1007.15 1270.00 2.343 1272.343 28.7 4.85 0.365 1272.708 0.00 1.734 3.00 0.00 0.00 0 0.00 JUNCT STR 0.08157 0.00 1013.28 1270.50 1.464 1271.964 25.5 8.54 1.132 1273.096 0.00 1.721 2.50 0.00 0.00 0 0.00 25.48 0.00903 .009320 0.24 1.473 0.00 1038.76 1270.73 1.455 1272.185 25.5 8.60 1.149 1273.334 0.00 1.721 2.50 0.00 0.00 0 0.00 2.41 0.01107 .009359 0.02 1.381 0.00 1041.17 1270.76 1.459 1272.216 25.5 8.57 1.140 1273.356 0.00 1.721 2.50 0.00 0.00 0 0.00 19.49 0.01107 .008776 0.17 1.381 0.00 1060.66 1270.97 1.518 1272.490 25.5 8.17 1.037 1273.527 0.00 1.721 2.50 0.00 0.00 0 0.00 9.47 0.01107 .007770 0.07 1.381 0.00 1070.13 1271.08 1.581 1272.658 25.5 7.79 0.942 1273.600 0.00 1.721 2.50 0.00 0.00 0 0.00 4.47 0.01107 .006893 0.03 1.381 0.00 . I ; I , i w . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING LINE D-D/E-E IN PAUBA ROAD PER AD 159 PLAN/PROFILE 5/16/01 FPG FILE: D-E.wSP Q FILE; QD-E.wSP PAGE 2 STATION INVERT DEPTH W.S. AVBPR ELEV OF FLOW ELEV Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO HEAD GRD.EL. ELEV DEPTH DIA 10 NO. PIER UELEM SO SF AVE HF NORM OEPTH ZR *************..****..,""***********.,****"""********,,,,,****.",..*..".......*****"*.."...."***..******,,,......*,,**,,..***********....**.******............*".... 1074.60 1271.13 1.648 1272.775 25.5 7.43 0.857 1273.632 0.00 1.721 2.50 0.00 0.00 0 0.00 1.21 0.01107 .006124 0.01 1.381 0.00 1075.81 1271.14 1.721 1272.861 25.5 7.0B 0.778 1273.639 0.00 1.721 2.50 0.00 0.00 0 0.00 JUNCT STR 0.01117 .003869 0.01 0.00 1079.39 1271.18 2.475 1273.655 19.0 3.8B 0.233 1273.888 0.00 1.478 2.50 0.00 0.00 0 0.00 19.85 0.01108 .001926 0.04 1.160 0.00 1099.24 1271.40 2.271 1273.671 19.0 4.06 0.255 1273.926 0.00 1.478 2.50 0.00 0.00 0 0.00 . . , i ~~ . . . i **************************************************************************** RATIO~AL METHOD HYDROLOGY COMPUTER PROGRAM BASED O~ RIVERSIDE COU~TY fLOOD CONTROL & WATER CONSERVATION DISTRICT (RCfC&WCO) 1978 HYDROLOGY MA~UAL (e) 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 * lOO-YEAR , TOTAL flOW I~ lI~E D-E , , , ************************************************************************** fILE ~AME: 100l200.0AT TIME/DATE Of STUDY: 09:40 07/18/2001 USER SPECIfIED HYDROLOGY AND HYDRAULIC MODEL l~fORMATION: USER SPECIfIED STORM EVE~T(YEAR) = 100.00 SPECIfIED MI~IMUM PIPE SI2E(INCH) = 18.00 SPECIfIED PERCE~T Of GRADIENTS(OECIMAl) TO USE fOR fRICTIO~ SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 10-YEAR STORM 60-MINUTE INTE~SITY(I~CH/HOUR) = 0.880 100-YEAR STORM 10-MINUTE INTENSITY(I~CH/HOUR) = 3.480 100-YEAR STORM 60-MINUTE INTE~SITY(INCH/HOUR) = 1.300 SLOPE Of 10-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536 COMPUTED RAINfAll I~TE~SITY DATA: STORM EVENT = 100.00 1-HOUR I~TE~SITY(INCH/HOUR) 1.300 SLOPE Of I~TE~SITY OURATIO~ CURVE = 0.5496 RCFC&WCD HYDROLOGY MANUAL "C".VALUES USED FOR RATIONAL METHOD ~OTE: COMPUTE CO~fLUE~CE VALUES ACCORDI~G TO RCfC&WCO HYDROLOGY MA~UAl 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 I~- / OUT-/PARK- HEIGHT WIDTH lIP HIKE fACTOR NO. (fT) (fT) SIDE / SIDE/ WAY (fT) (fT) (fT) (fT) (n) --------- ----------------- --------- ----------------- ------ GLOBAL STREET flOW-DEPTH CONSTRAI~TS: 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 THA~ OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21 ~~~~~RATIONAL METHOD INITIAL SUBAREA.ANALYSIS=====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- *' ASSUMEO INITIAL SUBAREA U~IfORM . , i I . . DEVELOPMENT IS SINGLE fAMILY (1/4 ACRE) ie = K*[(LENGTH**3)fCElEVATION CHANGE)]**.2 INITIAL SUBAREA flOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1300.60 DOWNSTREAM ELEVATION = 1298.59 ELEVATION DIffERENCE = 2.01 TC = 0.393"[( 120.00""3)/( 2.01)]"".2 6.037 100 YEAR RAINfALL INTENSITY(INCH/HOUR) = 4.592 SINGlE-fAMllY(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 202.00 TO NODE 203.00 IS CODE = 61 ~ttttCOMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA====: ttttt(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 HALfWIDTH(fEET) = 30.00 DISTANCE fROM CROWN TO CROSSfALL GRADEBREAK(fEET) INSIDE STREET CROSSfAlL(OECIMAL) = 0.020 OUTSIDE STREET CROSSfAll(DECIMAl) = 0.080 18.00 SPECifiED NUMBER Of HALf STREETS CARRYING RUNOff = STREET PARKWAY CROSSfAll(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow SectionCcurb-to-curb) Manning'S FRICTION FACTOR for Back-of-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) = 0.47 HAlf STREET fLOOD WIDTH(fEET) = 5.45 AVERAGE fLOW VELOCITY(fEET/SEC.) 2.69 PRODUCT Of DEPTH&VElOCITY(fT"fT/SEC.) 1.27 STREET flOW TRAVEL TIME(MIN.) = 2.91 Tc(MIN.) = 8_95 100 YEAR RAINfAll INTENSITY(INCH/HOUR) = 3.699 SINGLE-fAMllY(1/4 ACRE LOT) RUNOff COEffICIENT = .8517 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 1.60 TOTAL AREA(ACRES) = 1.80 3.33 SUBAREA RUNOff(CfS) = PEAK flOW RATE(CfS) = 5.04 5.83 END Of SUBAREA STREET flOW HYDRAULICS: DEPTH(fEET) = 0.57 HALf STREET flOOD WIDTH(fEET) = 10.41 fLOW VElOCITY(fEET/SEC.) = 2.93 DEPTH"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. **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 61 .....COMPUTE STREET flOW TRAVEL TIME THRU SUBAREA====: ~~~tt(STANDARD CURB SECTION USED) r ~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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(DECIMAL) GRADEBREAK(fEET) 0.020 = 0.080 = 18.00 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-af-WaLk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETfLOW MODEL RESULTS USING ESTIMATED fLOW: STREET flOW DEPTH(fEET) = 0.67 HAlf STREET flOOD WIDTH(fEET) = 16.56 AVERAGE flOW VElOCITY(fEET/SEC.) 2.83 PRODUCT Of DEPTH&VElOCITY(fT*fT/SEC.) = 1.90 STREET flOW TRAVEL TIME(MIN.) = 5.01 Tc(MIN.) 100 YEAR RAINfALL INTENSITY(INCH/HOUR) = 2.897 SINGlE-fAMILY(1/4 ACRE lOT) RUNOff COEffICIENT = .8402 SOIL CLASSIFICATION IS no" SUBAREA AREA(ACRES) = 2.92 TOTAL AREA(ACRES) = 4.72 9.39 13.96 SUBAREA RUNOff(CfS) = PEAK fLOW RATE(CfS) 7.11 12.94 . END Of SUBAREA STREET flOW HYDRAULICS: DEPTH(fEET) = 0.74 HALf STREET flOOD WIDTH(fEET) = 20.56 flOW VELOCITY(fEET/SEC.) = 2.87 DEPTH*VELOCITY(fT*fT/SEC.) 2.11 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, 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 = eeeetDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER Of STREAMS = 4 CONfLUENCE VALUES USED fOR INDEPENDENT STREAM 1 ARE: TIME Of CONCENTRATION(MIN.) 13.96 RAINfAll INTENSITY(INCH/HR) = 2.90 TOTAL STREAM AREA(ACRES) = 4.72 PEAK fLOW RATE(CfS) 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 (1/4 ACRE) TC = K*[(LENGTH**3)f(ELEVATION CHANGE)]**.2 INITIAL SUBAREA flOW-lENGTH = 136.00 UPSTREAM ELEVATION = 1298.00 DOWNSTREAM ELEVATION = 1295.76 ELEVATION DIffERENCE = 2.24 TC = 0.393*[( 136.00**3)/( 2.24)]**.2 6.368 100 YEAR RAINfAll INTENSITY(INCH/HOUR) = 4.459 SINGLE-fAMllY(1/4 ACRE lOT) RUNOff COEffICIENT = .8592 ~ . . . SOIL CLASSIfICATION SUBAREA RUNOff(CfS) TOTAL AREA(ACRES) = IS "0" 0.77 0.20 TOTAL RUNOff(CfS) = 0.77 **************************************************************************** fLOW PROCESS fROM NODE 206.00 TO NODE 207.00 IS CODE = 61 .....COMPUTE STREET fLOW TRAVEL TIME THRU SUBAREA====== ~~~~~(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(fEET) = 1295.26 DOWNSTREAM ELEVATION(fEET) = 1290.54 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(DECIMAL) GRADEBREAK(fEETl 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) = 0.44 HALf STREET fLOOD WIDTH(fEET) = AVERAGE flOW VElOCITY(fEET/SEC.) PRODUCT Of DEPTH&VElOCITY(fT'fT/SEC.) STREET fLOW TRAVEL TIME(MIN.) = 5.76 100 YEAR RAINfALL INTENSITY(INCH/HOUR) COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS HO" SUBAREA AREA(ACRES) 1.30 TOTAL AREACACRES) = 1.50 2.60 5.02 2.46 1.08 Tc(MIN.) 3.130 = .8888 12.13 3.62 4.38 SUBAREA RUNOff(CfS) = PEAK fLOW RATE(CfS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(fEET) = 0.53 HAlf STREET flOOD WIDTH(fEET) 7.54 flOW VElOCITYCfEET/SEC.) = 2.77 DEPTH'VElOCITY(fT'fT/SEC.) = 1.46 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 CONCENTRATIONCMIN.) = 12.13 RAINfAll INTENSITY(INCH/HR) = 3.13 TOTAL STREAM AREA(ACRES) = 1.50 PEAK fLOW RATE(CfS) AT CONflUENCE = 4.38 **************************************************************************** FLOW PROCESS FROM NODE 208.00 TO NODE 209.00 IS CODE = 21 tttttRATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ----------------------------------------------------------------------------" ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIfORM DEVELOPMENT IS SINGLE fAMILY Cl/4 ACRE) ~ . . . ie = K*((LENGTH**3)/{ELEVATION CHANGE)]**.2 INITIAL SUBAREA flOW-lENGTH = 140.00 UPSTREAM ELEVATION = 1301.70 DOWNSTREAM ELEVATION = 1296.56 ELEVATION DIffERENCE = 5.14 TC = 0.393*[( 140.00**3)/( 5.14)]**.2 = 5.488 100 YEAR RAINfALL INTENSITY(INCH/HOUR) = 4.839 SINGlE-fAMILY(1/4 ACRE lOT) RUNOff COEffICIENT = .8504 SOIL CLASSIFICATION IS HCn SUBAREA RUNOff(CfS) TOTAL AREA(ACRES) = 1.03 0.25 1.~ TOTAL RUNOff(CfS) = **************************************************************************** fLOW PROCESS fROM NOOE 209.00 TO NODE 204.00 IS CODE = 61 .....COMPUTE STREET fLOW TRAVEL TIME THRU SUBAREA====: .....(STANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(fEET) = 1296.06 DOWNSTREAM ELEVATION(fEET) = 1290.54 STREET LENGTH(fEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALfWIDTH(fEET) = 30.00 DISTANCE fROM CROWN TO CROSSfAll GRADEBREAK(fEET) INSIOE STREET CROSSfALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSfAll(DECIMAl) = 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-af-Walk FLow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED fLOW(CfS) = 3.79 STREET flOW MODEL RESULTS USING ESTIMATED flOW: STREET flOW OEPTH(fEET) = 0.40 HALf STREET flOOD WIDTH(fEET) = 4.59 AVERAGE fLOW VElOCITY(fEET/SEC.) = 4.25 PRODUCT Of DEPTH&VElOCITY(fT*fT/SEC.) = 1.71 STREET flOW TRAVEL TIME(MIN.) = 1.18 Tc(MIN.) 6.66 100 YEAR RAINfAll INTENSITY(INCH/HOUR) = 4.349 SINGlE-fAMllY(1/4 ACRE LOT) RUNOff COEffICIENT = .8455 SOIL CLASSIFICATION IS "CD SUBAREA AREA(ACRES) TOTAL AREA(ACRES) = 1.~ 1.n 5.52 6.55 SUBAREA RUNOFF(CFS) PEAK flOW RATE(CfS) = END Of SUBAREA STREET flOW HYDRAULICS: DEPTH(fEET) = 0.49 HALf STREET flOOD WIDTH(fEET) 5.69 flOW VELOCITY(fEET/SEC.) = 4.86 DEPTH*VElOCITY(fT*fT/SEC.) 2.39 lONGEST flOWPATH fROM NODE 208.00 TO NODE 204.00 = 440.00 fEET. **************************************************************************** fLOW PROCESS fROM NODE 204.00 TO NODE 204.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM fOR CONflUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME Of CONCENTRATION(MIN.) 6.66 RAINfALL INTENSITY(INCH/HR) = 4.35 TOTAL STREAM AREA(ACRES) = 1.75 PEAK flOW RATE(CfS) AT CONflUENCE = 6.55 ~ **************************************************************************** flOW PROCESS fROM NODE 210.00 TO NODE 2D7.0D IS CODE = 21 . ~e~~~RATIONAL METHOD INITIAL SUBAREA ANALYSIS=====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIfORM DEVELOPMENT IS COMMERCIAL TC = K*((LENGTH**3)f(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)]**.2 5.898 100 YEAR RAINfAll INTENSITY(INCH/HOUR) = 4.652 COMMERCIAL DEVELOPMENT RUNOff COEffICIENT = .8897 SOIL CLASSIFICATION IS NCN SUBAREA RUNOff(CfS) 1.66 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOff(CfS) = 1.66 **************************************************************************** flOW PROCESS fROM NODE 211.00 TO NODE 211.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM fOR CONfLUENCE===== eee~~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/HR) = 4.65 TOTAL STREAM AREA(ACRES) = 0.40 PEAK fLOW RATE(CfS) AT CONflUENCE = 1.66 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CfS) 1 12.94 2 4.38 3 6.55 4 1.66 Te (MIN. ) 13.96 12.13 6.66 5.90 INTENSITY (INCH/HOUR) 2.897 3.130 4.349 4.652 AREA (ACRE) 4.72 1.50 1. 75 0.40 *~*******************************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. ************************************************************************** RAINfALL INTENSITY AND TIME Of CONCENTRATION RATIO CONflUENCE fORMULA USED fOR 4 STREAMS. ** PEAK fLOW RATE TABLE ** STREAM RUNOff Te INTENSITY NUMBER (CfS) (MIN.) (INCH/HOUR) 1 15.05 5.90 4.652 . 2 16.68 6.66 4.349 3 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 TcCMIN.) = 13.96 . . TOTAL AREA(ACRES) = 8.37 LONGEST flOWPATH fROM NODE 201.00 TO NODE 211.00 = 1440.00 fEET. **************************************************************************** fLOW PROCESS fROM NODE 211.00 TO NODE 211.00 IS CODE = 10 ~~tttMAIN-STREAM MEMORY COPI~D ONTO MEMORY BANK # 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** fLOW PROCESS fROM NODE 212.00 TO NODE 213.00 IS CODE = 21 tttttRATIONAl METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL ~UBAREA UNifORM DEVELOPMENT IS SINGLE fAMILY (1/4 ACRE) Te = 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)J**.2 = 5.913 100 YEAR RAINfALL INTENSITY(INCH/HOUR) = 4.645 SINGlE-fAMllY(1/4 ACRE LOT) RUNOff COEffICIENT = .8172 SOIL CLASSIFICATION IS HBH SUBAREA RUNOff(CfS) = 0.76 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOff(CfS) = 0.76 **************************************************************************** fLOW PROCESS fROM NODE 213.00 TO NODE 214.00 IS CODE = 61 .....COMPUTE STREET fLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ElEVATION(fEET) = 1322.87 DOWNSTREAM ElEVATION(fEET) = 1319.13 STREET LENGTH(fEET) = 320.00 CURB HEIGHT(INCHES) = 6.0 STREET HAlfYIOTH(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 = 1 STREET PARKWAY CROSSfAll(DECIMAL) = 0.020 Manning's FRICTION FACTOR far Streetflaw Sectian(curb-ta-curb) = 0.0150 Manning's FRICTION FACTOR far Back-af-Walk Flow Section = 0.0200 **TRAVEl TIME COMPUTED USING ESTIMATED fLOW(CfS) 2.47 STREETflOW MODEL RESULTS USING ESTIMATED fLOW: STREET fLOW DEPTH(fEET) = 0.38 HALf STREET 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.M Tc(MIN.) 7.57 i 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.054 . SINGLE-fAMILY(1/4 ACRE lOT) RUNOff COEffICIENT = .8421 I SOIL CLASSifICATION IS HCH SUBAREA AREA(ACRES) 1.00 SUBAREA RUNOFF(CFS) 3.41 TOTAL AREA(ACRES) = 1.20 PEAK flOW RATE(CfS) = 4.17 ~ END OF SUBAREA STREET FlaY HYDRAULICS: DEPTH(fEET) = 0.45 HAlf STREET fLOOD WIDTH(fEET) 5.22 flOW VELOCITY(fEET/SEC.) = 3.66 DEPTH*VELOCITY(fT*fT/SEC.) 1.66 lONGEST flOWPATH fROM NODE 212.00 TO NODE 214.00 = 440.00 fEET. . **************************************************************************** flOW PROCESS fROM NODE 214.00 TO NODE 214.00 IS CODE = ~~~~~DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER Of STREAMS = 2 CONflUENCE VALUES USED fOR INDEPENDENT STREAM 1 ARE: TIME Of CONCENTRATION(MIN.) 7,57 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)/(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 = 6.261 100 YEAR RAINFAll INTENSITY(INCH/HOUR) = 4.501 SINGLE-fAMILY(1/4 ACRE lOT) RUNOff COEffICIENT = .8471 SOIL CLASSIFICATION IS "C" SUBAREA RUNOff(CfS) 0.76 TOTAL AREA(ACRES) = 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====: ~~t~~(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 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 PARKYAY 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 FLOY(CFS) STREET fLOW MODEL RESULTS USING ESTIMATED fLOW: STREET flOW DEPTH(fEET) = 0.36 HALf STREET fLOOD WIDTH(fEET) = AVERAGE fLOW VELOCITY(fEET/SEC.) 2.42 3.99 3.52 1)\ . PRODUCT Of DEPTH&VELOCITY(fT"fT/SEC.) = 1.25 STREET flOW TRAVEL TIME(MIN.) = 1.18 Tc(MIN.) 7.45 100 YEAR RAINfAll INTENSITY(INCH/HOUR) = 4.092 SINGLE.fAMILY(1/4 ACRE LOT) RUNOff COEffICIENT = .8083 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOff(CfS) TOTAL AREA(ACRES) = 1.20 PEAK flOW RATE(CfS) 3.31 4.07 END Of SUBAREA STREET flOW HYDRAULICS: OEPTH(fEET) = 0.43 HAlf STREET fLOOD WIDTH(fEET) 4.91 flOW VELOCITY(fEET/SEC.) = 4.00 DEPTH"VElOCITY(fT"fT/SEC.) 1.72 LONGEST flOWPATH fROM NODE 215.00 TO NODE 214.00 = 380.00 fEET. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 214.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM fOR CONflUENCE====: eeeeeAND 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 INTENSITY(INCH/HR) = 4.09 TOTAL STREAM AREA(ACRES) = 1.20 PEAK fLOW RATE(CfS) AT CONfLUENCE = 4.07 ** CONFLUENCE DATA "" STREAM RUNOff Tc INTENSITY AREA NUMBER (CfS) (MIN.) (INCH/HOUR) (ACRE) . 1 4.17 7.57 4.054 1.20 2 4.07 7.45 4.092 1.20 *********************************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 FLOY RATE TABLE ** STREAM RUNOff Tc INTENSITY NUMBER (CfS) (MIN.) (INCH/HOUR) 1 8.17 7.45 4.092 2 8.21 7.57 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 NOOE 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) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(fEET) = 1319.13 DOWNSTREAM ElEVATION(fEET) = 1297.23 STREET LENGTH(fEET) = 450.00 CURB HEIGHT(INCHES) = 6.0 r!V "::> 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 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 for Back-af-Walk FLow Section 0.0200 ""TRAVEL TIME COMPUTED USING ESTIMATED fLOW(CfS) = STREETflOW MODEL RESULTS USING ESTIMATED fLOW: STREET fLOW DEPTH(fEET) = 0.46 HALf STREET flOOD WIDTH(fEET) = 5.35 AVERAGE flOW VELOCITY(fEET/SEC.) = 7.56 PRODUCT Of DEPTH&VElOCITY(fT"fT/SEC.) 3.51 STREET fLOW TRAVEL TIME(MIN.) = 0.99 Tc(MIN.) 100 YEAR RAINfAll INTENSITY(INCH/HOUR) = 3.789 COMMERCIAL DEVELOPMENT RUNOff COEffICIENT = .8877 SOIL CLASSIFICATION IS HeH SUBAREA AREA(ACRES) 0.50 TOTAL AREA(ACRES) = 2.90 9.05 8.56 SUBAREA RUNOff(CfS) = PEAK flOW RATE(CfS) 1.68 9.89 END Of SUBAREA STREET fLOW HYDRAULICS: DEPTH(fEET) = 0.48 HAlf STREET flOOD WIDTH(fEET) 5.53 fLOW VELOCITY(fEET/SEC.) = 7.76 OEPTH"VElOCITY(fT"fT/SEC.) 3.71 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 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** 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-fAMILY(1/4 ACRE lOT) RUNOff COEffICIENT = .B168 SOIL CLASSIFICATION IS "B" SUBAREA RUNOff(CfS) 0.94 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOff(CfS) = 0.94 . **************************************************************************** FLOW PROCESS FROM NODE 219.00 TO NODE 220.00 IS CODE = 61 t~tttCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USED)==:== t;<b ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ElEVATION(fEET) = 1342.DB 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 GRADEBREAK(fEET) INSIDE STREET CROSSfALl(DECIMAl) 0.020 OUTSIDE STREET CROSSfALL(DECIMAL) = 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-at-WaLk Flow Section = 0.0200 **TRAVEl TIME COMPUTED USING ESTIMATED flOW(CfS) STREETflOW MODEL RESULTS USING ESTIMATED fLOW: STREET fLOW DEPTH(fEET) = 0.51 HAlf STREET fLOOD WIDTH(fEET) = 6.31 AVERAGE fLOW VELOCITY(fEET/SEC.) = 6.08 PRODUCT Of DEPTH&VElOCITY(fT*fT/SEC.) = 3.09 STREET flOW TRAVEL TIME(MIN.) = 3.84 Tc(MIN.) = 100 YEAR RAINfAll INTENSITY(INCH/HOUR) = 3.517 SINGlE'fAMILY(1/4 ACRE lOT) RUNOff COEffICIENT = .8345 SOIL CLASSIFICATION IS PC" SUBAREA AREA(ACRES) 5.30 TOTAL AREA(ACRES) = 5.55 8.78 9.81 SUBAREA RUNOff(CfS) PEAK fLOW RATE(CfS) = 15.55 16.50 . END Of SUBAREA STREET flOW HYDRAULICS: DEPTH(fEET) = 0.62 HAlf STREET flOOD WIDTH(fEET) 13.59 fLOW VELOCITY(fEET/SEC.) = 6.34 DEPTH*VELOCITY(fT*fT/SEC.) = 3.96 *NOTE: INITIAL SUBAREA 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 = .....DESIGNATE 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 ~ttttRATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE fAMILY (1/4 ACRE) TC = K*[CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLO~-LENGTH = 120.00 UPSTREAM ELEVATION = 1344.70 DOWNSTREAM ELEVATION = 1342.65 ELEVATION DIffERENCE = 2.05 TC = 0.393*[( 120.00**3)/( 2.05))**.2 6.013 100 YEAR RAINfALL INTENSITY(INCH/HOUR) = 4.602 ~ . . I i . SINGLE-fAMllY(1/4 ACRE lOT) RUNOff COEffICIENT = .8166 SOIL CLASSIFICATION IS "BU SUBAREA RUNOff(CfS) = 0.94 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOff(CfS) = 0.94 **************************************************************************** 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 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 GRADEBREAK(fEET) = 18.00 INSIDE STREET CROSSfAlL(DECIMAl) = 0.020 OUTSIDE STREET CROSSfAlL(DECIMAl) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSfALL(DECIMAl) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREET flOW MODEL RESULTS USING ESTIMATED flOW: STREET flOW DEPTH(fEET) = 0.50 HALf STREET flOOD WIDTH(fEET) = 5.78 AVERAGE flOW VElOCITY(fEET/SEC.) - 5.99 PRODUCT Of DEPTH&VElOCITY(fT*fT/SEC.) = 2.99 STREET flOW TRAVEL TIME(MIN.) = 3.89 Tc(MIN.) 100 YEAR RAINfALL INTENSITY(INCH/HOUR) = 3.498 SINGLE-fAMIlY(1/4 ACRE LOT) RUNOff COEffICIENT = .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: OEPTH(fEET) = 0.61 HAlf STREET flOOD WIOTH(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~ .....AND COMPUTE VARIOUS CONfLUENCED STREAM VALUES~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER Of STREAMS = 2 CONfLUENCE VALUES USED fOR INDEPENDENT STREAM 2 ARE: TIME Of CONCENTRATION(MIN.) 9.91 RAINfAll INTENSITY(INCH/HR) = 3.50 TOTAL STREAM AREA(ACRES) = 5.25 PEAK fLOW RATE(CfS) AT CONfLUENCE = 15.53 ** CONFLUENCE DATA ** STREAM RUNOFF Tc r ~ INTENSITY AREA . . . NUMBER 1 2 (CfS) 16.50 15.53 (MIN. ) 9.81 9.91 (INCH/HOUR) 3.517 3.498 (ACRE) 5.55 5.25 *********************************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. ************************************************************************** RAINfAll INTENSITY AND TIME Of CONCENTRATION RATIO CONfLUENCE fORMULA USED fOR 2 STREAMS. ** PEAK fLOW RATE TABLE ** STREAM RUNOff To INTENSITY NUMBER (CfS) (MIN. ) (I 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 To(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===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIfIED VALUES ARE AS fOllOWS: TC(MIN) = 9.81 RAIN INTENSITY(INCH/HOUR) = 3.52 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOff(CfS) = 8.98 **************************************************************************** flOW PROCESS fROM NODE 220.00 TO NODE 217.00 IS CODE = 11 .....CONflUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF To INTENSITY AREA NUMBER (CfS) (MIN.) (INCH/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 To INTENSITY AREA NUMBER (CfS) (MIN.) (I NCH/HOUR) (ACRE) 1 9.89 8.56 3.789 2.90 LONGEST flOWPATH fROM NODE 212.00 TO NODE 217.00 890.00 fEET. *********************************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. ************************************************************************** ** PEAK STREAM NUMBER flOW RATE RUNOff (CfS) TABLE ** To (MIN. ) I NTENS ITY (INCH/HOUR) ~ . . . 1 2 17.73 18.16 8.56 9.81 3.789 3.517 COMPUTED CONflUENCE PEAK fLOW RATE(CfS) TOTAL AREA(ACRES) = ESTIMATES ARE AS fOLLOWS: = 17.73 Tc(MIN.) = 2.91 8.56 **************************************************************************** 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 **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 217.00 IS CODE = 41 .....COMPUTE PIPE-fLOW TRAVEL TIME THRU SUBAREA====: tttttUSING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(fEET) = 1292.00 DOWNSTREAM(fEET) = fLOW LENGTH(fEET) = 85.00 MANNING'S N = 0.013 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.) = lONGEST flOWPATH fROM NODE 1291.34 NUMBER Of PIPES 0.11 Tc(MIN.) = 218.00 TO NODE 9.92 217.00 = 1605.00 fEET. **************************************************************************** flOW PROCESS fROM NODE 220.00 TO NODE 220.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM fOR CONfLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER Of STREAMS = 2 CONflUENCE VALUES USED fOR INDEPENDENT STREAM 1 ARE: TIME Of CONCENTRATION(MIN.) 9.92 RAINfALL INTENSITY(INCH/HR) = 3.50 TOTAL STREAM AREA(ACRES) = 10.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.90 **************************************************************************** fLOW PROCESS fROM NODE 217.00 TO NODE 7 217.00 IS CODE = ~~~~~USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 8.56 RAIN INTENSITY(INCH/HOUR) = 3.79 TOTAL AREA(ACRES) = 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===== .....USING USER-SPECIfIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------~ ---------------------------------------------------------------------------- 0\ ELEVATION DATA: UPSTREAM(fEET) 1296.50 flOW lENGTH(fEET) = 97.00 MANNING'S N 1290.99 DOWNSTREAM( fEET) 0.013 . 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 PIPES PIPE-fLOW(CfS) = 13.20 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH fROM NODE 0.12 Te(MIN.) = 221.00 TO NODE 8.68 220.00 = 1617.00 fEET. **************************************************************************** fLOW PROCESS fROM NODE 217.00 TO NODE 217.00 IS CODE = <<<<<DESIGNATE INDEPENDENT STREAM fOR CONfLUENCE===== ~~~~~AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER Of STREAMS = 2 CONfLUENCE VALUES USED fOR 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 NUMBER 1 2 RUNOff (CfS) 22.90 13.20 Te (MIN.) 9.92 8.68 INTENSITY (INCH/HOUR) 3.496 3.762 AREA (ACRE) 10.80 2.91 *********************************WARNI NG********************************** . IN THIS COMPUTER PROGRAM, THE CONflUENCE VALUE USED IS BASED ON THE RCfC&WCD fORMULA Of PLATE 0-1 AS DEfAULT VALUE. THIS fORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINfAll INTENSITY AND TIME Of CONCENTRATION RATIO CONflUENCE fORMULA USED fOR 2 STREAMS. ** PEAK flOW RATE TABLE ** STREAM RUNOff Te INTENSITY NUMBER (CfS) (MIN.) (INCH/HOUR) 1 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 Te(MIN.) = 9.92 TOTAL AREA(ACRES) = 13.71 LONGEST fLOWPATH fROM NODE 221.00 TO NODE 217.00 = 1617.00 fEET. **************************************************************************** flOW PROCESS fROM NODE 217.00 TO NODE 2111.00 IS CODE = 41 ~~~~~COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== <<<<<USING USER-SPECIfIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ELEVATION DATA: UPSTREAM(fEET) = 1290.30 DOWNSTREAM(fEET) 1284.12 flOW LENGTH(fEET) = 300.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 17.0 INCHES PIPE-fLOW VELOCITY(fEET/SEC.) = 12.27 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER Of PIPES PIPE-flOW(CfS) = 35.16 PIPE TRAVEL TIME(MIN.) = 0.41 Te(MIN.) = 10.33 lONGEST flOWPATH fROM NODE 221.00 TO NODE 2111.00 = 1917.50 fEET. ~ **************************************************************************** flOW PROCESS fROM NODE 2111.00 TO NODE 211.00 IS CODE = 41 . tttttCOMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIfIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(fEET) = 1284.04 DOWNSTREAM(fEET) 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 NUMBER Of PIPES = PIPE-flOW(CfS) = 35.16 PIPE TRAVEL TIME(MIN.) = LONGEST fLOWPATH fROM NODE 1277.14 0.06 Tc(MIN.) = 10.38 221.00 TO NODE 211.00 1990.50 fEET. **************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 211.00 IS CODE = 11 tttttCONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOff Tc I NTENS ITY AREA NUMBER (CfS) (MIN.) (INCH/HOUR) (ACRE) 1 35.16 10.38 3.409 13.71 lONGEST flOWPATH fROM NODE 221.00 TO NODE 211.00 1990.50 fEET. ** MEMORY BANK # CONFLUENCE DATA ** . STREAM RUNOff Tc I NTENS ITY AREA NUMBER (CfS) (MIN.) (INCH/HOUR) (ACRE) 1 22.39 13.96 2.897 8.37 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&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 51.82 10.38 3.409 2 52.28 13.96 2.897 COMPUTED CONflUENCE PEAK fLOW RATE(CfS) TOTAL AREA(ACRES) = ESTIMATES ARE AS fOLLOWS: 51.82 Tc(MIN.) = 22.08 10.38 **************************************************************************** flOW PROCESS fROM NODE 211.00 TO NODE 2112.00 IS CODE = 41 . .....COMPUTE PIPE-flOW TRAVEL TIME THRU SUBAREA===== tttttUSING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(fEET) = 1276.65 DOWNSTREAM(fEET) fLOW lENGTH(fEET) = 49.00 MANNING'S N = 0:013 DEPTH Of flOW IN 30.0 INCH PIPE IS 13.6 INCHES PIPE-flOW VELOCITY(fEET/SEC.) = 24.01 1272.00 If'. . . . GIVEN PIPE DIAMETER(INCH) = 30.00 PIPE-fLOW(CfS) = 51.82 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE NUMBER OF P I PES 0.03 Tc(MIN.) = 221.00 TO NODE 10.42 2112.00 = 2039.50 fEET. **************************************************************************** fLOW PROCESS fROM NODE 2112.00 TO NODE 223.00 IS CODE = ~~(t(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 = 51.82 **************************************************************************** flOW PROCESS fROM NODE 224.00 TO NODE 225.00 IS CODE = 21 tttttRATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMEO INITIAL SUBAREA UNIfORM DEVELOPMENT IS: UNDEVELOPED WITH fAIR COVER TC = K*[(lENGTH**3)/(ElEVATION CHANGE)J**.2 INITIAL SUBAREA fLOW-LENGTH = 270.00 UPSTREAM ELEVATION = 1310.00 DOWNSTREAM ELEVATION = 1288.00 ELEVATION DIffERENCE = 22.00 TC = 0.709*[( 270.00**3)/( 22.00)]**.2 10.996 100 YEAR RAINfALL INTENSITY(INCH/HOUR) = 3.303 SOIL CLASSIFICATION IS HSH SUBAREA RUNOff(CfS) TOTAL AREA(ACRES) = 1.35 0.60 1.35 TOTAL RUNOff(CfS) = **************************************************************************** flOW PROCESS fROM NODE 225.00 TO NODE 223.00 IS CODE = 52 .....COMPUTE NATURAL VAllEY CHANNEL fLOW====: eeeeeTRAVELTIME THRU SUBAREA====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION OATA: UPSTREAM(FEET) = 1288.00 OOWNSTREAM(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 lACfCD/RCfC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.74 Tc(MIN.) = 14.73 lONGEST flOWPATH fROM NODE 224.00 TO NODE 223.00 = 870.00 fEET. **************************************************************************** flOW PROCESS fROM NODE 225.00 TO NODE 223.00 IS CODE = 81 eeeeeAOOITION Of SUBAREA TO MAINLINE PEAK FLOY====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINfAll INTENSITY(INCH/HOUR) = 2.813 UNDEVELOPED WATERSHED RUNOff COEffICIENT = .7772 SOIL CLASSIFICATION IS HOH SUBAREA AREA(ACRES) 3.10 TOTAL AREA(ACRES) 3.70 TC(MIN) = 14.73 SUBAREA RUNOff(CfS) = TOTAL RUNOff(CfS) = 6.78 8.13 ~ **************************************************************************** flOW PROCESS fROM NODE 223.00 TO NODE 223.00 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.) = 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 I NTENS I TV (INCH/HOUR) 3.403 2.813 AREA (ACRE) 22.08 3.70 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONfLUENCE VALUE USED IS BASED ON THE RCfC&WCD fORMULA Of PLATE D-l AS DEfAULT VALUE. THIS fORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE Of PEAK fLOW. ************************************************************************** RAINfALL INTENSITY AND TIME Of CONCENTRATION RATIO CONflUENCE fORMULA USED fOR 2 STREAMS. ** PEAK flOW RATE TABLE ** . STREAM RUNOff Tc INTENSITY NUMBER (CfS) (MIN. ) (INCH/HOUR) 1 57.57 10.42 3.403 2 50.97 14.73 2.813 COMPUTED CONfLUENCE ESTIMATES ARE AS fOLLOWS: 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 1 PER HEC-1 ROUTI~~ 1 SEE ATTACHED HEC-1 OUTPUT 1 1 1 +-_.._----~~-~---_._-_..._----_...._.._---------------.----~--~~-----------+ **************************************************************************** fLOW PROCESS fROM NODE 223.00 TO NODE 223.00 IS CODE = 7 .....USER SPECIfIED HYDROLOGY INfORMATION AT NODE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOllOWS: ~:C(MIN) = 16.20 RAIN INTENSITY(INCH/HOUR) = 2.67 ~OTAL AREA(ACRES) = 25.78 TOTAL RUNOff(CfS) = 19.00 ****~*~!:;;:.:*:*****?*~~~~~*~:~:1*~;~************************* . FLOW PROCESS FROM NODE 223.00 TO NODE 223.00 IS CODE = 10 tttttMAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~\ . . . +-----------------------------.---------------.----------------------------+ , return bypass 1 1 1 1 1 +-----------------------------------------------.--------------------------+ **************************************************************************** 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 INTENSITYIINCH/HOUR) = 3.79 TOTAL AREA(ACRES) = O.DD TOTAL RUNOff(CfS) = 4.53 **************************************************************************** flOW PROCESS fROM NODE 217.0D TO NODE 226.00 IS CODE = 61 <<<<<COMPUTE STREET flOW TRAVEL TIME THRU SUBAREA====: <<<<<ISTANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(fEET) = 1297.23 DOWNSTREAM ElEVATION(fEET) = 1282.65 STREET LENGTHlfEET) = 200.00 CURB HEIGHT(INCHES) = 6.0 STREET HAlfWIDTH(fEET) = 33.00 DISTANCE fROM CROWN TO CROSSfAll GRADEBREAK(fEET) = 20.00 INSIDE STREET CROSSfALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSfAll(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSfALL(DECIMAL) = 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(fEET) = 0.35 HALf STREET fLOOD WIDTH(fEET) = AVERAGE fLOW VELOCITY(fEET/SEC.) PRODUCT Of DEPTH&VElOCITY(fT*fT/SEC.) = STREET fLOW TRAVEL TIME(MIN.) = 0.44 100 YEAR RAINFALL INTENSITY(INCH/HOUR) COMMERCIAL DEVELOPMENT RUNOff COEffICIENT SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) 0.30 TOTAL AREA(ACRES) = 0.30 5.03 3.89 7.~ 2.66 TcIMIN.) 3.688 = .8874 9.00 0.98 5.51 SUBAREA RUNOff(CfS) = PEAK flOW RATE(CfS) END Of SUBAREA STREET fLOW HYDRAULICS: OEPTH(fEET) = 0.36 HALf STREET fLOOD WIDTH(fEET) = 4.05 flOW VElOCITY(fEET/SEC.) = 7.80 DEPTH*VElOCITY(fT*fT/SEC.) 2.81 LONGEST flOWPATH fROM NODE 221.00 TO NODE 226.00 = 2239.50 fEET. **************************************************************************** FLOW 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.~ ~ **************************************************************************** flOW PROCESS fROM NODE 226.00 TO NODE 227.00 IS CODE = . <<<<<DESIGNATE INDEPENDENT STREAM fOR CONflUENCE====: . -1 i i I . ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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 CHANGE)]**.2 INITIAL SUBAREA flOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1319.35 DOWNSTREAM ELEVATION = 1282.65 ELEVATION DIffERENCE = 36.70 TC = 0.303*[( 700.00**3)/( 36.70)]**.2 7.511 100 YEAR RAINfAll INTENSITY(INCH/HOUR) = 4.073 COMMERCIAL DEVELOPMENT RUNOff COEffICIENT .8885 SOIL CLASSIFICATION IS "C" SUBAREA RUNOff(CfS) = TOTAL AREA(ACRES) = 3.08 0.85 3.08 TOTAL RUNOff(CfS) = **************************************************************************** flOW PROCESS fROM NODE 227.00 TO NODE 227.00 IS CODE = eeeeeDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE:==;: eeeeeAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES:==;: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .'i 'I ! 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) = 0.85 PEAK fLOW RATE(CfS) AT CONfLUENCE = 3.08 ** CONFLUENCE DATA ** STREAM RUNOff Tc INTENSITY AREA NUMBER (CfS) (MIN. ) (I NCH/HOUR) (ACRE) 1 1.21 9.00 3.687 0.01 2 3.08 7.51 4.073 0.85 *********************************UARNI 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 MAKIMUM VALUE Of PEAK fLOW. ************************************************************************** RAINfAll INTENSITY AND TIME Of CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ~9J ** PEAK STREAM NUMBER 1 2 FLO~ RATE TABLE ** RUNOFF Tc (CfS) (MIN.) 4.09 7.51 3.99 9.00 I NTENS I TV (INCH/HOUR) 4.073 3.687 . COMPUTED CONflUENCE ESTIMATES. ARE AS fOllOWS: PEAK fLOW RATE(CfS) 4.09 Tc(MIN.) = TOTAL AREA(ACRES) = 0.86 lONGEST fLOWPATH fROM NODE 221.00 TO NODE 7.51 227.00 = 2239.50 fEET. **************************************************************************** flOW PROCESS fROM NODE 227.00 TO NODE 230.00 IS CODE = 61 .....COMPUTE STREET flOW TRAVEL TIME THRU SUBAREA====: .....(STANDARD CURB SECTION USEO)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(fEET) = 1282.65 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 GRADEBREAK(fEET) INSIDE STREET CROSSfAll(DECIMAl) = 0.020 OUTSIDE STREET CROSSfALl(OECIMAL) = 0.080 30.00 SPECIfIED NUMBER Of HALf STREETS CARRYING RUNOff = STREET PARKWAY CROSSfALL(DECIMAl) = 0.020 Manning's FRICTION FACTOR for Streetflaw Sectian(curb-to-curb) Manning's FRICTION FACTOR for Back-af-Walk Flaw Section = 0.0200 0.0150 . **TRAVEL TIME COMPUTED USING ESTIMATEO fLOW(CfS) 5.06 STREET flOW MODEL RESULTS USING ESTIMATED fLOW: STREET fLOW DEPTH(fEET) = 0.45 HAlf STREET fLOOO WIDTH(fEET) = 5.17 AVERAGE flOW VELOCITY(fEET/SEC.) 4.52 PROOUCT 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 = .8874 SOIL CLASSIfICATION IS "c" SUBAREA 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 HAlfSTREETflOOO WIDTH(fEET) = 5.56 flOW VElOCITY(fEET/SEC.) = 4.69 DEPTH*VElOCITY(fT*fT/SEC.) lONGEST flOWPATH fROM NODE 221.00 TO NODE 230.00 = 2659.50 2.26 fEET. **************************************************************************** FLO~ PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = ---------------------------------------------------------------------------- .....OESIGNATE INDEPENOENT STREAM fOR CONflUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . TOTAL NUMBER Of STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME Of CONCENTRATION(MIN.) 9.06 RAINfALL INTENSITY(INCH/HR) = 3.67 TOTAL STREAM AREA(ACRES) = 1.46 PEAK fLOW RATE(CfS) AT CONfLUENCE = 6.04 fJ~ . . . **************************************************************************** flOW PROCESS FROM NODE 231.00 TO NODE 230.00 IS CODE = 21 ~ttttRATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/CElEVATION CHANGE)]**.2 INITIAL SUBAREA fLOW-lENGTH = 975.00 UPSTREAM ELEVATION = 13D2.16 DOWNSTREAM ELEVATION = 1275.15 ELEVATION DIffERENCE = 27.01 TC = 0.303*[( 975.00**3)/( 27.D1)]**.2 9.743 100 YEAR RAINfAll INTENSITY(INCH/HOUR) = 3.530 COMMERCIAL DEVELOPMENT RUNOff COEffICIENT = .8794 SOIL CLASSIFICATION IS nBn SUBAREA RUNOff(CfS) = 3.10 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOffCCfS) = 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 TOTAL STREAM AREA(ACRES) = 1.00 PEAK fLOW 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 CACRE) 1.46 1.00 *********************************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 8.93 9.06 3.674 2 8.91 9.74 3.530 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK fLOW RATE(CfS) = 8.93 Tc(MIN.) = TOTAL AREACACRES) = 2.46 LONGEST fLDWPATH fROM NODE 221.00 TO NODE 9.06 230.00 = 2659.50 fEET. **************************************************************************** flOW PROCESS fROM NODE 223.00 TO NODE (I.> 230.00 IS CODE = 11 <<<<<CONfLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOff Te INTENSITY AREA NUMBER (CfS) (MIN.) (INCH/HOUR) (ACRE) 1 8.93 9.06 3.674 2.46 LONGEST flOWPATH fROM NODE 221.00 TO NODE 230.00 = 2659.50 fEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOff Te INTENSITY AREA NUMBER (CfS) (MIN. ) (I NCH/HOUR) (ACRE) 1 19.00 16.20 2.670 25.78 LONGEST fLOWPATH fROM NODE 221.00 TO NODE 230.00 = 2039.50 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 1 2 fLOW RATE RUNOff (CfS) 19.56 25.49 TABLE ** Te (MIN.) 9.06 16.20 INTENSITY (I NCH/HOUR) 3.674 2.670 . COMPUTED CONfLUENCE PEAK flOW RATE(CfS) TOTAL AREA(ACRES) = ESTIMATES ARE AS fOLLOWS: 25.49 Te(MIN.) = 28.24 16.20 **************************************************************************** fLOW PROCESS fROM NODE 230.00 TO NODE 232.00 IS CODE = 41 ~~~~tCOMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA====: <<<<<USING USER-SPECifiED PIPESIZE (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(fEET) = 1271.14 DOWNSTREAM(fEET) flOW lENGTH(fEET) = 70.58 MANNING'S N = 0.013 DEPTH Of fLOW IN 30.0 INCH PIPE IS 16.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.02 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER Of PIPES = PIPE-FLOW(CFS) = 25.49 PIPE TRAVEL TIME(MIN.) = lONGEST fLOWPATH fROM NODE 1270.35 0.13 Te(MIN.) = 16.33 221.00 TO NODE 232.00 = 2730.08 fEET. *********************************************************~*********~******** fLOW PROCESS fROM NODE 232.00 TO NODE 232.00 IS CODE = <<<<<DESIGNATE INDEPENOENT STREAM fOR CONflUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . TOTAL NUMBER Of STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.33 RAINfAll INTENSITY(INCH/HR) = 2.66 TOTAL STREAM AREA(ACRES) = 28.24 PEAK flOW RATE(CfS) AT CONflUENCE e 25.49 **************************************************************************** ~ FLOW PROCESS FROM NODE 226.00 TO NODE 226.00 IS CODE = 7 --------~------------------_._-_.._---------------_._---------_.----~------- <<<<<USER SPEClflEO HYOROLOGY INfORMATION AT NODE====: . ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER.SPECIfIED VALUES ARE AS fOLLOWS: TC(MIN) = 9.00 RAIN INTENSITY(INCH/HOUR) = 3.69 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 PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(fEET) = 1277.65 DOYNSTREAM(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.) = 0.70 Tc(MIN.) = lONGEST fLOWPATH fROM NODE 231.00 TO NODE = 1275.10 9.70 233.00 1207.60 fEET. **************************************************************************** flOW PROCESS fROM NODE 233.00 TO NODE 232.00 IS CODE = 41 tttttCOMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== <<<<<USING USER-SPECIfIED PIPESIZE (EXISTING ELEMENT)====: ---------------------------------------------------------------------------- -------------------------------------------------------..-------------------- . ELEVATION OATA: UPSTREAM(fEET) = 1274.85 DOWNSTREAM(fEET) FLOW LENGTH(FEET) = 159.74 MANNtNG/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.) = 0.35 Tc(MIN.) = LONGEST fLOWPATH fROM NODE 231.00 TO NODE = 1270.50 10.06 232.00 = 1367.34 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 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 Tc INTENSITY AREA NUMBER (CfS) (MIN. ) (INCH/HOUR) (ACRE) . 1 25.49 16.33 2.658 2B.24 2 4.20 10.06 3.469 0.30 *********************************WARNtNG********************************** . IN THIS COMPUTER PROGRAM, THE CONflUENCE VALUE USED IS BASED ON THE RCfC&WCD fORMULA Of PLATE 0-1 AS DEfAULT VALUE. THIS fORMULA lrl~ . . . 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 TABLE ** Te (MIN.) 10.06 16.33 FLOW RATE RUNOff (CfS) 19.89 28.71 INTENSITY (INCH/HOUR) 3.469 2.658 COMPUTED CONfLUENCE ESTIMATES ARE AS fOLLOWS: PEAK flOW RATE(CfS) = 28.71 Te(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 tttttCOMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIfIED PIPESIZE (EXISTING ElEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1269.43 ELEVATION DATA: UPSTREAM(fEET) = 1270.00 DOWNSTREAM(fEET) = 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 PIPE TRAVEL TIME(MIN.) = lONGEST flOWPATH fROM NODE 0.01 Te(MIN.) = 16.34 221.00 TO NODE 234.00 = 2742.61 fEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END Of STUDY SUMMARY: TOTAL AREA(ACRES) PEAK flOW RATE(CfS) 28.54 TC(MIN.) = 28_n 16.34 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END Of RATIONAL METHOD ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .~ . . . ********.*********.**.**.*************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright Ver. 8.0 1982-2000 Advanced Engineering Software (aes) ReLease Date: 01/01/2000 License 10 1264 AnaLysis prepared by: RBF & Associates 14725 ALton Parkway Irvine, CA 92618 TIME/DATE Of STUDY: 09:21 06/25/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NODES 204 AND 207 * 100.YEAR * * * * ************************************************************************** **************************************************************************** ....SUMP TYPE BASIN INPUT INfORMATION==== Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INfLOW(CfS) = BASIN OPENING(fEET) DEPTH Of WATER(fEET) = 11.20 0.83 0.83 ....CAlCUlATED ESTIMATED SUMP BASIN WIDTH(fEET) = 4.80 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~ . . . ***~************************************************************************ HYDRAULIC ELEMENTS . I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License 10 1264 Anatysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 TIME/DATE Of STUDY: 14:11 06/18/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** . NODE 217 * 100-YEAR . . . . ************************************************************************** **************************************************************************** ....fLOWBY CATCH BASIN INLET CAPACITY INPUT INfORMATION==== Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETflOW(CfS) = 17.73 GUTTER fLOWDEPTH(fEET) = 0.40 BASIN lOCAL DEPRESSION(fEET) = 0.33 flOWBY BASIN WIDTH(fEET) = 28.00 ttttCALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 46.3 ....CAlCUlATED ESTIMATED INTERCEPTION(CfS) = 13.2 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~ . . . *......***.....................*..................*...********************** 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: 16:08 OS/25/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * node 217 . . . . . ************************************************************************** **************************************************************************** ....STREETfLOW MODEL INPUT INfORMATION===: CONSTANT STREET GRADE(fEET/fEET) = 0.082000 CONSTANT STREET fLOW(CfS) = 17.73 AVERAGE STREET flOW fRICTION fACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALf-WIDTH(fEET) = 22.00 DISTANCE fROM CROWN TO CROSSfAll GRADEBREAK(fEET) = 20.00 INTERIOR STREET CROSSfAll(DECIMAL) = 0.020000 OUTSIDE STREET CROSSfALl(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(fEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIOTH(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) = 0.40 HAlf STREET fLOOD WIDTH(fEET) = 14.19 AVERAGE fLOW VELOCITY(fEET/SEC.) = 8.21 PRODUCT Of DEPTH&VElOCITY = 3.28 ============================================================================ ~\ . . . **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ..-------------------------------------------------------------------------- TIME/DATE Of STUDY: 15:56 OS/25/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * node 220 * * * * * ************************************************************************** **************************************************************************** ....fLOWBY CATCH BASIN INLET CAPACITY INPUT INfORMATION==:; --------------------------------------.------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETfLOW(CfS) = 31.88 GUTTER fLOWDEPTH(fEET) = 0.62 BASIN LOCAL OEPRESSION(fEET) = 0.33 fLOWBY BASIN WIDTH(fEET) = 28.00 ....CAlCULATED BASIN WIDTH fOR TOTAL INTERCEPTION = 52.5 ....CALCUlATEO ESTIMATED INTERCEPTION(CfS) = 22.9 ============================================================================ ~ i . HEC-RAS September 1998 Version 2.2 U.S. Army Corp of Engineers Hydrologic Engineering Center 609 Second Street, Suite 0 Davis, California 95616-4687 (916) 756-1104 x X XXXXXX X X X X X X X X XXXXXXX XXXX X X X X X X X X X X XXXXXX xxxx XXXX XX X XX XXX XXXXX X XXX XXXX X X X X X XXXX XXXX XXX xxxx xxxx xxxxxx X X X XXXXX PROJECT DATA Project Title: CROWNE Hill Project File : Ch.p~ Run Date and Time: 6/25/01 9:04:59 AM Project in English units PLAN DATA . i i I i I i ! Plan Title: Plan 10 Plan File: C:IHECIRASICh.p10 Geometry Title: NORTHSIRE @ 24+00 Geometry File: C:IHECIRASICh.g06 Flow Title Flow File : rev-nat01 : C:IHEClRASICh.f02 Plan Summary Information: Number of: Cross Sections;: 5 MuJitple Openings;: 0 Culverts ;: 0 Inline Weirs ;: 0 Bridges = 0 Computational Information Water surface calculation tolerance;: 0.01 Critical depth calculaton tolerance;: 0.01 Maximum number of interations ;: 20 Maximum difference tolerance ;: 0.3 Flow tolerance factor ;: 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Mixed Flow FLOW DATA Flow Title: rev-nat01 Flow File: C:IHEClRASICh.f02 .. Flow Data (cfs) River Reach 1 1 RS PF 1 31.88 5 ,,\'lJ . Boundary Conditions River Reach Profile Upstrea~ Downstream PF 1 Normal S = .05 Normal S = .05 GEOMETRY DATA Geometry Tille: NORTHSIRE @ 24+00 Geometry File: C:\HEC\RAS\Ch.g06 CROSS SECTION RIVER: 1 REACH: 1 RS:5 INPUT Description: S= 5.36% Station Elevation Data nurn:= 9 Sta Elev Sta Elev Sla Elev -6 5.8 0 5.68 0 5.18 38 3.82 40 3.66 40 4.16 Sla Elev Sta Elev 2 5.34 20 4.56 46 4.28 Manning's n Values nurn; 3 Sla n Val Sla n Val Sta n Val -6 .015 -6 .015 46 .015 Bank Sla: Left Right Lengths: Left Channel Right Coelf Conlr. Expan. -6 46 10 10 10 .1.3 . CROSS SECTION RIVER: 1 REACH: 1 RS: 4 INPUT Description: S= 5.36% Station Elevation Data nurn; 9 Sta Elev Sla Elev Sta Elev -6 5.26 0 5.14 0 4.64 38 3.28 40 3.12 40 3.62 Sta Elev Sta Elev 2 4.8 20 4.02 46 3.74 Manning's n Values Sla n Val Sta -6 .015 -6 nurn; 3 n Val Sla n Val .015 46 .015 Bank Sla: Left Right Lengths: Left Channel Right Coelf Contr. Expan. -6 46 10 10 10 .1.3 CROSS SECTION RIVER: 1 REACH: 1 RS:3 INPUT Description: S= 5.36% Station Elevation Data nurn= 9 Sla Elev Sta Elev Sla Elev Sta Elev Sla Elev -6 4.72 0 4.6 0 4.1 2 4.26 20 3.48 38 2.74 40 2.58 40 3.08 46 3.2 Manning's n Values 8ta n Val 8ta -6 .015 -6 nurn= 3 n Val 8ta n Val .015 46 .015 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. -6 46 10 10 10 .1.3 . CROSS SECTION RIVER: 1 REACH: 1 RS: 2 ~~ '.' INPUT Description: S= 5.36% Station Elevation Data num= 9 Sta Elev Sta Elev Sta Elev -6 4.18 0 4.06 0 3.56 38 2.2 40 2.04 40 2.54 Sta Elev Sta Elev 2 3.72 20 2.94 46 2.66 Manning's n Values num: 3 Sta n Val Sta n Val Sta n Val -6 .015 -6 .015 46 .015 Bank 8ta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. -6 46 10 10 10 .1.3 CROSS SECTION RIVER: 1 REACH: 1 RS: 1 INPUT Description: Station Elevation Data num= 9 8ta EJev Sta Elev Sta Elev -6 3.64 0 3.52 0 3.02 38 1.66 40 1.5 40 2 Sta Elev 8ta Elev 2 3.18 20 2.4 46 2.12 Manning's n Values num= 3 Sla n Val Sta n Val Sta n Val -6 .015 -6 .015 46 .015 Bank Sta: Left Right Lenglhs: Left Channel Right Coel! Contr. Expan. -6 46 0 0 0 .1.3 ~--- SUMMARY OF MANNING'S N VALUES River:1 Reach River Sta. n1 n2 n3 1 5 .015 .015 .015 1 4 .015 .015 .015 1 3 .015 .015 .015 1 2 .015 .015 .015 1 1 .015 .015 .015 SUMMARY OF REACH LENGTHS River: 1 Reach River 8ta. Left Channel Right 5 10 10 10 4 10 10 10 3 10 10 10 2 10 10 10 1 0 0 0 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: 1 Reach River 8ta. Contr. Expan. \..../ 5 .1 .3 ~ .1 .3 1 4 .1 .3 1 3 .1 .3 . 1 2 .1 .3 1 1 . . '\~ . ;i:~:Reach~:':~ "fRi.,ii.ii'Slii;f1 ,'!Ma:<;,ChIDplh~: ,:ta Total;~~ ;d,1IrlCh',EI:- lW;S"Elev,1l< CrlLW.S/"i 1 EG:'ElevX; ;~E.G..SlopS" "IYefChnft: !,;Aow,Area.);.,' HT6!iWldlh:" ,~Froui:!e #tht~ !..;;,\'~;;"~:''' , :ik,,'f.,.%/'\\i1 ;::ryF,~;f{ft) '~".:~:.d; ),_,tl(ds)~:f!" }p"',;r(ft);;',1;"~ 1~':;',,(ttj:W.Hj -,_. (ft){C, ,.>; 'c'{ft) ,.,,": V Z,{ftIft) <\'ii .!,'){(fliiij;'1fl? 1,<; {$q~rW{i;, ~7:;'(ft};..,\.\ ~"Zst2\:':;;;;'A:"J:,:~1 ,1't'c'{"'-,; ,.~;~" 5'di~)~sl5~ 0.62 31.88 3.66 4,28 4,52 5,22 0,050056 7.76 4,11 19.31 2,96 '11~'k;1..A14~ 0.62 31.88 3,12 3.74 3.98 4,70 0.052283 7.87 4.05 19.23 3.02 " . c'.... .,~-' '.' 3.21 '1.-'*1'.-.'-'....0.',. ,~, l~ 0.61 31.88 2,58 3.19 3.44 4,28 0,059201 8.30 3.84 18.52 ,~ ......~~. ." ._~ ;1F;:;-4::,;r,\Jf2:"~f!;(,;'N~"':1 0.61 31,88 2.04 2,65 2.90 3.76 0,062077 B,47 3.76 18,19 3,28 ~'S\:J'j',I:1,(;~'j: "t;t 0.61 31,8B 1.50 2.11 2.36 3.15 0.056847 8.15 3.91 18.80 3.15 HEC.RAS Plan' Plan 01 Riller' 1 Reach' 1 . . ~'\ . . . **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 TIME/DATE Of STUDY: 14:27 06/18/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** . NODE 226 . . . . . ************************************************************************** **************************************************************************** ....STREETfLOW MODEL INPUT INfORMATION==== CONSTANT STREET GRAOE(fEET/fEET) = 0.082000 CONSTANT STREET flOW(CfS) = 5.41 AVERAGE STREET flOW fRICTION fACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALf-WIDTH(fEET) = 22.00 DISTANCE fROM CROWN TO CROSS fAll GRADEBREAK(fEET) 20.00 INTERIOR STREET CROSSfALl(DECIMAl) = 0.020000 OUTSIDE STREET CROSSfAll(DECIMAl) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHT(fEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIOTH(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) = 0.29 HALf STREET fLOOD WIDTH(fEET) = 8.56 AVERAGE fLOW VElOCITY(fEET/SEC.) = 6.14 PRODUCT Of DEPTH&VELOCITY = 1.77 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~ . . I I I i I . *****.********************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 -------~--------_.-------------------------------------~-------------------- TIME/DATE Of STUDY: 14:26 06/18/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NODE 226 * * * * * ************************************************************************** **************************************************************************** ....flOWBY CATCH BASIN INLET CAPACITY INPUT INfORMATION==== ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for ftowby basins and sump basins. STREETflOW(CfS) = 5.41 GUTTER flOWDEPTH(fEET) = 0.29 BASIN lOCAL DEPRESSION(fEET) = 0.33 fLOWBY BASIN WIDTH(fEET) = 13.30 ....CAlCUlATED BASIN WIDTH fOR TOTAL INTERCEPTION = 19.8 ....CAlCUlATED ESTIMATED INTERCEPTION(CfS) = 4.2 ============================================================================ ~\ . . . **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 license 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 TIME/DATE Of STUDY: 14:06 06/21/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * nodes 204 and 207 * 10Q-year . . . . ************************************************************************** **************************************************************************** ....SUMP TYPE BASIN INPUT INfORMATION==== Curb Inlet Capacitles are approxlmated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INflOW(CfS) = BASIN OPENING(fEET) = DEPTH Of WATER(fEET) = 11.20 0.83 0.83 ....CAlCUlATED ESTIMATED SUMP BASIN WIDTH(fEET) 4.80 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~ . . . **************************************************************************** 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: 13:07 07/17/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** . NODE 230 . . . . . ************************************************************************** **************************************************************************** ....SUMP TYPE BASIN INPUT INfORMATION==== ------...--.---------.-...--------------.---.--------...----------...------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INflOW(CfS) = 8.93 8ASIN OPENING(fEET) = 0.83 DEPTH Of WATER(fEET) = 0.83 ....CAlCULATED ESTIMATED SUMP BASIN WIOTH(fEET) 3.83 ============================================================================ ~ . . . **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY flOOD CONTROL & WATER CONSERVATION DISTRICT (RCfC&WCDl 1978 HYDROLOGY MANUAL (~) 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 * 10-YEAR ************************** * * * * ************************************************************************** fILE NAME: 1Dl200.0AT TIME/DATE Of STUDY: 09:54 07/18/2001 -------------------------------------------------------------..------------- USER SPECIfIED HYDROLOGY AND HYDRAULIC MODEL INfORMATION: ---------------------------------------------------------------------------- USER SPECIfIED STORM EVENT(YEARl = 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) = 1.30D 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/HOURl = 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 CROSS fALL IN- / OUT-/PARK- HEIGHT WIDTH lIP HIKE fACTOR NO. (fT) (fTl SIDE / SIDE/ WAY (fT) (fT) (fTl (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.* **************************************************************************** FLO~ PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21 ---------------------------------------------------------------------------- 44444RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~1/ ASSUMED INITIAL SUBAREA UNIfORM . . . DEVELOPMENT IS SINGLE fAMILY (1/4 ACRE) Te = K*[(LENGTH**3)f(ELEVATION CHANGE)]**.2 INITIAL SUBAREA fLOW-lENGTH = 120.00 UPSTREAM ELEVATION = 1300.60 DOWNSTREAM ELEVATION = 1298.59 ELEVATION DIffERENCE = 2.01 TC = 0.393*[( 120.00**3)/( 2.01)]**.2 6.037 10 YEAR RAINfAll INTENSITY(INCH/HOUR) = 3.147 SINGlE-fAMILY(1/4 ACRE lOT) RUNOff COEffICIENT = .8443 SOIL CLASSIFICATION IS "0" SUBAREA RUNOff(CfS) = 0.53 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOff(CfS) = 0.53 **************************************************************************** fLOW PROCESS fROM NODE 202.00 TO NODE 203.00 IS CODE = 61 .....COMPUTE STREET flOW TRAVEL TIME THRU SUBAREA====: ~~~~t(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 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 STREET PARKWAY CROSSfAll(DECIMAl) = 0.020 Manning/s FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-af-WaLk Flow Section = 0.0200 **TRAVEl TIME COMPUTED USING ESTIMATED flOW(CfS) = STREET flOW MODEL RESULTS USING ESTIMATED flOW: STREET fLOW DEPTH(fEET) = 0.41 HALf STREET 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 Tc(MIN.) 9.26 10 YEAR. RAINfALL INTENSITY(INCH/HOUR) = 2.486 SINGlE-FAMILY(1j4 ACRE LOT) RUNOFF COEFFICIENT = .8318 SOIL CLASSIFICATION IS Hon SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOff(CfS) TOTAL AREA(ACRES) = 1.80 PEAK fLOW RATE(CfS) 2.20 3.31 3.84 END Of SUBAREA STREET flOW HYDRAULICS: DEPTH(fEET) = 0.50 HAlf STREET 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 203.00 TO NODE 204.00 IS CODE = 61 .....COMPUTE STREET fLOW TRAVEL TIME THRU SUBAREA====: ~~~~~CSTANDARD 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 fO'b 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 Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-Yatk FLow Section 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED flOW(CfS) = STREETflOW MODEL RESULTS USING ESTIMATED flOW: STREET fLOW DEPTH(fEET) = 0.59 HALf STREET fLOOD WIDTHlfEET) = 11.54 AVERAGE fLOW VELOCITY(fEET/SEC.) = 2.82 PRODUCT Of DEPTH&VELOCITYlfT'fT/SEC.) = 1.67 STREET flOW TRAVEL TIME(MIN.) = 5.03 TCIMIN.) 10 YEAR RAINfAll INTENSITYIINCH/HOUR) 1.958 SINGLE-fAMILY(1/4 ACRE LOT) RUNOff COEffICIENT = .8168 SOIL CLASSIFICATION IS no" SUBAREA AREA(ACRES) = 2.92 TOTAL AREA(ACRES) = 4.72 6.17 14.29 SUBAREA RUNOff(CfS) PEAK flOW RATE(CfS) = 4.67 8.51 END Of SUBAREA STREET flOW HYDRAULICS: DEPTH(fEET) = 0.65 HAlf STREET fLOOD WIDTH(fEET) = 15.33 flOW VELOCITY(fEET/SEC.) = 2.83 DEPTH'VELOCITYlfT'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 = ---------------------------------------------------------------------------- tttetDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONfLUENCE VALUES USED fOR INDEPENDENT STREAM 1 ARE: TIME Of CONCENTRATION(MIN.) 14.29 RAINfALL INTENSITY(INCH/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 ---------------------------------------------------------------------------- (eeeeRATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ASSUMED INITIAL SUBAREA UNIfORM DEVELOPMENT IS SINGLE fAMILY 11/4 ACRE) TC = K'[IlENGTH"3)/(ELEVATION CHANGE)]".2 INITIAL SUBAREA fLOW-LENGTH = 136.00 UPSTREAM ELEVATION = 1298.00 DOWNSTREAM ELEVATION = 1295.76 ELEVATION DiffERENCE = 2.24 TC = 0.393*[( 136.00**3)/( 2.24)]**.2 6.368 10 YEAR RAINfALL INTENSITY(INCH/HOUR) = 3.056 SINGlE-fAMILY(1/4 ACRE LOT) RUNOff COEffICIENT = .8429 SOIL CLASSIFICATION IS "0" SUBAREA RUNOff(CfS) 0.52 TOTAL AREAIACRES) = 0.20 TOTAL RUNOffICfS) = 0.52 ~ **************************************************************************** fLOW PROCESS fROM NODE 206.00 TO NODE 207.00 IS CODE = 61 . .....COMPUTE STREET fLOW TRAVEL TIME THRU SUBAREA====: .....(STANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ElEVATION(fEET) = 1295.26 DOWNSTREAM ELEVATION(fEET) = 1290.54 STREET LENGTH(fEET) = 850.00 CURB HEIGHT(INCHES) = 6.0 STREET HAlfWIOTH(fEET) = 30.00 DISTANCE fROM CROWN TO CROSSfALL GRAOEBREAK(fEET) INSIDE STREET CROSSfALL(DECIMAl) = 0.020 OUTSIDE STREET CROSSfALL(DECIMAL) = 0.08D 18.00 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: STREET flOW DEPTH(fEET) = 0.38 HAlf STREET flOOD WIDTH(fEET) = AVERAGE fLaY VELOCITY(fEET/SEC.) PRODUCT Of DEPTH&VELOCITY(fT*fT/SEC.) = STREET flOW TRAVEL TIME(MIN.) = 6.34 10 YEAR RAINfAll INTENSITY(INCH/HOUR) COMMERCIAL DEVELOPMENT RUNOff COEffICIENT SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 1.30 TOTAL AREA(ACRES) = 1.50 1.~ 4.26 2.23 0.84 Tc(MIN.) 2.089 = .8842 12.71 SUBAREA RUNOff(CfS) = PEAK fLOW RATE(CfS) 2.40 2.92 END Of SUBAREA STREET fLOW HYDRAULICS: DEPTH(fEET) = D.46 HALf STREET fLOOD WIDTH(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*[( 140.00**3)/( 5.14)]**.2 5.488 10 YEAR RAINfALL INTENSITY(INCH/HOUR) = 3.317 SINGlE-fAMILY(1/4 ACRE lOT) RUNOff COEffICIENT = .8312 SOIL 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 .....COMPUTE STREET fLOW TRAVEL TIME THRU SUBAREA:====: .....(STANDARD CURB SECTION USED):====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ElEVATION(fEET) = 1296.06 DOWNSTREAM ElEVATION(fEET) = 1290.54 STREET lENGTH(fEET) = 300.00 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 = 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) 2.52 . STREETflOW MODEL RESULTS USING ESTIMATED fLOW: STREET flOW DEPTH(fEET) = 0.35 HALf STREET fLOOD WIDTH(fEET) = 3.89 AVERAGE fLOW VELOCITY(fEET/SEC.) = 3.84 PRODUCT Of DEPTH&VElOCITY(fT*fT/SEC.) 1.33 STREET flOW TRAVEL TIME(MIN.) = 1.30 Tc(MIN.) 6.79 10 YEAR RAINfAll INTENSITY(INCH/HOUR) = 2.950 SINGlE-fAMllY(1/4 ACRE LOT) RUNOff COEffICIENT = .8240 SOIL CLASSIfICATION IS IICl1 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOff(CfS) 3.65 TOTAL AREA(ACRES) = 1.75 PEAK flOW RATE(CfS) = 4.34 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(fEET) = 0.42 HAlf STREET flOOD WIDTH(fEET) = 4.85 FLOW VELOCITY(FEET/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 NODE 204.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM fOR CONfLUENCE===== ============================================================================ . TOTAL NUMBER Of STREAMS = 4 CONflUENCE VALUES USED fOR INDEPENDENT STREAM 3 ARE: TIME Of CONCENTRATION(MIN.) 6.79 RAINFALL INTENSITY(INCH/HR) = 2.95 TOTAL STREAM AREA(ACRES) = 1.75 PEAK fLOW RATE(CfS) 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 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)]**.2 = 5.898 10 YEAR RAINfAll INTENSITY(INCH/HOUR) = 3.188 COMMERCIAL DEVELOPMENT RUNOff COEffICIENT = .8858 SOIL CLASSIFICATION IS ncn SUBAREA RUNOff(CfS) TOTAL AREA(ACRES) = 1.13 0.40 1.13 TOTAL RUNOff(CfS) = **************************************************************************** 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/HR) = 3.19 TOTAL STREAM AREA(ACRES) = 0.40 PEAK flOW RATE(CfS) AT CONfLUENCE = 1.13 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CfS) 1 8.51 2 2.92 3 4.34 4 1.13 Te I NTENSI TY (INCH/HOUR) 1. 958 2.089 2.950 3.188 AREA (ACRE) 4.72 1.50 1.75 0.40 (MIN. ) 14.29 12.71 6.79 5.90 *********************************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.) (I 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 . COMPUTED CONFLUENCE ESTIMATES ARE AS fOllOWS: PEAK flOW RATE(CfS) = 14.82 Te(MIN.) = 14.29 TOTAL AREA(ACRES) = 8.37 ~1 lONGEST flOWPATH fROM NODE 201.00 TO NODE 211.00 1440.00 fEET. **************************************************************************** fLOW PROCESS fROM NODE 211.00 TO NODE 211.00 IS COOE = 10 -------------.-------------------------------------------------------------- . .....MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** 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)f(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 10 YEAR RAINfAll INTENSITY(INCH/HOUR) = 3.183 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 -------.-----------------------------------------------.-------------------- . ttt44COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== ttttt(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 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) = STREET flOW MOOEL RESULTS USING ESTIMATED fLOW: STREET fLOW DEPTH(fEET) = 0.32 HAlf STREET flOOD WIDTH(fEET) = 3.56 AVERAGE flOW VELOCITY(fEET/SEC.) = 2.92 PRODUCT Of DEPTH&VElOCITY(fT*fT/SEC.) 0.94 STREET flOW TRAVEL TIME(MIN.) = 1.83 Tc(MIN.) 7.74 10 YEAR RAINfALL INTENSITY(INCH/HOUR) = 2.745 SINGlE-fAMllY(1/4 ACRE lOT) RUNOff COEffICIENT = .8194 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFf(CFS) TOTAL AREA(ACRES) = 1.20 PEAK fLOW RATE(CfS) 1.63 . 2.25 2.75 END Of SUBAREA STREET flOW HYDRAULICS: DEPTH(fEET) = 0.39 HAlf STREET flOOD WIDTH(fEET) 4.42 fLOW VELOCITY(fEET/SEC.) = 3.30 DEPTH*VELOCITY(fT*fT/SEC.) 1.29 ~ lONGEST flOWPATH fROM NODE 212.00 TO NODE 214.00 = 440.00 fEET. **************************************************************************** . fLOW PROCESS fROM NODE 214.00 TO NODE 214.00 IS CODE = ~.-------------------------------------------------------------------------- .....DESIGNATE INDEPENDENT STREAM fOR CONfLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER Of STREAMS = 2 CONflUENCE VALUES USED fOR INDEPENDENT STREAM 1 ARE: TIME Of CONCENTRATION(MIN.) 7.74 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 ---------------------------------------------------------------------------- ~~tttRATrONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ASSUMED INITIAL SUBAREA UNIfORM DEVELOPMENT IS SINGLE fAMILY (1/4 ACRE) TC = K*[(lENGTH**3)/(ElEVATION CHANGE)]**.2 INITIAL SUBAREA flOW-LENGTH = 130.00 UPSTREAM ELEVATION = 1325.50 DOWNSTREAM ELEVATION = 1323.37 ELEVATION DIffERENCE = 2.13 TC = 0.393*[( 130.00**3)/( 2.13)J**.2 6.261 10 YEAR RAINfAll INTENSITY(INCH/HOUR) = 3.085 SINGLE-fAMIlY(1/4 ACRE LOT) RUNOff COEffICIENT = .8268 SOIL CLASSiFICATION IS "C" SUBAREA 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====: (((((CSTANDARD CURB SECTION USED) ============================================================================ UPSTREAM ElEVATION(fEET) = 1322.87 DOWNSTREAM ELEVATION(fEET) = 1319.13 STREET LENGTH(fEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALfWIDTH(fEET) = 30.00 DISTANCE fROM CROWN TO CROSS fAll GRADEBREAK(fEET) INSIDE STREET CROSSfAlL(DECIMAL) = 0.020 OUTSIDE STREET CROSSfALl(DECIMAL) = 0.080 18.00 SPECIfIED NUMBER Of HAlf STREETS CARRYING RUNOff = STREET PARKWAY CROSSfAll(DECIMAL) = 0.020 Manning's FRICTION FACTOR for StreetfLow SectionCcurb-to-curb) = 0.0150 Manning'S FRICTION FACTOR tor Back-ot-Walk Flow Section 0.0200 . "TRAVEL TIME COMPUTED USING ESTIMATED fLOW(CfS) 1.59 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.30 HALf STREET 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 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) 1.00 TOTAL AREA(ACRES) = 1.20 COEffICIENT = .7768 . SUBAREA RUNOff(CfS) = PEAK fLOW RATE(CfS) 2.16 2.67 END Of SUBAREA .STREET flOW HYDRAULICS: DEPTH(fEET) = 0.37 HALf STREET fLOOD YIDTH(fEET) 4.16 flOW VELOCITY(fEET/SEC.) = 3.60 DEPTH*VElOCITY(fT*fT/SEC.) = 1.33 lONGEST flOWPATH fROM NODE 215.00 TO NODE 214.00 = 380.00 fEET. **************************************************************************** flOW PROCESS fROM NODE 214.00 TO NODE 214.00 IS CODE = ---.--------------------------.--------------------------------------------- .....DESIGNATE INDEPENDENT STREAM fOR CONfLUENCE====: .....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) = 1.20 PEAK fLOW RATE(CfS) AT CONfLUENCE = 2.67 ** CONFLUENCE DATA ** STREAM RUNOff NUMBER (CfS) 1 2.75 2 2.67 Tc (MIN.) 7.74 7.57 I NTENS ITY (INCH/HOUR) 2.745 2.778 AREA (ACRE) 1.20 1.20 . *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONflUENCE VALUE USED IS BASED ON THE RCfC&WCD fORMULA Of PLATE 0-1 AS OEfAULT VALUE. THIS fORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE Of PEAK fLOW. ************************************************************************** RAINfAll INTENSITY AND TIME Of CONCENTRATION RATIO CONflUENCE fORMULA USED fOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 fLOW RATE RUNOff (CfS) 5.36 5.39 TABLE ** Tc (MIN.) 7.57 7.74 I NTENS ITY (INCH/HOUR) 2.778 2.745 COMPUTED CONfLUENCE ESTIMATES ARE AS fOlLOYS: PEAK flOW RATE(CfS) = 5.39 Tc(MIN.) = 7.74 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 -----------~-----------------------------------------------------~---------- tttttCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA eteee(STANDARD CURB SECTION USED)===== . ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(fEET) = 1319.13 DOWNSTREAM ELEVATION(fEET) = 1297.23 STREET LENGTH(fEET) = 450.00 CURB HEIGHT(INCHES) = 6.0 STREET HALfWIDTH(fEET) = 33.00 DISTANCE fROM CROWN TO CROSS fALL GRADEBREAK(fEET) 20.00 C\D 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 **TRAVEL TIME COMPUTED USING ESTIMATED flOW(CfS) = STREET fLOW MODEL RESULTS USING ESTIMATED flOW: STREET flOW DEPTH(fEET) = 0.40 HAlf STREET flOOD WIDTH(fEET) = 4.52 AVERAGE flOW VElOCITY(fEET/SEC.) = 6.85 PRODUCT Of DEPTH&VELOCITY(fT*fT/SEC.) 2.73 STREET fLOW TRAVEL TIME(MIN.) = 1.09 Tc(MIN.) = 8.83 10 YEAR RAINfALL INTENSITY(INCH/HOUR) 2.552 COMMERCIAL DEVELOPMENT RUNOFf COEffICIENT = .8829 SOIL CLASSIFICATION IS "e" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOff(CfS) TOTAL. AREA(ACRES) = 2.90 PEAK fLOW RATE(CfS) 5.95 1.13 6.51 END Of SUBAREA STREET flOW HYDRAULICS: DEPTH(fEET) = 0.41 HALf STREET fLOOD WIDTH(fEET) = 4.70 flOW VElOCITY(fEET/SEC.) = 6.97 DEPTH*VElOCITY(fT*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 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** flOW PROCESS fROM NODE 218.00 TO NODE 219.00 IS CODE = 21 --------------------------------------------------------~-----~----~-------~ eeeeeRATIONAL METHOD INITIAL SUBAREA ANALYSIS ============================================================================ ASSUMED INITIAL SU8AREA UNIfORM DEVELOPMENT IS SINGLE fAMILY (1/4 ACRE) TC = K*[(lENGTH**3)/(ElEVATION CHANGE)]**.2 INITIAL SUBAREA fLOW-lENGTH = 120.00 UPSTREAM ELEVATION = 1344.70 OOWNSTREAM ELEVATION = 1342.58 ELEVATION DIffERENCE = 2.12 TC = 0.393*[( 120.00**3)/( 2.12)]**.2 = 5.973 10 YEAR RAINfAll INTENSITY(INCH/HOUR) = 3.166 SINGLE-fAMILY(1/4 ACRE LOT) RUNOff COEffICIENT = .7881 SOIL CLASSIFICATION IS NB" SUBAREA RUNOff(CfS) 0.62 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOff(CfS) = 0.62 **************************************************************************** fLOW PROCESS fROM NODE 219.00 TO NODE 220.00 IS CODE = 61 ----------------------------------------------------------~----------------- . eeeeeCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA eeeee(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ElEVATION(fEET) = 1342.08 OOWNSTREAM ElEVATION(fEET) = 1303.02 STREET LENGTH(fEET) = 1400.00 CURB HEIGHT(INCHES) = 6.0 STREET HALfWIDTH(fEET) = 30.00 <\\ . . . I I I i , DISTANCE fROM CROWN TO CROSSfAll GRAOEBREAK(fEET) INSIDE STREET CROSSfALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSfALL(DECIMAl) = 0.080 18.00 SPECIfIED NUMBER 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 for Back-of-~alk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATEO flOW(CfS) = STREETflOW MODEL RESULTS USING ESTIMATED flOW: STREET fLOW DEPTH(fEET) = 0.44 HAlf STREET fLOOD WIDTH(fEET) = 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-fAMllY(I/4 ACRE lOT) RUNOff COEffICIENT = .8087 SOIL CLASSIFICATION IS "CO SUBAREA AREA(ACRES) = 5.30 TOTAL AREA(ACRES) = 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 HAlf STREET fLOOD WIDTH(fEET) = 8.56 fLOW VElOCITY(fEET/SEC.) = 6.25 DEPTH'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 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 = <<<<<DESIGNATE INDEPENDENT STREAM fOR CONflUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER Of STREAMS = 2 CONfLUENCE VALUES USED fOR INDEPENDENT STREAM 1 ARE: TIME Of CONCENTRATION(MIN.) 10.24 RAINfALL INTENSITY(INCH/HR) = 2.35 TOTAL STREAM AREA(ACRES) = 5.55 PEAK flOW RATE(CfS) AT CONfLUENCE = 10.71 **************************************************************************** fLOW PROCESS fROM NODE 222.00 IS CODE = 21 221. 00 TO NODE <<<<<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 = 1342.65 ELEVATION DIFFERENCE = 2.05 TC = 0.393'(( 120.00"3)/( 2.05)]".2 6.013 10 YEAR RAINfAll INTENSITY(INCH/HOUR) = 3.154 SINGlE-fAMIlY(1/4 ACRE lOT) RUNOff COEffICIENT .7878 SOIL CLASSIFICATION IS "8" SUBAREA RUNOff(CfS) = 0.62 qv TOTAL AREA(ACRES) = 0.25 TOTAL RUNOffCCfS) = 0.62 **************************************************************************** . fLOW PROCESS fROM NODE 222.00 TO NOOE 220.00 IS CODE = 61 .....COMPUTE STREET flOW TRAVEL TIME THRU SUBAREA====: .....(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCfEET) = 1342.15 DOWNSTREAM ElEVATION(fEET) = 1303.02 STREET LENGTH(fEET) = 1400.00 CURB HEIGHTCINCHES) = 6.0 STREET HAlfWIOTH(fEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALl GRADEBREAK(FEET) INSIDE STREET CROSSfALLCDECIMAl) = 0.020 OUTSIDE STREET CROSSfAll(DECIMAl) = 0.080 18.00 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-af-Walk Flow Section = 0.0200 **TRAVEl TIME COMPUTED USING ESTIMATED flOWCCfS) 5.42 STREET fLOW MODEL RESULTS USING ESTIMATED fLOW: STREET flOW DEPTH(fEET) = 0.43 HAlf STREET flOOD WIDTH(fEET) = 4.87 AVERAGE flOW VElOCITY(fEET/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 SINGlE-fAMIlY(1/4 ACRE lOT) RUNOff COEffiCIENT = .8084 SOIL CLASSIFICATION IS He" . SUBAREA AREA(ACRES) TOTAL AREA(ACRES) = 5.00 5.25 SUBAREA RUNOff(CfS) = PEAK FLOW RATE(CFS) 9.47 10.09 END Of SUBAREA STREET fLOW HYDRAULICS: DEPTH(fEET) = 0.53 HAlf STREET fLOOD WIDTH(fEET) 7.85 flOW VELOCITYCfEET/SEC.) = 6_23 DEPTH*VElOCITYCfT*fT/SEC.) LONGEST flOWPATH fROM NODE 221.00 TO NODE 220.00 = 1520.00 3.32 fEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM fOR CONflUENCE====: .....AND COMPUTE VARIOUS CONflUENCED STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER Of STREAMS = 2 CONfLUENCE VALUES USED fOR INDEPENOENT STREAM 2 ARE: TIME Of CONCENTRATION(MIN.) 10.32 RAINfALL INTENSITY(INCH/HR) = 2.34 TOTAL STREAM AREA(ACRES) = 5.25 PEAK fLOW RATE(CfS) AT CONflUENCE = 10.09 . ** CONFLUENCE DATA ** STREAM RUNOff NUMBER (CFS) 1 10.71 2 10.09 Tc (MIN.) 10.24 10.32 INTENSITY (INCH/HOUR) 2.353 2.342 AREA (ACRE) 5.55 5.25 *********************************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 CON CENTRA T I ON RATIO CONflUENCE fORMULA USED fOR 2 STREAMS. ** PEAK flOW RATE TABLE ** STREAM RUNOff Tc INTENSITY NUMBER (CfS) (MIN.) (! NCH/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 **************************************************************************** fLOW PROCESS fROM NODE 220.00 TO NODE 217.00 IS COOE = 11 . j I , I ----~~------------------~-----------------------------.--------------------- ~tt~~CONfLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOff Tc INTENSITY AREA NUMBER (CfS) (MIN.) (INCH/HOUR) (ACRE) 1 3.02 10.24 2.353 0.01 lONGEST fLOWPATH fROM NODE 218.00 TO NODE 217.00 1520.00 fEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOff Tc INTENSITY AREA .j NUMBER (CfS) (MIN.) (! NCH/HOUR) (ACRE) ;1 1 6.51 8.83 2.552 2.90 i lONGEST fLOWPATH fROM NODE 212.00 TO NODE 217.00 = 890. DO fEET. i *********************************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.) (! NCH/HOUR) 1 9.12 8.83 2.552 2 9.02 10.24 2.353 . , COMPUTED CONflUENCE PEAK fLOW RATE(CfS) TOTAL AREA(ACRES) = ESTIMATES ARE AS FOLLOWS: = 9.12 Tc(MIN.) = 2.91 8.83 o.k . . . **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 7 -------~._--~~._-----------_._-------~._---~-----~~~--_.~~._---------------- e;;;;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) = 10.80 TOTAL RUNOff(CfS) = 17.70 **************************************************************************** fLOW PROCESS fROM NODE 220. DO TO NODE 220.00 IS CODE = -----_._--~~-----------~-_._----~~~------_._--~_._-----------~~~._-~~~---~-- .....DESIGNATE INDEPENDENT STREAM fOR CONflUENCE====== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER Of STREAMS = 2 CONfLUENCE VALUES USED fOR INDEPENDENT STREAM 1 ARE: TIME Of CONCENTRATION(MIN.) 10.24 RAINfALL INTENSITY(INCH/HR) = 2.35 TOTAL STREAM AREA(ACRES) = 10.80 PEAK fLOW RATE(CfS) AT CONfLUENCE = 17.70 **************************************************************************** fLOW PROCESS fROM NODE 217.00 TO NODE 217.00 IS CODE = 7 ----~-------------~~--------------_.~~~._--------~~._-~~~--~------------_._- .....USER SPECIfIED HYDROLOGY INfORMATION AT NODE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIfIED VALUES ARE AS fOLLOWS: TC(MIN) = 8.83 RAIN INTENSITY(INCH/HOUR) 2.55 TOTAL AREA(ACRES) = 2.91 TOTAL RUNOff(CfS) = 9.12 **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 217.00 IS CODE = ------_._--_.----------------------_.-._----~_._-~-----~-----~---~~._--~~~.- ;;;;;OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONflUENCED STREAM VAlUES====== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER Of STREAMS = 2 CONfLUENCE VALUES USED fOR INDEPENDENT STREAM 2 ARE: TIME Of CONCENTRATION(MIN.) 8.83 RAINfALL INTENSITY(INCH/HR) = 2.55 TOTAL STREAM AREA(ACRES) = 2.91 PEAK fLOW RATE(CfS) AT CONflUENCE = 9.12 ** CONFLUENCE DATA ** STREAM RUNOff NUMBER (CfS) 1 17.70 2 9.12 Tc (MIN. ) 10.24 8.83 INTENSITY (I NCH/HOUR) 2.353 2.553 AREA (ACRE) 10.80 2.91 **~******************************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. ************************************************************************** RAINfALL INTENSITY AND TIME Of CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. q~ ** 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 . . COMPUTED 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 OOWNSTREAM(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 NUMBER Of PIPES PIPE.fLOW(CfS) = 26.11 PIPE TRAVEL TIME(MIN.) = lONGEST flOWPATH fROM NODE = 1288.00 0.51 Tc(MIN.) = 10.75 218.00 TO NODE 211.00 1920.00 fEET. **************************************************************************** fLOW PROCESS fROM NODE 211.00 TO NODE 211.00 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) (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. ) (I NCH/HOUR) (ACRE) 1 14.82 14.29 1. 958 8.37 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 INTENSITY NUMBER (CfS) (MIN.) (INCH/HOUR) 1 37.25 10.75 2.291 2 37.13 14.29 1. 958 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK fLOW RATE(CfS) = 37.25 Tc(MIN.) = 10.75 TOTAL AREA(ACRES) = 22.08 **************************************************************************** C\t; fLOW PROCESS fROM NODE 211.00 TO NODE 223.00 IS CODE = ---------------------------------------------------------------------------- <<<<<DESIGNATE INDEPENDENT STREAM fOR CONflUENCE-===: . ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER Of STREAMS = 2 CONflUENCE VALUES USED fOR INDEPENDENT STREAM 1 ARE: TIME Of CONCENTRATION(MIN.) = 10.75 RAINfALL INTENSITY(INCH/HR) = 2.29 TOTAL STREAM AREA(ACRES) = 22.D8 PEAK fLOW RATE(CfS) AT CONfLUENCE = 37.25 **************************************************************************** fLOW PROCESS fROM NODE 224.DD TO NODE 225.00 IS CODE = 21 ----------------------------.----------------------------------------------- <<<<<RATIONAl METHOD INITIAL SUBAREA ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIfORM DEVELOPMENT IS: UNDEVELOPED WITH fAIR COVER TC = K*I(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA flaY-LENGTH = 270.0D UPSTREAM ELEVATION = 1310.00 DOWNSTREAM ELEVATION = 1288.DD ELEVATION DIffERENCE = 22.00 TC = 0.709*[( 270.00**3)/( 22.00)]**.2 = 10.996 10 YEAR RAINFALL INTENSITYCINCH/HOUR) 2.262 SOIL CLASSIFICATION IS HBH SUBAREA RUNOff(CfS) = 0.83 TOTAL AREA(ACRES) = 0.60 TOTAL RUNOff(CfS) 0.83 . **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 223.00 IS CODE = 52 ---------------------------...-----------------------------.---------------- ~~~~~COMPUTE NATURAL VALLEY CHANNEL FLOW===== <<<<<TRAVElTIME THRU SUBAREA====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION OATA: UPSTREAM(fEET) = 1288.00 OOWNSTREAM(fEET) = 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 SUBAREA(CfS) = 0.83 fLOW VELOCITY(fEET/SEC) = 2.52 (PER LACfCD/RCfC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.96 Tc(MIN.) = 14.96 LONGEST fLOWPATH fROM NODE 224.00 TO NODE 223.00 = 870.00 fEET. **************************************************************************** FLaY PROCESS FROM NOOE 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 HDH SUBAREA AREA(ACRES) = 3.10 TOTAL AREA(ACRES) = 3.70 TC(MIN) = 14.96 SUBAREA RUNOff(CfS) TOTAL RUNOff(CfS) = 4.32 5.16 . **************************************************************************** fLOW PROCESS fROM NODE 223.00 TO NODE 223.00 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.) = 14.96 RAINFALL INTENSITY(INCH/HR) = 1.91 TOTAL STREAM AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.16 ** CONfLUENCE DATA "" STREAM RUNOFF Te INTENSITY AREA NUMBER (CFS) (MIN.) (I NCH/HOUR) (ACRE) 1 37.25 10.75 2.291 22.08 2 5.16 14.96 1.910 3.70 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BAS EO ON THE RCFC&WCO FORMULA OF PLATE D-' AS OEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE "" STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 40.96 10.75 2.291 2 36.21 14.96 1.910 . COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 40.96 Tc(MIN.) = 10.75 I TOTAL AREA(ACRES) = 25.78 I ! LONGEST FLOWPATH FROM NODE 218.00 TO NODE 223.00 = 1920.00 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 223.00 TO NODE 223.00 IS CODE = 7 ~t~~~USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIEO VALUES ARE AS FOLLOWS: TC(MIN) = 16.20 RAIN INTENSITY(INCH/HOUR) 1.83 TOTAL AREA(ACRES) 25.78 TOTAL RUNOFF(CFS) = 19.00 **************************************************************************** FLOY 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 TD NODE 229.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K"[(LENGTH""3)/(ELEVATION CHANGE)]"".2 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1319.35 DOWNSTREAM ELEVATION = 1282.65 <A.,~. . . . ELEVATION DIFFERENCE = 36.70 TC = 0.303'[( 700.00"3)/( 36.70)J".2 7.511 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.790 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8841 SOIL CLASSIFICATION IS HCH SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 2.10 0.85 2.10 TOTAL RUNOFF(CFS) = **************************************************************************** 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 HALFWIDTH(FEET) = 44.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(oECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 30.00 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-af-WaLk Flow Section; 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 2.75 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 4.05 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.89 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = 1.40 STREET FLOW TRAVEL TIME(MIN.) = 1.80 Tc(MIN.) = 9.31 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.479 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8825 SOIL CLASSIFICATION IS HCH SUBAREA AREA(ACRES) = TOTAL AREA(ACRES) = 0.60 1.~ 1.31 3.41 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 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 NOOE 228.00 TO NODE 230.00 = 1120.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = ~~~~tDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.31 RAINFALL INTENSITY(INCH/HR) = 2.48 TOTAL STREAM AREA(ACRES) = 1.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.41 **************************************************************************** FLOW PROCESS FROM NODE 231.00 TO NODE 230.00 IS CODE = 21 ~ ~~t~~RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ===;;;===;;=;;;=========================;====;;;=========;================== . ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K'[(LENGTH"3)/(ELEVATION CHANGE)]*'.2 INITIAL SU8AREA 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 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL OEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS "BH SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = = 9.743 2.418 = .8728 2.11 1.00 TOTAL RUNOFF(CFS) = 2.11 **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = ---------~-~-------------~-~--------------------------------------------~--- .....DESIGNATE INDEPENDENT STREAM FOR CoNFLUENCE===== .....ANo COMPUTE VARIOUS CONFLUENCEo STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUM8ER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.74 RAINFALL INTENSITY(INCH/HR) = 2.42 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.11 . ** CONFLUENCE DATA ** STREAM RUNOFF Te INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.41 9.31 2.479 1.45 2 2.11 9.74 2.418 1.00 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS 8ASEo 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. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE " STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 5.43 9.31 2.479 2 5.44 9.74 2.418 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 5.43 Te(MIN.) = 9.31 TOTAL AREA(ACRES) = 2.45 LONGEST FLOWPATH FROM NODE 228.00 TO NODE 230.00 = 1120.00 FEET. . **************************************************************************** FLOW PROCESS FROM NODE 223.00 TO NOOE 230.00 IS COOE = 11 ---------------------------------------------------------------------------- .....CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMoRY===== \~ ;=;;=;======;===;=;;=========;;;;======;;;======;;====;;==========;;;======= ** MAIN STREAM CONFLUENCE DATA " STREAM RUNOFF Te I NTENS ITY AREA . NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 5.43 9.31 2.479 2.45 LONGEST FLOWPATH FROM NODE 228.00 TO NODE 230.00 = 1120.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF Te INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 19.00 16.20 1.828 25.78 LONGEST FLOWPATH FROM NODE 218.00 TO NODE 230.00 = 1920.00 FEET. *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS.oEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Te I NTENS ITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 16.34 9.31 2.479 2 23.00 16.20 1. 828 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 23.00 Te(MIN.) = 16.20 TOTAL AREA(ACRES) = 28.23 . **************************************************************************** FLO~ PROCESS FROM NODE 230.00 TO NODE 232.00 IS CODE = 41 t~~~~COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1271.14 DOWNSTREAM(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 FLOWPATH FROM NODE 1270.35 0.13 Te(MIN.) = 218.00 TO NODE 16.33 232.00 1990.58 FEET. **************************************************************************** FLOW PROCESS FROM NODE 232.00 TO NOOE 232.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUM8ER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.33 RAINFALL INTENSITY(INCH/HR) = 1.82 TOTAL STREAM AREA(ACRES) = 28.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.00 . **************************************************************************** FLOW PROCESS FROM NOOE 217.00 TO NODE 226.00 IS CODE = 21 \0\ .....RATIONAL METHOD INITIAL SU8AREA ANALYSIS . . . ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SU8AREA UNIFORM OEVELoPMENT IS COMMERCIAL TC = K*((LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 200.00 UPSTREAM ELEVATION = 1297.23 DOWNSTREAM ELEVATION = 1282.65 ELEVATION DIFFERENCE = 14.58 TC = 0.303'[( 200.00"3)/( 14.58)J".2 = 4.260 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.491 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8868 SOIL CLASSIFICATION IS HCH SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 0.93 0.30 0.93 TOTAL RUNOFF(CFS) = **************************************************************************** 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: UPSTREAM(FEET) = 1277.65 oOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 232.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 3.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.53 GIVEN PIPE oIAMETER(INCH) = 27.00 PIPE-FLoW(CFS) = 0.93 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 1275.10 NUMBER OF PIPES 1.10 Te(MIN.) = 217.00 TO NODE 6.10 233.00 432.60 FEET. **************************************************************************** FLOW 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) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1274.85 oOWNSTREAM(FEET) = 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 oIAMETER(INCH) = 30.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 0.93 PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 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 = --------------.--------------.---------------------------------------------- ~~~~~DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE .....AND COMPUTE VARIOUS CONFLUENCEo STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUM8ER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.' 6.65 RAINFALL INTENSITY(INCH/HR) = 2.98 TOTAL STREAM AREA(ACRES) = 0.30 PEAK FLOW RATE(CFSl AT CONFLUENCE = 0.93 \07/ ** CONFLUENCE DATA ** STREAM RUNOFF Te INTENSITY AREA NUM8ER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 23.00 16.33 1.819 28.23 . 2 0.93 6.65 2.983 0.30 . I . 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. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 TABLE ** Te (MIN.) 6.65 16.33 INTENSITY (I NCH/HOUR) 2.983 1.819 FLOW RATE RUNOFF (CFS) 10.30 23.57 COMPUTED CONFLUENCE ESTIMATES 'ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 23.57 Te(MIN.) = 16.33 TOTAL AREA(ACRES) = 28.53 LONGEST FLOWPATH FROM NODE 218.00 TO NOOE 232.00 = 1990.58 FEET. **************************************************************************** FLOW PROCESS FROM NODE 232.00 TO NODE 234.00 IS CODE = 41 ---~-------~._-------------------------------------------------------------- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1270.00 ooWNSTREAM(FEET) = 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 DIAMETER(INCH) = 36.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 23.57 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = LONGEST FLOWPATH FROM NODE 218.00 TO NODE 1269.43 16.35 234.00 = 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 \~1> . . . **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Atton Parkway Irvine, CA 92618 ------------------------------------------.--------------------------------- TIME/DATE OF STUDY: 13:18 06/21/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * node 217 * 10-year , , , , ************************************************************************** **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION==== ----------------------------------------.-------------------_.-------------- CONSTANT STREET GRADE(FEET/FEET) = 0.082000 CONSTANT STREET FLOW(CFS) = 9.12 AVERAGE STREET FLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSS FALL GRAOEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080000 CONSTANT SYMMETRICAL CUR8 HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: --------------------------------------.------------------------------------- STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIoTH(FEET) = AVERAGE FLOW VELoCITY(FEET/SEC.) PRODUCT OF oEPTH&VELoCITY = 2.24 11.06 6.65 ;======;;=========;;=;====================================================== ~ **************************************************************************** . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ------...---------..------..-------------------.-----------.-------.--.----- TIME/DATE OF STUDY: 13:18 06/21/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * node 217 * 10-year , , , , ************************************************************************** **************************************************************************** ....FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION==== . Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLoW(CFS) = 9.12 GUTTER FLOWoEPTH(FEET) = 0.34 BASIN LOCAL oEPRESSION(FEETl = 0.33 FLoWBY BASIN WIoTH(FEETl = 28.00 ~(~~CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION 28.3 ....CALCULATED ESTIMATED INTERCEPTION(CFS) 9.1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . \~ **************************************************************************** . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982~2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License 10 1264 AnaLysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 --------------~~---------_._--------~..----------~-------------------~._---- TIME/DATE OF STUDY: 13:07 06/21/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * node 220 * 10-year , , , , ************************************************************************** **************************************************************************** ....FLoWBY CATCH 8ASIN INLET CAPACITY INPUT INFORMATION===== -------------~~--------------------------_.--------------------------------- . Curb InLet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 20.72 GUTTER FLoWDEPTH(FEET) = 0.55 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOW8Y BASIN WIDTH(FEET) = 28.00 ....CALCULATEo BASIN WIDTH FOR TOTAL INTERCEPTION = 38.7 ....CALCULATEo ESTIMATEO INTERCEPTION(CFS) = 17.7 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . \~ **************************************************************************** . 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 14725 & Associates Alton Parkway 92618 Irvine, CA -----_._---------------------~_._----------_._----_._------~._------_._.---- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 13:35 06/25/2001 ************************** DESCRIPTION OF STUDY ***~********************** , * node 230 * 10-year , , , ************************************************************************** **************************************************************************** ....SUMP TYPE BASIN INPUT INFORMATION==== -------.----------------------------..---.-----.---------------.---------.-- . Curb InLet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = BASIN OPENING(FEET) = DEPTH OF WATER(FEET) = 5.40 0.83 0.83 ....CALCULATED ESTIMATED SUMP 8ASIN WIoTH(FEET) 2.31 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ~ . HEC-RAS September 1998 Version 2.2 U.S. Army Corp of Engineers Hydrologic Engineering Center 609 Second Street, Suite 0 Davis, California 95616-4687 (916) 756-1104 x X )()()()()()( XXXX XXXX XX XXXX X xx X X X X XX X X XX X X X X X X XXXXXXX XXXX X XXX XXXX )()()()()()( XXXX X XX X XX X X X X X X X X X X X X X X .X)()()()()()( XXXX X X X X XXXXX PROJECT DATA Project Title: CROWNE HILL Project File: Ch.prj Run Date and Time: 6/21/01 11:52:34 AM Project in English units PLAN DATA . Plan Title: Plan 10 Plan File: C:\HEC\RAS\Ch.pl0 Geometry Title: NORTHSIRE @ 24+00 Geometry File: C:\HEC\RAS\Ch.906 Flow Title : rev-nat01 Flow File : C:\HEC\RAS\Ch.f02 Plan Summary Information: Number of: Cross Sections:;: 5 Mulitple Openings:;: 0 Culverts 0 Inline Weirs 0 Bridges = 0 Computational Information Water surface calculation tolerance; 0.01 Critical depth calculaton tolerance:;: 0.01 Maximum number of interations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor ;;; 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Mixed Flow FLOW DATA Flow Title: rev-nat01 Flow File: C:\HEC\RAS\Ch.f02 . Flow Data (cfs) River Reach RS PF 1 \~fl6 . 5 20.72 Boundary Conditions River Reach Profile Upstream Downstream PF 1 Normal S = .05 Normal S = .05 GEOMETRY OATA Geometry Title: NORTHSIRE @ 24+00 Geometry File: C:\HEC\RAS\Ch.g06 CROSS SECTION RIVER: 1 REACH: 1 RS: 5 INPUT Description: S= 5.36% Station Elevation Data nurn; 9 Sta Elev Sta Elev Sta Elev -6 5.8 0 5.68 0 5.18 38 3.82 40 3.66 40 4.16 813 Elev Sta Elev 2 5.34 20 4.56 46 4.28 Manning's n Values nurn= 3 Sta n Val Sta n Val Sta n Val -6 .015 -6 .015 46 .015 Bank Sta: Left Right Lengths: Left Channei Right Coeff Contr. Expan. -6 46 10 10 10 .1.3 . CROSS SECTION RiVER: 1 REACH: 1 RS: 4 INPUT Description: S= 5.36% Station Elevation Data nurn= 9 Sta Elev Sta Elev 813 Elev -6 5.26 0 5.14 0 4.64 38 3.28 40 3.12 40 3.62 Sta Elev Sta Elev 2 4.8 20 4.02 46 3.74 Manning's n Values nurn; 3 Sta n Val Sta n Val Sta n Val -6 .015 -6 .015 46 .015 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. -6 46 10 10 10 .1.3 CROSS SECTION RiVER: 1 REACH: 1 RS:3 INPUT Description: S; 5.36% Station Elevation Data nurn= 9 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -6 4.72 0 4.6 0 4.1 2 4.26 20 3.48 38 2.74 40 2.58 40 3.08 46 3.2 Manning's n Values num; 3 813 n Val Sta n Val Sta n Val -6 .015 -6 .015 46 .015 . Bank Sta: Left Right Lengths: Left Channel Right Coelf Contr. Expan. -6 46 10 10 10 .1.3 CROSS SECTION RIVER: 1 REACH: 1 RS:2 \J-. ! . INPUT Description: S= 5.36% Station Elevation Data nurn= 9 8ta Elev Sta Elev 8ta Elev -6 4.18 0 4.06 0 3.56 38 2.2 40 2.04 40 2.54 8ta Elev 8ta Elev 2 3.72 20 2.94 46 2.66 Manning's n Values nurn= 3 Sta n Val Sta n Val Sta n Val -6 .015 -6 .015 46 .015 Bank 5ta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. -6 46 10 10 10 .1.3 CROSS SECTION RIVER: 1 REACH: 1 RS: 1 INPUT Description: Station Elevation Data nurn= 9 Sta Elev Sta Elev Sta Elev -6 3.64 0 3.52 0 3.02 38 1.66 40 1.5 40 2 Sta Elev Sta Elev 2 3.18 20 2.4 46 2.12 Manning's n Values nurn; 3 Sta n Val Sta n Val Sta n Val -6 .015 -6 .015 46 .015 Bank 5ta: Left Right Lengths: Left Channel Right Coaff Contr. Expan. -6 46 0 0 0 .1.3 SUMMARY OF MANNING.S N VALUES . i I , River:1 Reach River Sta. n1 n2 n3 5 .015 .015 .015 4 .015 .015 .015 3 .015 .015 .015 2 .015 .015 .015 1 .015 .015 .015 SUMMARY OF REACH LENGTHS River: 1 Reach River S12. Left Channel Ri9ht 5 10 10 10 4 10 10 10 3 10 10 10 2 10 10 10 1 0 0 0 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: 1 . Reach River Sta. Contr. Expan. 5 .1.3 \\0 . . ! i . 4 3 2 1 .1 .1 .1 .1 .3 .3 .3 .3 ~ . . . 5.5 5.0 4.5 4.0 g c o ~ > w ill. 3.5 , 3.0 / / 2.5 2.0 CROWNE HILL Plan 10 6/21/01 1 / / / / / / / / / / / / / / / .+' // 10 / / / / / / / / / / / / / / / / / / / / / / / / 20 30 Main Channel Distance (ft) 'I Legend EG PF 1 _________+____u___ Crit PF 1 WS PFl / . Ground 40 \\'V HEC-RAS Plan: Plan 01 River: 1 Reach: 1 tvapE ?71J ill '."J'~ . o:.?<Reach:i;~~ ''tRj'ioc,Sta-,,' .-;'-~aithIDpli';.:, _.:Q-T6ial~"-, ~MlnCh~Enq i':E.G:Elev;.~ ;_;E;GiSI6pe~- (V6ICl1rM:: :o"Flcm'Area;' "\ToP'Wldth!:,: J,Froude:#Chl' ~~r:;~-"'-:~';~:'f! . "c." 'A',~}~i(rt) .. ~:;(Cfsk-~-: (ft)\>l';.,~ , ','{flt'-:,'- :{fVftY.;- I', (fVs)'f".'.- "G~(sq,ft)(t" ',:%"",{fth',1-.J' , 1,,~{~'ib-:> 1 ~.~""-i:;,_:; 0.54 20.n 3.66 4.20 4.40 5.08 0.050009 7.50 2.76 13.50 2.92 ;t'.-L 4 "" 0.54 20.n 3.12 3,66 3.86 4.66 0.051660 7.63 2.71 13.23 2.97 ii: :::-';:;,-j~ 3:':,;;'.'( q- 0.54 20.72 2.66 3.12 3.32 3.99 0.049665 7.48 2.77 13.55 2.91 2"- ~~"-f , 0.54 20.n 2.04 2.66 2.78 3.48 0.051453 7.62 2.n 13.26 2.96 0.66 20.n 1,50 2.05 2.24 2.90 0.049185 7.44 2.79 13.63 2.90 . . \\~ . . . **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1264 Analysis prepared by: RBF & Associates 14725 ALton Parkway Irvine, CA 92618 TIME/DATE OF STUDY: 14:03 06/21/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * node 226 * lO-year , , , , ************************************************************************** **************************************************************************** ~(~~STREETFLOW MODEL INPUT INFORMATION==== CONSTANT STREET GRAoE(FEET/FEET) = 0.082000 CONSTANT STREET FLoW(CFS) = 0.93 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HAlF-WIDTH(FEET) = 22.00 OISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CRoSSFALL(DECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOY MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) PRODUCT OF oEPTH&VELOCITY = 0.86 2.00 5.51 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~ . . . **************************************************************************** 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 14725 & Associates Alton Parkway 92618 Irvine, CA TIME/DATE OF STUDY: 14:04 06/21/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * node 226 * 10-year , , , , ************************************************************************** **************************************************************************** ~~~tFLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION==== Curb InLet Capacities are approximated based on the Bureau of Public Roads nomograph pLots for fLowby basins and sump basins. STREETFLOW(CFS) = 0.93 GUTTER FLOWoEPTH(FEET) = 0.16 BASIN LOCAL oEPRESSION(FEET) = 0.33 FLOW8Y BASIN WIoTH(FEET) = 6.00 ~~~(CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 6.3 ....CALCULATEo ESTIMATED INTERCEPTION(CFS) = 0.9 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~ . . . **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1264 Analysis prepared by: RBF 14725 & Associates Alton Parkway 92618 Irvine, CA TIME/DATE OF STUDY: 14:07 06/21/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * nodes 204 and 207 * 10-year , , , , ************************************************************************** **************************************************************************** ....SUMP TYPE BASIN INPUT INFoRMATION==== Curb Inlet Capacities are approximated based on the Bureau of PubLic Roads nomograph pLots for flowby basins and sump basins. BASIN INFLoW(CFS) = 8ASIN OPENING(FEET) OEPTH OF WATER(FEET) = 7.41 0.83 0.83 ....CALCULATED ESTIMATED SUMP 8ASIN WIoTH(FEET) = 3.17 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~ 1'_~.v.ljneLYY~IL _,._ ._:_ -,- -. -..= ."= =:" . ~.- . .,.-., _. ~"""-" _:=.:=,._~~" ""---,--. -- --.:=.---- p, . o T1 CROWNE HILL PROJECT WORK ORDER # 151-00245.001 T2 Storm Drain System L LINE L 100 Year Discharge T3 File: REVLlNEL.WSP 6/19/01 REV 7/18/01 SO 1000.001272:00 1 .013 1274.83 R 1049.931275.93 1 .013 JX 1056.301276.43 1 2 .013 22.4 1276.68 63. R 1082.981278.53 1 .013 R 1110.301280.69 1 .013 70. R 1137.361282.82 1 .013 R 1142.641282.96 1 .013 R 1177.441283.91 1 .013 R 1289.961286.98 1 .013 21. R 1412.741290.30 1 .013 1 JX 1419.111291.3322 .013 13.2 1291.33 45. R 1465.581293.89 2 .013 R 1483.251294.86 2 .013 45. R 1513.291296.52 2 .013 SH 2 CD 1 4 2.5 CD 2 4 2.0 00 . . ~'\ . F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- CROWNE HILL PROJECT WORK ORDER # 151-00245.001 HEADING LINE NO 2 IS - Storm Drain System L LINE L 100 Year Discharge HEADING LINE NO 3 IS - File: REVLlNELWSP 6/19/01 REV 7/18/01 . , . \\~ . F0515P WATER SURFACE PROFILE - ELEMENT CARD LISTING PAGE NO 2 ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 1000.00 1272.00 1 ELEMENT NO 2 IS A REACH . . U/S DATA STATION INVERT SECT 1049.931275.93 1 0.013 W S ELEV 1274.83 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 3 IS A JUNCTION U/S DATA STATiON INVERT SECT LAT-l LAT-2 N 03 04 INVERT-3INVERT-4 PHI3 PHI4 1056.301276.43 1 2 0 0.013 22.4 0.0 1276.66 0.00 63.00 0.00 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT 1082.981278.53 1 0.013 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT 1110.301280.69 1 0.013 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT 1137.361282.82 1 0.013 . ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT 1142.641282.96 1 0.013 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT 1177.44 1283.91 1 0.013 ELEMENT NO 9 is A REACH U/S DATA STATION INVERT SECT 1289.961286.98 1 0.013 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT 1412.741290.30 1 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 70.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 21.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 ELEMENT NO 11 IS A JUNCTION . U/S DATA STATION INVERT SECT LAT-l LAT-2 N 03 04 INVERT-3INVERT-4 PHI3 PHI4 1419.111291.33 2 2 0 0.013 13.2 0.0 1291.30 0.03 45.00 0.00 . \\\ . F0515P PAGENO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 121S A REACH U/S DATA STATION INVERT SECT 1465.581293.89 2 0.013 ELEMENT NO 13 IS A REACH . . U/S DATA STATION INVERT SECT 1483.251294.86 2 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.00 45.00 0.00 0 ELEMENT NO 141S A REACH . . U/S DATA STATION INVERT SECT 1513.291296.52 2 0.013 N RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 15 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1513.291296.52 2 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 . . \tf) . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151-00245.001 Storm Drain System L LINE L 100 Year Discharge File: REVLINELWSP 6/19/01 REV 7/18/01 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 10 NO. PIER UELEM SO SF AVE HF NORM DEPTH ZR ***********"..*****************************************....._**H""'''****************************+******************""**,,,"'""*"""""".",, 1000.00 1272.00 1.514 1273.514 58.5 18.81 5.494 1279.008 0.00 2.383 2.50 0.00 0.00 0 0.00 2.74 0.07871 .043218 0.12 1.261 0.00 1002.74 1272.22 1.527 1273.743 58.5 18.62 5.383 1279.126 0.00 2.383 2.50 0.00 0.00 0 0.00 11.08 0.07871 .040232 0.45 1.261 0.00 1013.82 1273.09 1.590 1274.678 58.5 17.75 4.895 1279.573 0.00 2.383 2.50 0.00 0.00 0 0.00 8.76 0.07871 .035697 0.31 1.261 0.00 1022.58 1273.78 1.658 1275.436 58.5 16.93 4.449 1279.885 0.00 2.383 2.50 0.00 0.00 0 0.00 7.08 0.07871 .031744 0.22 1.261 0.00 1029.66 1274.34 1.730 1276.065 58.5 16.14 4.044 1280.109 0.00 2.383 2.50 0.00 0.00 0 0.00 5.75 0.07871 .028300 0.16 1.261 0.00 . 1035.41 1274.79 1.808 1276.595 58.5 15.39 3.676 1280.271 0.00 2.383 2.50 0.00 0.00 0 0.00 4.69 0.07871 .025317 0.12 1.261 0.00 1040.10 1275.16 1.892 1277.048 58.5 14.67 3.343 1280.391 0.00 2.383 2.50 0.00 0.00 0 0.00 3.75 0.07871 .022760 0.09 1.261 0.00 1043.85 1275.45 1.986 1277.437 58.5 13.99 3.038 1280.475 0.00 2.383 2.50 0.00 0.00 0 0.00 2.94 0.07871 .020613 0.06 1.261 0.00 1046.79 1275.68 2.091 1277.774 58.5 13.34 2.762 1280.536 0.00 2.383 2.50 0.00 0.00 0 0.00 2.13 0.07871 .018899 0.04 1.261 0.00 1048.92 1275.85 2.215 1278.066 58.5 12.72 2.511 1280.577 0.00 2.383 2.50 0.00 0.00 0 0.00 1.01 0.07871 .017902 0.02 1.261 0.00 1049.93 1275.93 2.383 1278.313 58.5 12.12 2.282 1280.595 0.00 2.383 2.50 0.00 0.00 0 0.00 JUNCT STR 0.07849 .012694 0.08 0.00 . \2>. . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 2 WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151-00245.001 Storm Drain System L LINE L 100 Year Discharge File: REVLlNEL.WSP 6/19/01 REV 7/18/01 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 ****.****,,*.."'*****.******...***************.....,,****************************************"**"1f***************************..*...********** 1056.30 1276.43 4.332 1280.762 36.1 7.35 0.840 1281.602 0.00 2.038 2.50 0.00 0.00 0 0.00 3.07 0.07871 .007746 0.02 0.960 0.00 1059.37 1276.67 4.116 1280.788, 36.1 7.35 0.840 1281.628 0.00 2.038 2.50 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 1059.37 1276.67 1.020 1277.692 36.1 19.17 5.707 1283.399 0.00 2.038 2.50 0.00 0.00 0 0.00 23.61 0.07871 .059889 1.41 0.960 0.00 1082.98 1278.53 1.054 1279.584 36.1 18.36 5.236 1284.820 0.00 2.038 2.50 0.00 0.00 0 0.00 14.76 0.07906 .053388 0.79 0.960 0.00 1097.74 1279.70 1.087 1280.784 36.1 17.63 4.825 1285.609 0.00 2.038 2.50 0.00 0.00 0 0.00 12.56 0.07906 .047359 0.59 0.960 0.00 . 1110.30 1280.69 1.127 1281.817 36.1 16.81 4.386 1286.203 0.00 2.038 2.50 0.00 0.00 0 0.00 7.52 0.07871 .042195 0.32 0.960 0.00 1117.82 1281.28 1.159 1282.441 36.1 16.20 4.073 1286.514 0.00 2.038 2.50 0.00 0.00 0 0.00 7.95 0.07871 .037680 0.30 0.960 0.00 1125.77 1281.91 1.203 1283.110 36.1 15.44 3.702 1286.812 0.00 2.038 2.50 0.00 0.00 0 0.00 6.38 0.07871 .033168 0.21 0.960 0.00 1132.15 1282.41 1.249 1283.659 36.1 14.72 3.366 1287.025 0.00 2.038 2.50 0.00 0.00 0 0.00 5.21 0.07871 .029212 0.15 0.960 0.00 1137.36 1282.82 1.297 1284.117 36.1 14.04 3.059 1287.176 0.00 2.038 2.50 0.00 0.00 0 0.00 5.28 0.02652 .027399 0.14 1.310 0.00 1142.84 1282.96 1.296 1284.256 36.1 14.05 3.066 1287.322 0.00 2.038 2.50 0.00 0.00 0 0.00 34.80 0.02730 .027368 0.95 1.296 0.00 . \ -z;v . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 3 WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151-00245.001 Storm Drain System L LINE L 100 Year Discharge File: REVLlNEL.WSP 6/19/01 REV 7/18/01 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA IDNO. PIER UELEM SO SF AVE HF NORM DEPTH ZR ....***.*..*..***'***.**,.....+"..**.*..............**.**..***............*******............*.**...*******........,,*.......................*...,,***..****.......**. 1177.44 1283.91 1.298 1285.208 36.1 14.02 3.054 1288.262 0.00 2.038 2.50 0.00 0.00 0 0.00 112.52 0.02728 .027416 3.08 1.300 0.00 1289.96 1286.98 1.295 1288.275 36.1 14.07 3.073 1291.348 0.00 2.038 2.50 0.00 0.00 0 0.00 22.36 0.02704 .027650 0.62 1.300 0.00 1312.32 1287.59 1.291 1288.876 36.1 14.12 3.095 1291.971 0.00 2.038 2.50 0.00 0.00 0 0.00 100.42 0.02704 .029649 2.98 1.300 0.00 1412.74 1290.30 1.244 1291.544 36.1 14.81 3.405 1294.949 0.00 2.038 2.50 0.00 0.00 0 0.00 JUNCT STR 0.16170 .039608 0.25 0.00 1419.11 1291.33 0.957 1292.287 22.9 15.43 3.698 1295.985 0.00 1.703 2.00 0.00 0.00 0 0.00 29.21 0.05509 .044883 1.31 0.920 0.00 . 1448.32 1292.94 0.992 1293.931 22.9 14.73 3.368 1297.299 0.00 1.703 2.00 0.00 0.00 0 0.00 17.26 0.05509 .039572 0.68 0.920 0.00 1465.58 1293.89 1.030 1294.920 22.9 14.04 3.061 1297.981 0.00 1.703 2.00 0.00 0.00 0 0.00 7.99 0.05489 .035620 0.28 0.920 0.00 1473.57 1294.33 1.055 1295.384 22.9 13.61 2.878 1298.262 0.00 1.703 2.00 0.00 0.00 0 0.00 9.68 0.05489 .032163 0.31 0.920 0.00 1483.25 1294.86 1.097 1295.957 22.9 12.98 2.617 1298.574 0.00 1.703 2.00 0.00 0.00 0 0.00 0.48 0.05526 .030044 0.01 0.920 0.00 1483.73 1294.89 1.099 1295.985 22.9 12.95 2.602 1298.587 0.00 1.703 2.00 0.00 0.00 0 0.00 7.14 0.05526 .028178 0.20 0.920 0.00 1490.87 1295.28 1.142 1296.423 22.9 12.35 2.366 1298.789 0.00 1.703 2.00 0.00 0.00 0 0.00 5.57 0.05526 .024893 0.14 0.920 0.00 . \'V1J . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 4 WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151-00245.001 Storm Drain System L LINE L 100 Year Discharge File: REVLlNEL.WSP 6/19/01 REV 7/18/01 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA 10 NO. PIER UELEM SO SF AVE HF NORM DEPTH ZR ******il******,.,***********************.,,***************...****.*******************....******.******..********************************* 1496.44 1295.59 1.188 1296.777 22.9 11.77 2.150 1298.927 0.00 1.703 2.00 0.00 0.00 0 0.00 4.41 0.05526 .022028 0.10 0.920 0.00 1500.85 1295.83 1.237 1297.069 22.9 11.22 1.955 1299.024 0.00 1.703 2.00 0.00 0.00 0 0.00 3.54 0.05526 .019519 0.07 0.920 0.00 1504.39 1296.03 1.288 1297.316 22.9 10.70 1.778 1299.094 0.00 1.703 2.00 0.00 0.00 0 0.00 2.81 0.05526 .017323 0.05 0.920 0.00 1507.20 1296.18 1.343 1297.527 22.9 10.20 1.616 1299.143 0.00 1.703 2.00 0.00 0.00 0 0.00 2.18 0.05526 .015420 0.03 0.920 0.00 1509.38 1296.30 1.403 1297.707 22.9 9.72 1.468 1299.175 0.00 1.703 2.00 0.00 0.00 0 0.00 1.70 0.05526 .013761 0.02 0.920 0.00 . 1511.08 1296.40 1.466 1297.864 22.9 9.28 1.336 1299.200 0.00 1.703 2.00 0.00 0.00 0 0.00 1.20 0.05526 .012326 0.01 0.920 0.00 1512.28 1296.46 1.536 1298.000 22.9 8.84 1.214 1299.214 0.00 1.703 2.00 0.00 0.00 0 0.00 0.76 0.05526 .011103 0.01 0.920 0.00 1513.04 1296.51 1.613 1298.119 22.9 8.43 1.104 1299.223 0.00 1.703 2.00 0.00 0.00 0 0.00 0.25 0.05526 .010083 0.00 0.920 0.00 1513.29 1296.52 1.703 1298.223 22.9 8.04 1.003 1299.226 0.00 1.703 2.00 0.00 0.00 0 0.00 .tVVlX US l'-'~';:L.= IZ ?$,22,;;,1+I. 2. (;-003) ~ {Hr. fJ . ,1ft [CTnei1.wsci----.. -.--_.- -. --~>-~ .~ . o T1 CROWNE HILL PROJECT WORK ORDER # 151-00245.001 T2 Storm Drain System L 1 100 Year Discharge T3 File: L1NELL.WSP 6/19/01 SO 1000.001291.24 1 .013 1292.29 R 1084.871292.00 1 .013 SH 1 CD 1 4 1.5 DO . . \z,,-!; [Out~._' . . . . -=------ - -~ F0515P ~~,~ Pa! ~~-~-,-,----~_.".,---~'~=-_.'- ~._._.- WATER SURFACE PROFILE - TITLE CARD LISTING PAGE NO 3 HEADING LINE NO 1 IS- CROWNE HILL PROJECT WORK ORDER # 151-00245.001 HEADING LINE NO 2 IS - Storm Drain System L 1 HEADING LINE NO 3 IS - File: L1NELL.WSP 6/19/01 100 Year Discharge \'{)P tcSM. . __...,__._..,__"o.~.~,.,._~~ __ ., _,_.~,,_.=~::"'~,,~_._~2~ . . . .,~ - , ----.",' --- '-'~ F0515P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET. " U/S DATA STATION INVERT SECT 1000,00129124 1 W S ELEV 1292,29 ELEMENT NO 2 IS A REACH ' " U/S DATA STATION INVERT SECT ANG PT MAN H N RADIUS ANGLE 1084,87 1292.00 1 0,013 0.00 0,00 0,00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 1084.87 1292.00 1 0,00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING ., WARNING NO.2" - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.SELEV = INV + DC , , W S ELEV ,,0 . ro~ui ~O"___.o_.~~ _ :: Pa, ~ LICENSEE: R.B.F. & ASSOC. - SAN DIEGO PAGE 1 F0515P WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151"00245.001 Storm Drain System L 1 100 Year Discharge File: L1NELLWSP 6/19/01 STATION INVERT DEPTH W.S. HGT/ BASEl ZL NO AVBPR ELEV OF FLOW ELEV VEL VEL ENERGY SUPER CRITICAL Q HEAD GRD.EL ELEV DEPTH DIA 10 NO. PIER UELEM SO SF AVE HF NORM DEPTH ZR ************************************************************************************************************************* ********** 1000.00 1291.24 1.358 1292.598 13.2 7.85 0.956 1293.554 0.00 1.358 1.50 0.00 0.00 0 0.00 7.68 0.00895 .014190 0.11 1.500 0.00 1007.68 1291.31 1.485 1292.794 13.2 7.48 0.869 1293.663 0.00 1.358 1.50 0.00 0.00 0 0.00 2.02 0.00895 .014994 0.03 1.500 0.00 . 1009.70 1291.33 1.500 1292.827 13.2 7.47 0.867 1293.694 0.00 1.358 1.50 0.00 0.00 0 0.00 75.17 0.00895 .015619 1.17 1.500 0.00 1084.87 1292.00 2.014 1294.014 13.2 7.47 0.867 1294.881 0.00 1.358 1.50 0.00 0.00 0 0.00 . MA:X U C, f.A..-<:'r-.-I...= IUiff.,,'lf- (-1_2. (,<1-1) ::/2.95,31 \1b ~1lneI2;~iL ---------_._~=-- - =---- -- . o T1 CROWNE HILL PROJECT WORK ORDER # 151-00245.001 T2 Storm Drain System L LATERAL L2 100 Year Discharge T3 File: L1NEL2WSP 6/19/01 SO 100.001276.38 1 .013 1280.70 R 118.851281.60 1 .013 JX 121.911281.60 1 1 .013 11.2 1283.60 90. R 184.871282.00 1 .013 SH 1 CD 1 4 2.0 DO . . -~. ._-- Pc --- \1J\ 1&...- : -= --- -- ----- .-- Pa, . F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFiLE - TITLE CARD LISTING HEADING LINE NO 1 is- CROWNE HILL PROJECT WORK ORDER # 151-00245.001 HEADING LINE NO 2 IS - Storm Drain System L LATERAL L2 100 Year Discharge HEADING LINE NO 3 IS - File: L1NEL2.wSP 6/19/01 . . \~ 1:2:-- ___-- . . . ~_..~- ---,-- -~~ ---- :::~".=_.:_-_. ~=_. ---= - --- - .-- ---Pal F0515P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET' , U/S DATA STATION INVERT SECT 100.001276.38 1 , W S ELEV 1280.70 ELEMENT NO 2 IS A REACH ' ,. U/S DATA STATION INVERT SECT ANG PT MAN H N RADIUS ANGLE 118.851281.60 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A JUNCTION . ." , U/S DATA STATION INVERT SECT LAT-l LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI4 121.911281.60 1 1 00.013 11.2 0.0 1283.60 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 4 IS A REACH ' " U/S DATA STATION INVERT SECT ANG PT MAN H N RADiUS ANGLE 184.871282.00 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 184.87 1282.00 1 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION is NOW BEGINNING ,. WARNING NO.2" - WATER SURFACE ELEVATiON GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC , , W S ELEV \~\ [Q::::'-:::: "-.- - . . . .. ._~=-~ - .~i .~_.,,---~._~ ,.- ----~,.._--"'~~--, -- LICENSEE: R.B.F. & ASSOC. - SAN DIEGO PAGE 1 F0515P WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151-00245.001 Storm Drain System L LATERAL L2 100 Year Discharge File: L1NEL2WSP 6/19101 STATION INVERT DEPTH W.S. HGT/ BASEl ZL NO AVBPR ELEV OF FLOW ELEV Q VEL VEL ENERGY SUPER CRITICAL HEAD GRO.EL ELEV DEPTH DIA 10 NO. PIER UELEM SO SF AVE HF NORM DEPTH ZR ************************************************************************************************************************* ********** 100.00 1276.38 4.320 1280.700 22.4 7.13 0.789 1281.489 0.00 1.688 2.00 0.00 0.00 0 0.00 2.02 0.27692 .009804 0.02 0.590 0.00 102.02 1276.94 3.786 1280.725 22.4 7.13 0.789 1281.514 0.00 1.688 2.00 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 102.02 1276.94 0.799 1277.738 22.4 19.13 5.682 1283.420 0.00 1.688 2.00 0.00 0.00 0 0.00 1.30 0.27692 .084102 0.11 0.590 0.00 103.32 1277.30 0.813 1278.111 22.4 18.68 5.420 1283.531 0.00 1.688 2.00 0.00 0.00 0 0.00 2.31 0.27692 .076402 0.18 0.590 0.00 105.63 1277.94 0.842 1278.781 22.4 17.81 4.923 1283.704 0.00 1.688 2.00 0.00 0.00 0 0.00 1.98 0.27692 .067074 0.13 0.590 0.00 107.61 1278.49 0.873 1279.362 22.4 16.98 4.478 1283.840 0.00 1.688 2.00 0.00 0.00 0 0.00 1.72 0.27692 .058950 0.10 - 0.590 0.00 109.33 1278.96 0.906 1279.870 22.4 16.20 4.073 1283.943 0.00 1.688 2.00 0.00 0.00 0 0.00 1.49 0.27692 .051843 0.08 0.590 0.00 110.82 1279.38 0.940 1280.318 22.4 15.44 3.701 1284.019 0.00 1.688 2.00 0.00 0.00 0 0.00 1.31 0.27692 .045598 0.06 0.590 0.00 \1,'1/ l:g~~... .=~-~=::.... -- =_.'~-'--Ei ~_._._._~~- . ~.~~"~~~--"---- . 112.13 1279.74 0.975 1280.713 22.4 14.72 3.363 1284.076 0.00 1.688 2.00 0.00 0.00 0 0.00 1.13 0.27692 .040126 0.05 0.590 0.00 113.26 1280.05 1.012 1281.065 22.4 14.04 3.059 1284.124 0.00 1.688 2.00 0.00 0.00 0 0.00 0.99 0.27692 .035346 0.03 0.590 0.00 114.25 1280.33 1.051 1281.378 22.4 13.38 2.780 1284.158 0.00 1.688 2.00 0.00 0.00 0 0.00 0.86 0.27692 .031162 0.93 0.590 0.00 , I . I . \?fr I: 0 ~_=: . . . ~~~~~~~ --,._-~~- - - ~ LICENSEE: R.B.F. & ASSOC. - SAN DIEGO PAGE 2 F0515P WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151-00245.001 Storm Drain System L LATERAL L2 100 Year Discharge File: L1NEL2.wSP 6/19/01 _.~~ Pa STATION INVERT DEPTH W.S. HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH VEL VEL ENERGY SUPER CRITICAL DIA ID NO. Q PIER UELEM SO SF AVE HF NORM DEPTH ****'It******************************************************************************************************************** ZR ********** 115.11 1280.57 1.092 1281.658 22.4 12.76 2.527 1284.185 0.00 1.688 0.00 0 0.00 0.75 0.27692 .027499 0.02 0.590 115.86 1280.77 1.1351281.908 22.4 12.17 2.299 1284.207 0.00 1.688 0.00 0 0.00 0.65 0.27692 .024296 0.02 0.590 116.51 1280.95 1.181 1282.133 22.4 11.60 2.090 1284.223 0.00 1.688 0.00 0 0.00 0.55 0.27692 .021495 0.01 0.590 117.06 1281.11 1.229 1282.334 22.4 11.06 1.900 1284.234 0.00 1.688 0.00 0 0.00 0.48 0.27692 .019040 0.01 0.590 117.54 1281.24 1.280 1282.516 22.4 10.55 1.727 1284.243 0.00 1.688 0.00 0 0.00 0.39 0.27692 .016894 0.01 0.590 117.93 1281.35 1.334 1282.680 22.4 10.05 1.570 1284.250 0.00 1.688 0.00 0 0.00 0.32 0.27692 .015027 0.00 0.590 118.25 1281.43 1.393 1282.827 22.4 9.58 1.427 1284.254 0.00 1.688 0.00 0 0.00 0.25 0.27692 .013406 0.00 0.590 118.50 1281.50 1.456 1282.960 22.4 9.14 1.297 1284.257 0.00 1.688 0.00 0 0.00 0.19 0.27692 .011999 0.00 0.590 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 \~~ [:2:- _. --~- ._--== ._-=:= ~ . -,~- - ... ~,--~ :'= __,,2ii - . 118,69 1281.56 1.524 1283,081 22.4 8.72 1.180 1284.261 0,00 1,688 2,00 0.00 0.00 0 0.00 0,12 0.27692 .010795 0,00 0.590 0.00 118,81 1281.59 1.600 1283.189 22.4 8.31 1.072 1284.261 0.00 1,688 2,00 0,00 0,00 0 0,00 0,04 0.27692 .009789 0.00 0,590 0,00 118.85 1281,60 1,688 1283.288 22.4 7,92 0,974 1284,262 0.00 1.688 2.00 0,00 0.00 0 0.00 JUNCT STR 0,00000 ,005893 0.02 0,00 . . /" \1P \~<L.'-~=--=- ~~-- Pa ~. ~--~ ~. LICENSEE: R.B.F. & ASSOC. - SAN DIEGO PAGE 3 F0515P WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151-00245.001 Storm Drain System L LATERAL L2 100 Year Discharge File: L1NEL2WSP 6/19/01 STATION INVERT DEPTH W.S. HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV Q VEL VEL ENERGY SUPER CRITICAL HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER UELEM SO SF AVE HF NORM DEPTH ZR ************************************************************************************************************************* ********** 121.91 1281.60 3.136 1284.736 11.2 3.56 0.197 1284.933 0.00 1.201 2.00 0.00 0.00 0 0.00 62.96 0.00635 .002451 0.15 1.140 0.00 184.87 1282.00 2.890 1284.890 11.2 3.56 0.197 1285.087 0.00 1.201 2.00 0.00 0.00 0 0.00 .. f-A.A-k. (.)::, ,-<-,.$c. L. .: ( ? 't; If. r II- 2(1,) ... r ( ...;: /L '? ,:;, 2 '. \qf;; . . DRAINAGE BASIN 1100 . . "7 f\ " . . . **************************************************************************** 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 pate: 01/01/2000 License IO 1264 Analysis prepared by: RBF & Associates 14725 ALton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** * basin 1100 * lOa-year , NODES 1101 TO 1126 , , , ************************************************************************** FILE NAME: 1001100.oAT 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 SPECIFIED PERCENT OF GRAOIENTS(oECIMAL) TO USE FOR FRICTION SLOPE 0.95 10"YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 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&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: CUR8 GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) --------- ----------------- --------- ----------------- 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 1101.00 TO NOOE 1102.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SU8AREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~ ASSUMED INITIAL SU8AREA UNIFORM . . . DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K'I(LENGTH"3)/(ELEVATION CHANGE)]".2 INITIAL SUBAREA FLOW-LENGTH = 130.00 UPSTREAM ELEVATION = 1316.30 DOWNSTREAM ELEVATION = 1312.62 ELEVATION DIFFERENCE = 3.68 TC = 0.393'[( 130.00"3)/( 3.68)]*'.2 5.612 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.780 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8617 SOIL CLASSIFICATION IS "OH SU8AREA RUNOFF(CFS) = 1.65 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 1.65 **************************************************************************** FLOW PROCESS FROM NODE 1102.00 TO NODE 1103.00 IS CODE = 61 tt~~~COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANoARD CURB SECTION USEo)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1316.12 DOWNSTREAM ELEVATION(FEET) = 1297.89 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6.0 STREET 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 HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY' CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's fRICTION FACTOR for Back-of-Walk FLow Section; 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW oEPTH(FEET) = 0.35 HALFSTREET FLOOD WIoTH(FEET) = 3.95 AVERAGE FLOW VELOCITY(FEET/SEC.) 5.49 PRODUCT OF oEPTH&VELOCITY(FT'FT/SEC.) = 1.93 STREET FLOW TRAVEL TIME(MIN.) = 1.52 Te(MIN.) = 7.13 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.191 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8569 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) 3.20 SUBAREA RUNoFF(CFS) TOTAL AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) 7.41 11.49 13.14 END OF SUBAREA STREET FLOW HYDRAULICS: oEPTH(FEET) = 0.44 HALFSTREET FLOOD WIoTH(FEET) 5.00 FLOW VELOCITY(FEET/SEC.) = 6.26 DEPTH'VELOCITY(FT'FT/SEC.) = 2.73 LONGEST FLOWPATH FROM NOOE 1101.00 TO NODE 1103.00 = 630.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1103.00 TO NODE 1104.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== ~~~t~(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1297.89 DOWNSTREAM ELEVATION(FEET) = 1257.87 STREET LENGTH(FEET) = 800.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIoTH(FEET) = 30.00 ~ DISTANCE FROM CROWN TO CROSS FALL GRAoEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(oECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(oECIMAL) = 0.080 . SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manningfs FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back~of-Walk FLow Section = 0.~200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.31 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW oEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 8.56 AVERAGE FLOW VELOCITY(FEET/SEC.) 8.35 PRODUCT OF oEPTH&VELOCITY(FT'FT/SEC.) = 4.55 STREET FLOW TRAVEL TIME(MIN.) = 1.60 Te(MIN.) = 8.73 100 YEAR RAINFALL INTENSITY(INCH/HoUR) = 3.750 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8905 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) 0.70 SUBAREA RUNOFF(CFS) = 2.34 TOTAL AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) 15.48 ENO OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.56 HALFSTREET FLOOD WIoTH(FEET) = 9.49 FLOW VELoCITY(FEET/SEC.) = 8.38 oEPTH'VELOCITY(FT'FT/SEC.) = 4.69 LONGEST FLOWPATH FROM NODE 1101.00 TO NODE 1104.00 = 1430.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1103.00 TO NODE 1104.00 IS CODE = 10 . <<<<<<t<<MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 1105.00 TO NODE 1106.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SU8AREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1270.40 DOWNSTREAM ELEVATION = 1268.28 ELEVATION DIFFERENCE = 2.12 TC = 0.393'[( 120.00"3)/( 2.12)J".2 5.973 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.619 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8605 SOil CLASSIFICATION IS HDH SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.52 **************************************************************************** FLOW PROCESS FROM NODE 1106.00 TO NODE 1107.00 IS CODE = 61 . .....COMPUTE STREET FLOW TRAVEL TIME THRU SU8AREA===== .....(STANDARo CURB SECTION USED) ==;;;;==========================================;=========;================= UPSTREAM ELEVATION(FEET) = 1267.78 DOWNSTREAM ELEVATIoN(FEET) = 1263.99 STREET LENGTH(FEET) = 480.00 CURB HEIGHT(INCHES) = 6.0 ~ STREET HALFWIoTH(FEET) = 30.00 . DISTANCE FROM CROWN TO CROSSFALL GRAoEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(oECIMAL) = 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 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 oEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 4.55 AVERAGE FLOW VELoCITY(FEET/SEC.) 2.77 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) 1.11 STREET FLOW TRAVEL TIME(MIN.) = 2.89 Te(MIN.) = 8.86 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.720 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8520 SOIL CLASSIFICATION IS HDH SU8AREA AREA(ACRES) 1.20 SUBAREA RUNoFF(CFS) TOTAL AREA(ACRES) = 1.33 PEAK FLOW RATE(CFS) 2.43 3.80 4.32 END OF SUBAREA STREET FLOW HYDRAULICS: oEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) 5.71 FLOW VELOCITY(FEET/SEC.) = 3.18 DEPTH'VELOCITY(FT'FT/SEC.) = 1.57 LONGEST fLOWPATH FROM NODE 1105.00 TO NODE 1107.00 = 600.00 FEET. . **************************************************************************** FLOW PROCESS FROM NODE 1107.00 TO NODE 1107.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUM8ER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 8.86 RAINFALL INTENSITY(INCH/HR) = 3.72 TOTAL STREAM AREA(ACRES) = 1.33 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.32 **************************************************************************** FLOW PROCESS FROM NODE 1108.00 TO NOOE 1109.00 IS CODE = 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 = 113.00 UPSTREAM ELEVATION = 1270.20 DOWNSTREAM ELEVATION = 1266.89 ELEVATION DIFFERENCE = 3.31 TC = 0.393'[( 113.00"3)/( 3.31)]".2 = 5.270 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.948 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8214 SOIL CLASSIFICATION IS HeR SUBAREA RUNOFF(CFS) = 1.22 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 1.22 \A..\ **************************************************************************** FLOW PROCESS fROM NODE 1109.00 TO NODE 1107.00 IS CODE = 61 . ~tt~~COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARo CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1266.39 DOWNSTREAM ELEVATION(FEET) = 1263.99 STREET LENGTH(FEET) = 215.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRAoEBREAK(FEET) INSIDE STREET CROSSFALL(oECIMAL) = 0.020 OUTSIDE STREET CRoSSFALL(oECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 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 FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW oEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 4.11 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.11 PRODUCT OF oEPTH&VELOCITY(FT'FT/SEC.) = 1.13 STREET FLOW TRAVEL TIME(MIN.) = 1.15 Te(MIN.) = 6.42 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.438 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8590 SOIL CLASSIFICATION IS "On SUBAREA AREA(ACRES) = 1.73 SUBAREA RUNOFF(CFS) TOTAL AREACACRES) = 2.03 PEAK FLOW RATECCFS) 4.52 . 6.60 7.81 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WloTH(fEET) = 5.14 FLOW VELOCITY(FEET/SEC.) = 3.53 oEPTH'VELOCITY(FT'FT/SEC.) = 1.58 LONGEST FLOWPATH FROM NODE 1108.00 TO NODE 1107.00 = 328.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1107.00 TO NODE 1107.00 IS CODE = 44~ttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== 4~~ttAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.42 RAINFALLINTENSITY(INCH/HR) = 4.44 TOTAL STREAM AREA(ACRES) = 2.03 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.81 ** CONFLUENCE DATA ** STREAM NUMBER 1 2 RUNOFF (CFS) 4.32 7.81 Te (MIN.) 8.86 6.42 INTENSITY (INCH/HOUR) 3.720 4.438 AREA (ACRE) 1.33 2.03 . *********************************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 NUM8ER (CFS) (MIN.) (INCH/HOUR) 1 10.95 6.42 4.438 2 10.87 8.86 3.720 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.95 Te(MIN.) = 6.42 TOTAL AREA(ACRES) = 3.36 LONGEST FLOWPATH FROM NODE 1105.00 TO NODE 1107.00 = 600.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1107.00 TO NODE 1104.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANoARD CURB SECTION USEo)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1263.99 DOWNSTREAM ELEVATION(FEET) = 1257.87 STREET LENGTH(FEET) = 510.00 CUR8 HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL INSIDE STREET CROSSFALL(oECIMAL) OUTSIDE STREET CROSSFALL(oECIMAL) GRADEBREAK( FEET) 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-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) = 0.67 HALFSTREET FLOOD WIDTH(FEET) = 16.15 AVERAGE FLOW VELOCITY(FEET/SEC.) 4.17 PRODUCT OF oEPTH&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 HDH SUBAREA AREA(ACRES) = 1.50 TOTAL AREA(ACRES) = 4.86 13.39 8.46 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 4.88 15.83 END OF SUBAREA STREET FLOW HYDRAULICS: oEPTH(FEET) = 0.70 HALFSTREET FLOOD WIOTH(FEET) = 18.20 FLOW VELOCITY(FEET/SEC.) = 4.19 DEPTH'VELOCITY(FT'FT/SEC.) = LONGEST FLOWPATH FROM NODE 1105.00 TO NODE 1104.00 = 1110.00 2.93 FEET. **************************************************************************** . FLOW PROCESS FROM NODE 1107.00 TO NODE 1104.00 IS CODE = ~~~~tDESIGNATE INDEPENDENT STREAM FOR CONFlUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: \~~ TIME OF CONCENTRATION(MIN.) 8.46 RAINFALL INTENSITY(lNCH/HR) = 3.81 TOTAL STREAM AREA(ACRES) = 4.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.83 . **************************************************************************** FLOW PROCESS FROM NODE 1110.00 TO NODE 1111.00 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 = 197.00 UPSTREAM ELEVATION = 1270.50 DOWNSTREAM 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 "D" SUBAREA RUNOFF(CFS) 0.58 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.58 **************************************************************************** FLOW PROCESS FROM NODE 1111.00 TO NODE 1112.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== ~~~~t(STANDARD CURB SECTION USED) . ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1267.56 DOWNSTREAM ELEVATION(FEET) = 1263.91 STREET LENGTH(FEET) = 480.00 CURB HEIGHT(lNCHES) = 6.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(oECIMAL) OUTSIDE STREET CROSSFALL(oECIMAL) GRADEBREAK( FEET) 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.towcurb) = 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 ESTIMATEO FLOW: STREET FLOW oEPTH(FEET) = 0.42 HALFSTREET FLOOD WIoTH(FEET) = 4.79 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.81 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = 1.18 STREET FLOW TRAVEL TIME(MIN.) = 2.85 Tc(MIN.) = 10.67 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = . 3.359 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8474 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) 1.50 TOTAL AREA(ACRES) = 1.67 2.72 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) 4.27 4.85 . END OF SUBAREA STREET FLOW HYDRAULICS: oEPTH(FEET) = 0.52 HALFSTREET FLOOD WloTH(FEET) 6.92 FLOW VELOCITY(FEET/SEC.) = 3.21 DEPTH'VELoCITY(FT'FT/SEC.) LONGEST FLOWPATH FROM NODE 1110.00 TO NODE 1112.00 = 677.00 1.66 FEET. \ A..~ **************************************************************************** FLOW PROCESS FROM NODE 1112.00 TO NODE 1104.00 IS CODE = 61 . ~~~ttCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA .....(STANoARD CUR8 SECTION USEo)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1263.91 DOWNSTREAM ELEVATION(FEET) = 1257.87 STREET LENGTH(FEET) = 510.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIoTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRAoEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(oECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUM8ER 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) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 8.26 AVERAGE FLOW VELOCITY(FEET/SEC.) 4.05 PRODUCT OF OEPTH&VELOCITY(FT'FT/SEC.) 2.19 STREET FLOW TRAVEL TIME(MIN.) = 2.10 Te(MIN.) = 12.76 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.043 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8427 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) 1 .50 TOTAL AREA(ACRES) = 3.17 6.77 SUBAREA RUNOFFCCFS) PEAK FLOW RATE(CFS) 3.85 8.70 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 11.13 FLOW VELOCITY(FEET/SEC.) = 4.11 oEPTH'VELOCITY(fT'FT/SEC.) 2.40 LONGEST FLOWPATH FROM NODE 1110.00 TO NODE 1104.00 = 1187.00 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 1104.00 TO NODE 1104.00 IS CODE = tttttoESIGNATE 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.) 12.76 RAINFALL INTENSITY(INCH/HR) = 3.04 TOTAL STREAM AREA(ACRES) = 3.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.70 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 15.83 2 8.70 Te (MIN.) 8.46 12.76 INTENSITY (I NCH/HOUR) 3.814 3.043 AREA (ACRE) 4.86 3.17 . *********************************YARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCo FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA \Pt..!; WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO . CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE " STREAM RUNOFF Te INTENSITY NUM8ER (CFS) (MIN.) (INCH/HOUR) 1 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 Tc(MIN.) = 8.46 TOTAL AREA(ACRES) = 8.03 LONGEST FLoWPATH FROM NODE 1110.00 TO NODE 1104.00 1187.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1103.00 TO NODE 1104.00 IS CODE = 11 .....CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Te INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 21. 59 8.46 3.814 8.03 LONGEST FLOWPATH FROM NODE 1110.00 TO NODE 1104.00 = 1187.00 FEET. . ** MEMORY STREAM NUMBER 1 LONGEST RUNOFF Te INTENSITY AREA BANK # 1 CONFLUENCE DATA " (CFS) (MIN.) 15.48 8.73 FLOWPATH FROM NODE (INCH/HOUR) 3.750 1101.00 TO NODE (ACRE) 4.30 1104.00 = 1430.00 FEET. *********************************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. ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUM8ER (CFS) (MIN.) (INCH/HOUR) 1 36.60 8.46 3.814 2 36.71 8.73 3.750 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE AS FOLLOWS: 36.60 Te(MIN.) = 12.33 8.46 **************************************************************************** FLOW PROCESS fROM NODE 1104.00 TO NODE 1104.00 IS CODE = . ~~~~~DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 8.46 RAINFALL INTENSITY(INCH/HR) = 3.81 \~ TOTAL STREAM AREA(ACRES) = 12.33 PEAK FLOW RATE(CFS) AT CONFLUENCE = 36.60 **************************************************************************** . FLOW PROCESS FROM NODE 1113.00 TO NODE 1114.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SU8AREA ANALYSIS===== ;;;;=;;;;;;;;;=;=;;;;=;=;=======;;;;===;;;;;;;;============;=========;;;==;= ASSUMED INITIAL SU8AREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K'[(LENGTH"3)/(ELEVATION CHANGE)]".2 INITIAL SU8AREA FLOW-LENGTH = 150.00 UPSTREAM ELEVATION = 1306.10 DOWNSTREAM ELEVATION = 1302.76 ELEVATION DIFFERENCE = 3.34 TC = 0.393'I( 150.00"3)/( 3.34))".2 6.235 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.511 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8596 SOIL CLASSIFICATION IS HO" SUBAREA RUNOFF(CFS) = 1.78 TOTAL AREA(ACRES) = 0.46 TOTAL RUNOFF(CFS) = 1.78 ***********************************************~**************************** FLOW PROCESS FROM NODE 1114.00 TO NODE 1115.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANoARD CURB SECTION USED)===== ==;============;;;;;;;;;============================;==;;;;=====;====;=;;;;= . UPSTREAM ELEVATION(FEET) = 1302.26 DOWNSTREAM ELEVATION(FEET) = 1297.64 STREET LENGTH(FEET) = 520.00 CUR8 HEIGHT(INCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRAoEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(oECIMAL) = 0.080 18.00 SPECIFIED NUM8ER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(oECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Sectlon(curb~to-curb); 0.0150 Manning's FRICTION FACTOR for Back-of-WaLk Ftow 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 WIoTH(FEET) = 5.35 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.24 PRODUCT OF oEPTH&VELOCITY(FT'FT/SEC.) 1.50 STREET FLOW TRAVEL TIME(MIN.) = 2.67 Te(MIN.) 8.91 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.709 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8518 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 3.75 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 4.21 PEAK FLOW RATE(CFS) 7.74 11.85 13.63 . END OF SUBAREA STREET FLOY HYDRAULICS: oEPTH(FEET) = 0.57 HALFSTREET FLOOD WIoTH(FEET) = 10.00 FLOW VELOCITY(FEET/SEC.) = 3.54 DEPTH'VELOCITY(FT'FT/SEC.) = 'NOTE: INITIAL SUBAREA NOMOGRAPH WITH SU8AREA 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, 1115.00 ~ 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===== .....(STANoARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1297.64 DOWNSTREAM ELEVATION(FEET) = 1258.04 STREET LENGTH(FEET) = 800.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIoTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL INSIDE STREET CROSSFALL(oECIMAL) OUTSIDE STREET CROSSFALL(OECIMAL) GRAoEBREAK( FEET) 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 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 19.38 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW oEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 12.15 AVERAGE FLOW VELOCITY(FEET/SEC.) = 8.40 PRODUCT OF OEPTH&VELOCITY(FT'FT/SEC.) = 5.05 STREET FLOW TRAVEL TIME(MIN.) = 1.59 Te(MIN.) = 10.49 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.389 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8478 SOIL CLASSIFICATION IS "D" . SU8AREA AREA(ACRES) = TOTAL AREA(ACRES) = 4.00 8.21 SUBAREA RUNOFF(CFS) PEAK FLOW RATECCFS) 11.49 25.12 END OF SUBAREA STREET FLOW HYDRAULICS: oEPTH(FEET) = 0.65 HALFSTREET FLOOD WIoTH(FEET) = 15.23 FLOW VELOCITY(FEET/SEC.) = 8.43 oEPTH'VELOCITY(FT'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-CUR8 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 = .....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.) = 10.49 RAINFALL INTENSITY(INCH/HR) = 3.39 TOTAL STREAM AREA(ACRES) = 8.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.12 . ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 36.60 2 25.12 Te (MIN.) 8.46 10.49 INTENSITY (INCH/HOUR) 3.814 3.389 AREA (ACRE) 12.33 8.21 ~~ . . I I , I I ! i . *********************************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 ANO .TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 56.87 8.46 3.814 2 57.65 10.49 3.389 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 56.87 Te(MIN.) = 8.46 TOTAL AREA(ACRES) = 20.54 LONGEST FLOWPATH FROM NOOE 1113.00 TO NODE 1116.00 = 1470.00 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 1104.00 TO NODE 1104.00 IS CODE = 7 .....USER SPECIFIED HYOROLOGY INFORMATION AT NOoE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 8.46 RAIN INTENSITY(INCH/HOUR) = 3.81 TOTAL AREA(ACRES) = 10.27 TOTAL RUNOFF(CFS) = 6.44 **************************************************************************** FLOW PROCESS FROM NODE 1104.00 TO NODE 1117.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CUR8 SECTION USEo)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1257.87 OOWNSTREAM ELEVATION(FEET) = 1256.36 STREET LENGTH(FEET) = 180.00 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(oECIMAL) = 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) = 6.76 STREET FLOW MOOEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIoTH(FEET) = 10.20 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.45 PRODUCT OF OEPTH&VELOCITY(FT'FT/SEC.) = 1.97 STREET FLOW TRAVEL TIME(MIN.) = 0.87 Te(MIN.) 9.33 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.615 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8798 SOIL CLASSIFICATION IS "B" SU8AREA AREA(ACRES) = 0.20 SU8AREA RUNOFF(CFS) 0.64 "P-"Q.... TOTAL AREA(ACRES) = 10.47 PEAK FLOY RATECCFS) = 7.08 . END OF SU8AREA STREET FLOW HYDRAULICS: oEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 10.72 FLOW VELOCITY(FEET/SEC.) = 3.46 oEPTH'VELOCITY(FT'FT/SEC.) = LONGEST FLOWPATH FROM NODE 1113.00 TO NODE 1117.00 = 1650.00 2.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1117.00 TO NODE 1117.00 IS CODE = .....0ESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.33 RAINFALL INTENSITY(INCH/HR) = 3.62 TOTAL STREAM AREA(ACRES) = 10.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.08 **************************************************************************** FLOW PROCESS FROM NODE 1118.00 TO NOOE 1119.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ===================;====;;=====================================;;=;;;;;;;=== . ASSUMED INITIAL SU8AREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K'[(LENGTH"3)/(ELEVATION CHANGE)]".2 INITIAL SUBAREA FLOW-LENGTH = 115.00 UPSTREAM ELEVATION = 1263.90 DOWNSTREAM ELEVATION = 1261.85 ELEVATION DIFFERENCE = 2.05 TC = 0.393'I( 115.00"3)/( 2.05)]".2 5.862 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.667 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8175 SOIL CLASSIFICATION IS HBH SU8AREA RUNOFF(CFS) 3.17 TOTAL AREA(ACRES) = 0.83 TOTAL RUNOFF(CFS) = 3.17 **************************************************************************** FLOW PROCESS FROM NODE 1119.00 TO NODE 1117.00 IS CODE = 61 tttttCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1261.35 DOWNSTREAM ELEVATION(FEET) = 1256.36 STREET LENGTH(FEET) = 580.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CRoSSFALL(OECIMAL) OUTSIDE STREET CROSSFALL(oECIMAL) GRADEBREAK(FEET) 0.020 = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 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 FLOW(CFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FlOY: STREET FLOW DEPTH(FEET) = 0.48 8.31 \~ I . HALFSTREET FLOOD WIoTH(FEET) = 5.53 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.26 PRODUCT OF oEPTH&VELOCITY(FT'FT/SEC.) 1.56 STREET FLOW TRAVEL TIME(MIN.) = 2.96 Te(MIN.) 8.82 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.727 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8013 SOIL CLASSIFICATION IS HSH SUBAREA AREA(ACRES) 3,42 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 4.25 PEAK FLOW RATE(CFS) 10.21 13.38 END OF SU8AREA STREET FLOW HYDRAULICS: oEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) 9.90 FLOW VELOCITY(FEET/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 = .....0ESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== (t~~~AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.82 RAINFALL INTENSITY(INCH/HR) = 3.73 TOTAL STREAM AREA(ACRES) = 4.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.38 ,. CONFLUENCE DATA " . STREAM RUNOFF Te INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.08 9.33 3.615 10.47 2 13.38 8.82 3.727 4.25 *********************************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 AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Te INTENSITY NUM8ER (CFS) (MIN.) (INCH/HOUR) 1 20.07 8.82 3.727 2 20.05 9.33 3.615 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.07 Tc(MIN.) = 8.82 TOTAL AREA(ACRES) = 14.72 LONGEST FLOWPATH FROM NODE 1113.00 TO NODE 1117.00 = 1650.00 FEET. **************************************************************************** . FLOW PROCESS FROM NODE 1117.00 TO NODE 1120.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== ......(STANoARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~ UPSTREAM ELEVATION(FEET) = 1256.36 DOWNSTREAM ELEVATION(FEET) = 1253.60. STREET LENGTH(FEET) = 275.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIoTH(FEET) = 30.00 . DISTANCE FROM CROWN TO CROSS FALL GRAoEBREAK(FEET) = 18.00 INSIDE STREET CRoSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIEO 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-Walk Flow Section 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLoW(CFS) = STREETFLOW MOOEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.77 HALFSTREET FLOOD WIOTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) PRODUCT OF oEPTH&VELOCITY(FT'FT/SEC.) = STREET FLOW TRAVEL TIME(MIN.) = 1.17 100 YEAR RAINFALL INTENSITY(INCH/HOUR) COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS nan SU8AREA AREA(ACRES) 0.20 TOTAL AREA(ACRES) = 14.92 20.38 22.61 3.91 3.00 Te(MIN.) 3.480 = .8792 10.00 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) 0.61 20.69 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.77 HALFSTREET FLOOO WIDTH(FEET) = 22.82 FLOW VELOCITY(FEET/SEC.) = 3.91 oEPTH'VELOCITY(FT'FT/SEC.) 3.02 LONGEST FLOWPATH FROM NODE 1113.00 TO NODE 1120.00 = 1925.00 FEET. . **************************************************************************** FLOW PROCESS FROM NOOE 1120.00 TO NODE 1120.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.00 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 1122.00 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 = 1258.60 DOWNSTREAM ELEVATION = 1256.24 ELEVATION DIFFERENCE = 2.36 TC = 0.393'[( 120.00"3)/( 2.36)]".2 = 5.846 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.674 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8176 SOIL CLASSIFICATION IS nan SUBAREA RUNOFF(CFS) = 1.34 \t;'V TOTAL AREA(ACRES) = 0.35 TOTAL RUNOFFCCFS) = 1.~ **************************************************************************** . FLOW PROCESS FROM NODE 1122.00 TO NODE 1120.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== ttt~4CSTANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1255.74 DOWNSTREAM ELEVATION(FEET) = 1253.60 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIoTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRAoEBREAK(FEET) INSIDE STREET CROSSFALL(OECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 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 ESTIMATEO FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 4.07 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.68 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = 0.97 STREET FLOW TRAVEL TIME(MIN.) = 1.55 Te(MIN.) = 7.40 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.107 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8085 SOIL CLASSIFICATION IS "8" SUBAREA AREA(ACRES) 1.50 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 1.85 PEAK FLOW RATE(CFS) 3.84 4.98 6.32 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WloTH(FEET) = 4.98 FLOW VELOCITY(FEET/SEC.) = 3.03 oEPTH'VELOCITY(FT'FT/SEC.) = 1.32 LONGEST FLoWPATH FROM NODE 1121.00 TO NOOE 1120.00 = 370.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1120.00 TO NODE 1120.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE==--- .....ANo COMPUTE VARIOUS CoNFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUM8ER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIoN(MIN.) = 7.40 RAINFALL INTENSITY(INCH/HR) = 4.11 TOTAL STREAM AREA(ACRES) = 1.85 PEAK FLOW RATE(CFS) AT CONFLUENCE 6.32 ** CONFLUENCE DATA ** . STREAM NUMBER 1 2 RUNOFF (CFS) 20.69 6.32 Tc (MIN.) 10.00 7.40 INTENSITY (INCH/HOUR) 3.480 4.107 AREA (ACRE) 14.92 1.~ *****~***************************YARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ~ . . ! i I ! ! . 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 NUM8ER 1 2 TABLE ** Te (MIN.) 7.40 10.00 I NTENS ITY (INCH/HOUR) 4.107 3.480 FLOW RATE RUNOFF (CFS) 21.63 26.04 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 26.04 Te(MIN.) = 10.00 TOTAL AREA(ACRES) = 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 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANoARo CURB SECTION USEo)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIoN(FEET) = 1253.60 DOWNSTREAM ELEVATION(FEET) = 1251.36 STREET LENGTH(FEET) = 125.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 OISTANCE FROM CROWN TO CROSSFALL GRAoEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUM8ER 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-Yalk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOYCCFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.76 HALF STREET FLOOD WIoTH(FEET) = 22.10 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.20 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = 3.96 STREET FLOW TRAVEL TIME(MIN.) = 0.40 Te(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.406 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8896 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.10 TOTAL AREA(ACRES) = 16.87 26.19 10.40 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 0.30 26.34 END OF SUBAREA STREET FLOW HYDRAULICS: oEPTH(FEET) = 0.76 HALFSTREET FLOOD WIoTH(FEET) = 22.20 FLOW VELOCITY(FEET/SEC.) = 5.20 oEPTH'VELOCITY(FT'FT/SEC.) 3.96 LONGEST FLOWPATH FROM NODE 1113.00 TO NODE 1123.00 = 2050.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1123.00 TO NODE 1123.00 IS CODE = 10 t~~~~MAIN~STREAM MEMORY COPIED ONTO MEMORY SANK # 2 rIA. \"':> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . . . **************************************************************************** FLOW PROCESS FROM NOOE 1116.00 TO NOOE 1116.00 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 RUNOFF(CFS) = 6.44 **************************************************************************** FLOW PROCESS FROM NOOE 1116.00 TO NODE 1124.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SU8AREA===== .....(STANDARo CURB SECTION USEo)===== ==========;=;=;============================;;=============================== UPSTREAM ELEVATION(FEET) = 1258.04 DOWNSTREAM ELEVATION(FEET) = 1255.97 STREET LENGTH(FEET) = 180.00 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(oECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALF STREETS 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) = STREETFlOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW oEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 9.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.05 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = 2.27 STREET FLOW TRAVEL TIME(MIN.) = 0.74 Te(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.643 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7995 SOIL CLASSIFICATION IS ns" SUBAREA AREA(ACRES) = 0.75 TOTAL AREA(ACRES) = 11.02 7.53 9.20 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 2.18 8.62 END OF SUBAREA STREET FLOW HYDRAULICS: oEPTHCFEET) = 0.59 HALFSTREET FLODD WIDTH(FEET) = 11.23 FLOW VELOCITY(FEET/SEC.) = 4.04 oEPTH'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:====: ~~~(tCSTANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1255.97 DOWNSTREAM ELEVATION(FEET) = 1253.80 STREET LENGTH(FEET) = 275.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIoTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRAoEBREAK(FEET) INSIDE STREET CROSSFALL(oECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(oECIMAL) = 0.080 18.00 r ~ '\ SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(oEClMAL) = 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 MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW oEPTH(FEET) = 0.65 HALFSTREET FLOOD WIoTH(FEET) = 15.13 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.37 PRODUCT OF oEPTH&VELoCITY(FT'FT/SEC.) = 2.19 STREET FLOW TRAVEL TIME(MIN.) = 1.36 Te(MIN.) = 10.56 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.377 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7935 SOIL CLASSIFICATION IS "Bn SUBAREA AREA(ACRES) = 1.00 TOTAL AREA(ACRES) = 12.02 SUBAREA RUNOFF(CFS) PEAK FLOW RATECCFS) 9.96 2.68 11.30 END OF SUBAREA STREET FLOW HYDRAULICS: oEPTH(FEET) = 0.67 HALFSTREET FLOOD WIDTH(FEET) = 16.66 FLOW VELOCITY(FEET/SEC.) = 3.38 oEPTH'VELOCITY(FT'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 .....COMPUTE STREET FLOW TRAVEL TIME THRU SU8AREA===== .....(STANDARO CURB SECTION USED)===== . ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATJONCFEET) = 1253.60 DOWNSTREAM ElEVATIONCFEET) = 1251.23 STREET LENGTH(FEET) = 125.00 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(DECIMAL) = 0.080 SPECIFIED NUM8ER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Baek-of-Walk Flow Section = 0.0200 . "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW oEPTH(FEET) = 0.47 HALFSTREET FLOOD WIOTH(FEET) = 5.47 AVERAGE FLOW VELOCITY(FEET/SEC.) 4.80 PRODUCT OF OEPTH&VELOCITY(FT'FT/SEC.) = 2.27 STREET FLOW TRAVEL TIME(MIN.) = 0.43 Te(MIN.) = 11.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.303 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7916 SOIL CLASSIFICATION IS "sn SUBAREA AREA(ACRES) = 0.50 TOTAL AREA(ACRES) = 12.52 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) 11.96 1.31 12.61 END OF SUBAREA STREET FLOW HYDRAULICS: oEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 5.59 FLOW VELOCITY(FEET/SEC.) = 4.85 oEPTH'VELOCITY(FT'FT/SEC.) 2.34 LONGEST FLOWPATH FROM NOOE 1113.00 TO NODE 1126.00 = 2630.00 FEET. ,,-!f . . . **************************************************************************** FLOW PROCESS FROM NODE 1123.00 TO NODE 1126.00 IS CODE = 11 .....CoNFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE OATA ** STREAM RUNOFF Te INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 12.61 11.00 3.303 12.52 LONGEST FLOWPATH FROM NODE 1113.00 TO NODE 1126.00 = 2630.00 FEET. " MEMORY BANK'# 2 CONFLUENCE DATA " STREAM RUNOFF Te INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 26.34 10.40 3.406 16.87 LONGEST FLOWPATH FROM NODE 1113.00 TO NODE 1126.00 = 2050.00 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 Te INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 38.27 10.40 3.406 2 38.16 11.00 3.303 COMPUTED CONFLUENCE PEAK FLOY RATECCFS) TOTAL AREA(ACRES) = ESTIMATES ARE AS FOLLOWS: 38.27 Te(MIN.) = 29.39 10.40 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUOY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 29.39 TC(MIN.) = 38.27 10.40 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS r,,\ ,,'J I , i . . . **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 ReLease Date: 01/01/2000 License ID 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 TIME/DATE OF STUDY: 11:00 07/03/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** ************************** DESCRIPTION OF STUDY * nodes 1104 & 1116 * 100-year , , , , ************************************************************************** **************************************************************************** ....STREETFLoW MODEL INPUT INFORMATION==== CONSTANT STREET GRAoE(FEET/FEET) = 0.010000 CONSTANT STREET FLOW(CFS) = 56.87 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIoTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRAoEBREAK(FEET) 18.00 INTERIOR STREET CROSSFALL(oECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(oECIMAL) = 0.080000 CONSTANT SYMMETRICAL CUR8 HEIGHT(FEET) = 0.67 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 EVENLY ON BOTH SIDES ***STREET FLOWING FULL*** ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: STREET FLOW oEPTH(FEET) = 0.62 HALFSTREET FLOOD WIoTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.52 PRODUCT OF oEPTH&VELOCITY = 2.82 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~ **************************************************************************** . 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: 11:01 07/03/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * nodes 1104 & 1116 * 100-year , , , , ************************************************************************** **************************************************************************** ....FLOWBY CATCH 8ASIN INLET CAPACITY INPUT INFoRMATION==== . Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 28.44 GUTTER FLOWoEPTH(FEET) = 0.62 BASIN LOCAL oEPRESSION(FEET) = 0.33 FLOWBY BASIN WIoTH(FEET) = 28.00 ....CALCULATEO BASIN WIDTH FOR TOTAL INTERCEPTION = 46.8 ....CALCULATED ESTIMATED INTERCEPTION(CFS) = 22.0 ============================================================================ . ~ \ . . . **************************************************************************** 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: 11:2607/03/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY * nodes 1123 & 1126 * 10Q-year , ************************** , , , ************************************************************************** **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION===: CONSTANT STREET GRADE(FEET/FEET) = 0.016000 CONSTANT STREET FLOW(CFS) = 38.27 AVERAGE STREET FLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN 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-WIoTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON 80TH SIDES ***STREET FLOYING FULL*** ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOY MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIoTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.41 PRODUCT OF oEPTH&VELOCITY = 2.32 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- \~ . . . **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 TIME/DATE OF STUDY: 11:2607/03/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** , nodes 1123 & 1126 * 100-year , , , , ************************************************************************** **************************************************************************** ....FLOW8Y CATCH BASIN INLET CAPACITY INPUT INFORMATIoN==== Curb InLet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 19.14 GUTTER FLOWDEPTH(FEET) = 0.53 BASIN LOCAL oEPRESSION(FEET) = 0.33. FLOWBY BASIN WIoTH(FEET) = 28.00 ~"'CALCULATEO BASIN WIOTH FOR TOTAL INTERCEPTION = 37.2 ....CALCULATED ESTIMATED INTERCEPTION(CFS) = 16.7 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- \r:.\,. **************************************************************************** . 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 ID 1264 Analysis prepared by: RBF & Associ ates 14725 Alton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** * basin 1100 , 10-yearllD I , NODES ~ TO 1126 , , , ************************************************************************** FILE NAME: 10Lll00.oAT TIME/DATE OF STUDY: 15:33 07/05/2001 -------------~~-------------------~---------------------~~------------------ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -------------------------------------------------~-------------~------------ . USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRAoIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-OURATION CURVE = 0.5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 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&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) ----------------- ----------------- GL08AL STREET FLOW-DEPTH CONSTRAINTS: 1. ReLative Flow-Depth = 0.00 FEET as (Maximum ALLowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 0.0 (FT*FT/S) 'SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ~. **************************************************************************** . FLOW PROCESS FROM NODE 1101.00 TO NODE 1102.00 IS CODE = 21 --------------------------------~-----------~~------------------------------ .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ASSUMED INITIAL SUBAREA UNIFORM ,,<i. 'V ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . . . DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K'[(LENGTH"3)/(ELEVATION CHANGE)]".2 INITIAL SUBAREA FLOW-LENGTH = 130.00 J UPSTREAM ELEVATION = 1316.30 DOWNSTREAM ELEVATION = 1312.62 ELEVATION DIFFERENCE = 3.68 TC = 0.393'I( 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 "0" SUBAREA RUNOFF(CFS) = 1.11 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 1.11 **************************************************************************** FLOW PROCESS FROM NODE 1102.00 TO NODE 1103.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== (~~~~(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1316.12 OOWNSTREAM ELEVATION(FEET) = 1297.89 STREET LENGTH(FEET) = 500.00 CUR8 HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(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 HALFSTREETS CARRYING RUNOFF = 2 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 FLDW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIoTH(FEET) = 3.34 AVERAGE FLOW VELOCITY(FEET/SEC.) 4.98 PRODUCT OF oEPTH&VELOCITY(FT'FT/SEC.) 1.51 STREET FLOW TRAVEL TIME(MIN.) = 1.67 Te(MIN.) 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.837 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8391 SOIL CLASSIFICATION IS "Dn SUBAREA AREA(ACRES) = 3.20 TOTAL AREA(ACRES) = 3.60 4.93 7.29 SU8AREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 7.62 8.73 END OF SU8AREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) 4.24 FLOW VELOCITY(FEET/SEC.) = 5.67 DEPTH'VELOCITY(FT'FT/SEC.) = 2.13 LONGEST FLOWPATH FROM NODE 1101.00 TO NODE 1103.00 = 630.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1103.00 TO NODE 1104.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== 44444(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIoN(FEET) = 1297.89 DOWNSTREAM ELEVATION(FEET) = 1257.87 STREET LENGTH(FEET) = 800.00 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 NUM8ER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIoTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF oEPTH&VELOCITY(FT'FT/SEC.) STREET FLOW TRAVEL TIME(MIN.) = 1.72 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS non SUBAREA AREA(ACRES) = 0.70 TOTAL AREA(ACRES) = 4.30 9.51 5.43 7.74 3.64 Te(MIN.) 2.524 = .8865 9.01 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 1.57 10.29 END OF SU8AREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIoTH(FEET) = 5.59 FLOW VELOCITY(FEET/SEC.) = 7.91 oEPTH'VELOCITY(FT'FT/SEC.) = 3.83 LONGEST FLOWPATH FROM NODE 1101.00 TO NODE 1104.00 = 1430.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1103.00 TO NODE 1104.00 IS CODE = 10 . ctUUMAIN-STREAM MEMORY. COPIED ONTO MEMORY BANK # 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 1105.00 TO NODE 1106.00 IS CODE = 21 ~~~t~RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SU8AREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOY-LENGTH = 120.00 UPSTREAM ELEVATION = 1270.40 DOWNSTREAM ELEVATION = 1268.28 ELEVATION DIFFERENCE = 2.12 TC = 0.393'I( 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 "On SU8AREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.35 **************************************************************************** FLOW PROCESS FROM NODE 1106.00 TO NODE 1107.00 IS CODE = 61 . .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARo CURB SECTION USEo)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1267.78 DOWNSTREAM ELEVATION(FEET) = 1263.99 STREET LENGTH(FEET) = 480.00 CURB HEIGHT(INCHES) = 6.0 \~A.. STREET HALFWIOTH(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 = 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) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW oEPTH(FEET) = 0.34 HALFSTREET FLOOD WIoTH(FEET) = 3.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.50 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = 0.86 STREET FLOW TRAVEL TIME(MIN.) = 3.20 Te(MIN.) = 10 YEAR RAINFALL INTENSITY(lNCH/HOUR) = 2.500 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8321 SOIL CLASSIfICATION IS nDn SU8AREA AREA(ACRES) = 1.20 TOTAL AREA(ACRES) = 1.33 1.~ 9.17 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 2.50 2.84 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOO WIDTH(FEET) = 4.85 FLOW VELOCITY(FEET/SEC.) = 2.86 oEPTH'VELOCITY(FT'FT/SEC.) = 1.22 LONGEST FLOWPATH FROM NODE 1105.00 TO NODE 1107.00 = 600.00 FEET. . **************************************************************************** FLOW PROCESS FROM NODE 1107.00 TO NODE 1107.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CoNFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 9.17 RAINFALL INTENSITY(INCH/HR) = 2.50 TOTAL STREAM AREA(ACRES) = 1.33 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.84 **************************************************************************** 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 FLOW-LENGTH = 113.00 UPSTREAM ELEVATION = 1270.20 DOWNSTREAM ELEVATION = 1266.89 ELEVATION DIFFERENCE = 3.31 TC = 0.393'[( 113.00"3)/( 3.31)J".2 = 5.270 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.391 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7938. SOIL CLASSIFICATION IS PBn SUBAREA RUNoFF(CFS) = 0.81 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.81 ~ **************************************************************************** FLOW PROCESS FROM NOOE 1109.00 TO NODE 1107.00 IS CODE = 61 . tte~eCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANoARo CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1266.39 DOWNSTREAM ELEVATION(FEET) = 1263.99 STREET LENGTH(FEET) = 215.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIoTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRAoEBREAK(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 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) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 3.48 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.81 PRODUCT OF oEPTH&VELOCITY(FT'FT/SEC.) = 0.88 STREET fLOW TRAVEL TIME(MIN.) = 1.28 Te(MIN.) 6.55 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.010 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8421 SOIL CLASSIFICATION IS nOn SUBAREA AREA(ACRES) = 1.73 SUBAREA RUNOFF(CFS) = TOTAL AREACACRES) = 2.03 PEAK FLOW RATECCFS) 3.00 . 4.38 5.19 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIOTH(FEET) 4.36 FLOW VELOCITY(FEET/SEC..) = 3.20 oEPTH'VELoCITY(FT'FT/SEC.) 1.23 LONGEST FLOWPATH FROM NODE 1108.00 TO NODE 1107.00 = 328.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1107.00 TO NODE 1107.00 IS CODE = .....0ESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ttt~~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 FLOW RATE(CFS) AT CONFLUENCE = 5.19 ** CONFLUENCE DATA ** STREAM NUMBER 1 2 RUNOFF (CFS) 2.84 5.19 Tc (MIN.) 9.17 6.55 INTENSITY (INCH/HOUR) 2.500 3.010 AREA (ACRE) 1.33 2.03 . *********************************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 WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. \(q~ **************************************************************************. 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 7.22 6.55 3.010 2 7.16 9.17 2.500 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.22 Te(MIN.) = 6.55 TOTAL AREACACRES) = 3.36 LONGEST FLOWPATH FROM NODE 1105.00 TO NODE 1107.00 = 600.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1107.00 TO NODE 1104.00 IS CooE = 61 -----.._-----~-------~--------------~~~-------~.----~--------~~~~~._---~~~-- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== tt~~~(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1263.99 DOWNSTREAM ELEVATION(FEET) = 1257.87 STREET LENGTH(FEET) = 510.00 CUR8 HEIGHT(INCHES) = 6.0 STREET HALFWIoTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRAoEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(oECIMAL) = 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 CoMPUTEO USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTHCFEET) = 11.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.14 PRODUCT OF oEPTH&VELOCITY(FT'FT/SEC.) 2.43 STREET FLOW TRAVEL TIME(MIN.) = 2.05 Te(MIN.) 8.60 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.590 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8341 SOIL CLASSIFICATION IS non SU8AREA AREA(ACRES) = 1.50 SU8AREA RUNOFF(CFS) TOTAL AREA(ACRES) = 4.86 PEAK FLOW RATE(CFS) 8.84 3.24 10.46 END OF SUBAREA STREET FLOW HYDRAULICS: oEPTH(FEET) = 0.62 HALFSTREET FLOOD WIoTH(FEET) = 13.28 FLOW VELOCITY(FEET/SEC.) = 4.12 oEPTH'VELoCITY(FT'FT/SEC.) 2.56 LONGEST FLOWPATH FROM NODE 1105.00 TO NODE 1104.00 = 1110.00 FEET. **************************************************************************** . FLOW PROCESS FROM NODE 1107.00 TO NODE 1104.00 IS CODE = ------------------------------------------~~--------------~~~-------~------- ~~~~~DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ----------------------------------------------------------------------------" ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ~ TIME OF CoNCENTRATION(MIN.) = 8.60 RAINFALL INTENSITY(INCH/HR) = 2.59 TOTAL STREAM AREA(ACRES) = 4.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.46 . **************************************************************************** FLOW PROCESS FROM NODE 1110.00 TO NODE 1111.00 IS CODE = 21 -------------------.-------------------------------------------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC ; K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SU8AREA FLOW-LENGTH = 197.00 UPSTREAM ELEVATION = 1270.50 DOWNSTREAM ELEVATION = 1268.06 ELEVATION DIFFERENCE = 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 ROR SUBAREA RUNOFF(CFS) 0.39 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.39 **************************************************************************** FLOW PROCESS FROM NOOE 1111.00 TO NODE 1112.00 IS CODE = 61 ---------------------------------------------------------------------------- . .....COMPUTE STREET FLOW TRAVEL TIME THRU SU8AREA===== .....(STANDARD CURB SECTION USEo)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1267.56 DOWNSTREAM ELEVATION(FEET) = 1263.91 STREET LENGTH(FEET) = 480.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALL(oECIMAL) OUTSIDE STREET CROSSFALL(oECIMAL) GRADEBREAK(FEET) 0.020 = 0.080 18.00 SPECIFIED NUM8ER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-UaLk Flow Section 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MOOEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 4.05 AVERAGE FLOW VELoCITY(FEET/SEC.) 2.54 PRODUCT OF OEPTH&VELOCITY(FT'FT/SEC.) = 0.92 STREET FLOW TRAVEL TIME(MIN.) = 3.14 Te(MIN.) = 10.96 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.266 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8262 SOIL CLASSIFICATION IS ROR SUBAREA AREA(ACRES) = 1.50 TOTAL AREA(ACRES) = 1.67 1.80 . SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 2.81 3.20 END OF SU8AREA STREET FLOW HYDRAULICS: oEPTH(FEET) = 0.45 HALFSTREET FLOOD WIoTH(FEET) = 5.12 FLOW VELOCITY(FEET/SEC.) = 2.91 oEPTH'VELOCITY(FT'FT/SEC.) 1.30 LONGEST FLOWPATH FROM NODE 1110.00 TO NODE 1112.00 = 677.00 FEET. \~ **************************************************************************** FLOW PROCESS FROM NODE 1112.00 TO NOOE 1104.00 IS CODE = 61 . .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANOARD CUR8 SECTION USED) ~ ;======================================;====;========;;;================;;== UPSTREAM ELEVATION(FEET) = 1263.91 DOWNSTREAM ELEVATION(FEET) = 1257.87 STREET LENGTH(FEET) = 510.00 CUR8 HEIGHT(INCHES) = 6.0 STREET HALFWIoTH(FEET) = 30.00 OISTANCE FROM CROWN TO CROSSFALL GRAoEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(oECIMAL) 0.020 OUTSIDE STREET CROSSFALL(oECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow SectlonCcurb-to-curb) 0.0150 Manning's FRICTION fACTOR for Back-of-Walk Flow Section 0.0200 . **TRAVEL TIME COMPUTED USING ESTIMATED fLOYCCFS) STREETFLoW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 5.35 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.73 PRODUCT OF oEPTH&VELOCITY(FT'FT/SEC.) = 1.73 STREET FLOW TRAVEL TIME(MIN.) = 2.28 Te(MIN.) = 13.24 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.042 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8196 SOIL CLASSIFICATION IS non SUBAREA AREACACRES) 1.50 TOTAL AREA(ACRES) = 3.17 4.45 SUBAREA RUNOFFCCFS) PEAK FLOW RATE(CFS) 2.51 5.71 END OF SUBAREA STREET FLOW HYDRAULICS: oEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 6.31 FLOW VELOCITY(FEET/SEC.) = 3.95 DEPTH'VELOCITY(FT'FT/SEC.) = 2.01 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 = .....OESIGNATE INDEPENOENT STREAM FOR CONFLUENCE===== '~"'ANo COMPUTE VARIOUS CONFLUENCEo STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEQ FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.24 RAINFALL INTENSITY(INCH/HR) = 2.04 TOTAL STREAM AREA(ACRES) = 3.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.71 ** CONFLUENCE DATA ** STREAM RUNOFF Te INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) . 1 10.46 8.60 2.590 4.86 2 5.71 13.24 2.042 3.17 *********************************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 Te INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 14.17 8.60 2.590 2 13.96 13.24 2.042 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.17 Te(MIN.) = 8.60 TOTAL AREA(ACRES) = 8.03 LONGEST FLOWPATH FROM NODE 1110.00 TO NODE 1104.00 = 1187.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1103.00 TO NoOE 1104.00 IS CoOE = 11 ~t~t~CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA " STREAM RUNOFF Te INTENSITY AREA NUM8ER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 14.17 8.60 2.590 8.03 LONGEST FLOWPATH FROM NODE 1110.00 TO NODE 1104.00 = 1187.00 FEET. . ** MEMORY BANK # 1 CONFLUENCE DATA " STREAM RUNOFF Tc I NTENS ITY AREA I NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) I 1 10.29 9.01 2.524 4.30 lONGEST FLOWPATH FROM NODE 1101.00 TO NODE 1104.00 = 1430.00 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 FLO\J RATE TABLE ** STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN.) (I NCH/HOUR) 1 23.99 8.60 2.590 2 24.10 9.01 2.524 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE AS FOLLOWS: = 23.99 Te(MIN.) = 12.33 8.60 **************************************************************************** FLOW PROCESS FROM NODE 1104.00 TO NODE 1104.00 IS CODE = . ~~~~~DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUM8ER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.60 RAINFALL INTENSITY(INCH/HRl = 2.59 \,\0 TOTAL STREAM AREA(ACRES) = 12.33 PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.99 **************************************************************************** . FLOW PROCESS FROM NODE 1113.00 TO NOOE 1114.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SU8AREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K'[(LENGTH"3)/(ELEVATION CHANGE)]".2 INITIAL SUBAREA FLOW-LENGTH = 150.00 UPSTREAM ELEVATION = 1306.10 DOWNSTREAM ELEVATION = 1302.76 ELEVATION DIFFERENCE = 3.34 TC = 0.393'[( 150.00"3)/( 3.34)J".2 6.235 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.092 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8434 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) 1.20 TOTAL AREA(ACRES) = 0.46 TOTAL RUNOFF(CFS) = 1.20 **************************************************************************** FLOW PROCESS FROM NODE 1114.00 TO NODE 1115.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== ~~tt<<(STANDARD CURB SECTION USED)===== ;;;=;;;=====;;==;==========;;;;==============;;;=======;;==;================ . UPSTREAM ELEVATION(FEET) = 1302.26 DOWNSTREAM ELEVATION(FEET) = 1297.64 STREET LENGTH(FEET) = 520.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWloTH(FEET) = 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 = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for StreetfLow Section(curb-to-curb) = 0.0150 Manning'S FRICTION FACTOR for Back-ofMWalk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW oEPTH(FEET) = 0.40 HALFSTREET FLOOD WIoTH(FEET) = 4.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.92 PRODUCT OF oEPTH&VELOCITY(FT'FT/SEC.) = 1.17 STREET FLOW 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 non SUBAREA AREA(ACRES) = 3.75 TOTAL AREA(ACRES) = 4.21 5.12 9.20 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 7.78 8.98 . END OF SUBAREA STREET FLOW HYDRAULICS: oEPTH(FEET) = 0.49 HALFSTREET FLOOD WIoTH(FEET) = 5.67 FLOW VELOCITY(FEET/SEC.) = 3.36 oEPTH'VELOCITY(FT'FT/SEC.) LONGEST FLOWPATH FROM NODE 1113.00 TO NODE 1115.00 = 670.00 1.65 FEET. **************************************************************************** ~ FLOW PROCESS FROM NODE 1115.00 TO NODE 1116.00 IS CODE = 61 . .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== ~;~~t(STANDARD CURB SECTION USED)===== ;;;;;=====;=========;===;==~======;=;====;;;;=====;=;;;========;;;;;;=;;;;;; UPSTREAM ELEVATION(FEET) = 1297.64 DOWNSTREAM ELEVATION(FEET) = 1258.04 STREET LENGTH(FEET) = 800.00 CUR8 HEIGHT(INCHES) = 6.0 STREET HALFWIoTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL INSIDE STREET CROSSFALL(oECIMAL) OUTSIDE STREET CROSSFALL(oECIMAL) 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 SectionCcurb-to-curh) = 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) = 0.52 HALFSTREET FLOOD WIoTH(FEET) = 7.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = 8.26 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) 4.32 STREET FLOW TRAVEL TIME(MIN.) = 1.61 Te(MIN.) 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.2B3 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8267 SOIL CLASSIFICATION IS "0" SU8AREA AREA(ACRES) = 4.00 TOTAL AREA(ACRES) = 8.21 12.76 10.82 . SU8AREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 7.55 16.53 END OF SUBAREA STREET FLOW HYDRAULICS: oEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) 10.31 FLOW VELOCITY(FEET/SEC.) = 8.37 oEPTH'VELOCITY(FT'FT/SEC.) = LONGEST FLOWPATH FROM NODE 1113.00 TO NODE 1116.00 = 1470.00 4.79 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1104.00 TO NODE 1116.00 IS COOE = .....0ESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ttt~~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 FLOW RATE(CFS) AT CONFLUENCE = 16.53 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 23.99 2 16.53 Te (MIN.) 8.60 10.82 INTENSITY (INCH/HOUR) 2.590 2.283 AREA (ACRE) 12.33 8.21 . *********************************YARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS 8ASEo 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. 0~ ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USEO FOR 2 STREAMS. . ** PEAK FLOW RATE TABLE " STREAM RUNOFF Tc I NTENS I TY NUMBER (CFS) (MIN. ) (l NCH/HOUR) 1 37.13 8.60 2.590 2 37.68 10.82 2.283 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 37.13 TC(MIN.) = 8.60 TOTAL AREA(ACRES) = 20.54 LONGEST FLOWPATH FROM NODE 1113.00 TO NODE 1116.00 = 1470.00 FEEl. **************************************************************************** FLOW PROCESS FROM NODE 1104.00 TO NODE 1104.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NOOE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 8.60 RAIN INTENSITY(INCH/HOUR) = 2.59 TOTAL AREA(ACRES) = 10.27 TOTAL RUNOFF(CFS) = 1.67 **************************************************************************** FLOW PROCESS FROM NODE 1104.00 TO NODE 1117.00 IS CODE = 61 . .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANoARD CURB SECTION USEo)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1257.87 DOWNSTREAM ELEVATIONCFEET) = 1256.36 STREET LENGTH(FEET) = 180.00 CUR8 HEIGHT(INCHES) = 6.0 STREET HALFYIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRAoEBREAK(FEET) INSIOE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 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-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 FLOCo WIDTH(FEET) = 4.05 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.66 PRODUCT OF oEPTH&VELOCITY(FT'FT/SEC.) = 0.96 STREET FLOW TRAVEL TIME(MIN.) = 1.13 Te(MIN.) = 9.73 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.420 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8728 SOIL CLASSIFICATION IS "Bn SUBAREA AREA(ACRES) 0.20 SUBAREA RUNOFF(CFS) TOTAL AREACACRES) = 10.47 PEAK FLOW RATECCFS) 1.88 . 0.42 2.09 END OF SU8AREA STREET FLOW HYDRAULICS: oEPTH(FEET) = 0.38 HALFSTREET FLOOD WIoTH(FEET) = 4.24 FLOW VELOCITY(FEET/SEC.) = 2.72 oEPTH'VELOCITY(FT'FT/SEC.) = LONGEST FLOWPATH FROM NODE 1113.00 TO NODE 1117.00 = 1650.00 1.02 FEET. \""\?/ **************************************************************************** FLOW PROCESS FROM NODE 1117.00 TO NODE 1117.00 IS CODE = . .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUM8ER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 9.73 RAINFALL INTENSITY(INCH/HR) = 2.42 TOTAL STREAM AREA(ACRES) = 10.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.09 **************************************************************************** FLOW PROCESS FROM NODE 1118.00 TO NODE 1119.00 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 = 115.00 UPSTREAM ELEVATION = 1263.90 DOWNSTREAM 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 nBn SUBAREA RUNOFF(CFS) = 2.09 TOTAL AREACACRES) = 0.83 TOTAL RUNOFFCCFS) = 2.09 . **************************************************************************** FLOW PROCESS FROM NODE 1119.00 TO NoOE 1117.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SU8AREA===== .....(STANoARO CURB SECTION USEo)===== -----------------------------------------------------------------..---------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1261.35 DOWNSTREAM ELEVATION(FEET) = 1256.36 STREET LENGTH(FEET) = 580.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRAoEBREAK(FEET) INSIDE STREET CROSSFALL(oECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(oECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0.0200 . "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.41 STREETFLOW MODEL RESULTS.USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD YIDTHCFEET) = 4.67 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.93 PRODUCT OF oEPTH&VELOC!TV( FT'FT /SEC. ) 1.20 STREET FLOW TRAVEL TIME(MIN.) = 3.30 Te(MIN.) 9.16 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.502 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7672 \.....fA. . . . SOIL CLASSIFICATION SUBAREA AREA(ACRES) = TOTAL AREA(ACRES) = IS nB" 3.42 4.25 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 6.56 8.66 END OF SUBAREA STREET FLOW HYDRAULICS: oEPTH(FEET) = 0.49 HALF STREET FLOOD WIoTH(FEET) 5.63 FLOW VELOCITY(FEET/SEC.) = 3.28 oEPTH'VELOCITY(FT'FT/SEC.) = LONGEST FLOWPATH FROM NODE 1118.00 TO NODE 1117.00 = 695.00 1.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1117.00 TO NODE 1117.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ~~t<<~AND COMPUTE VARIOUS CONFlUENCED STREAM VAlUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ,J 1 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 FLOW RATE(CFS) AT CONFLUENCE = 8.66 ** CONFLUENCE DATA ** STREAM RUNOFF NUM8ER (CFS) 1 2.09 2 8.66 I NTENS I TY (INCH/HOUR) 2.420 2.502 AREA (~,CRE) 10.47 4.25 Te (MIN.) 9.73 9.16 *********************************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 ANO 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 10.63 9.16 2.502 2 10.47 9.73 2.420 'I 'I I I , COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.63 Tc(MIN.) = 9.16 TOTAL AREA(ACRES) = 14.72 LONGEST FLOWPATH FROM NODE 1113.00 TO NODE 1117.00 = 1650.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1117.00 TO NODE 1120.00 IS CODE = 61 ~~t~tCOMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA===== .....(STANoARo CURB SECTION USEo)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1256.36 DOWNSTREAM ELEVATION(FEET) = 1253.60 STREET LENGTH(FEET) = 275.00 CUR8 HEIGHT(INCHES) = 6.0 STREET HALFWIoTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CRoSSFALL(oECIMAL) = 0.020 \."^v~ OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 . SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CRoSSFALL(oECIMAL) = 0.020 Manning's FRICTION FACTOR for StreetfLow Section(curb-to.curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Watk FLow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET) = 0.64 HALFSTREET FLOOD WIoTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) PRODUCT OF oEPTH&VELOCITY(FT'FT/SEC.) = STREET FLOW TRAVEL TIME(MIN.) = 1.21 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL OEVELOPMENT RUNOFF. CO.FFICIENT SOIL CLASSIFICATION IS nBn SU8AREA AREA(ACRES) 0.20 TOTAL AREA(ACRES) = 14.92 10.83 14.72 3.79 2.44 Te(MIN.) 2.336 = .8721 10.37 SU8AREA RUNOFF(CFS) PEAK FLOW RATE(CFS) 0.41 11.04 END OF SU8AREA STREET FLOW HyoRAULI CS: oEPTH(FEET) = 0.65 HALFSTREET FLOOD WIDTH(FEET) 14.92 FLOW VELOCITY(FEET/SEC.) = 3.80 oEPTH'VELOCITY(FT'FT/SEC.) = 2.45 LONGEST FLoWPATH FROM NODE 1113.00 TO NODE 1120.00 = 1925.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1120.00 TO NODE 1120.00 IS CODE = .....0ESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== . ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIoN(MIN.) 10.37 RAINFALL INTENSITY(INCH/HR) = 2.34 TOTAL STREAM AREA(ACRES) = 14.92 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.04 **************************************************************************** FLOW PROCESS FROM NODE 1121.00 TO NODE 1122.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SU8AREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 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 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 nBn SUBAREA RUNOFF(CFS) = 0.88 TOTAL AREACACRES) ; 0.35 TOTAL RUNOFFCCFS) = 0.88 . **************************************************************************** FLOW PROCESS FROM NODE 1122.00 TO NODE 1120.00 IS CODE = 61 ~~~~tCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== \i.Co .....(STANDARo CURB SECTION USED)===== ===================;;======================================================= . UPSTREAM ELEVATION(FEET) = 1255.74 DOWNSTREAM ELEVATION(FEET) = 1253.60 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIoTH(FEET) = 30.00 DISTANCE FROM CROWN TO CRoSSFALL GRADEBREAK(FEET) INSIOE STREET CRoSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(oECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTRFETS CARRYING RUNOFF = 2 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 FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOw oEPTH(FEE1) = 0.31 HALFSTREET FLOOD WIoTH(FEET) = 3.42 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.42 PRODUCT OF oEPTH&VELOCITY(FT'FT/SEC.) 0.75 STREET FLOW 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 "SD SUBAREA AREA(ACRES) = 1.50 TOTAL AREA(ACRES) = 1.85 2.51 7.57 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 3.24 4.12 . END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.37 HALFSTREET FLOOD WIoTH(FEET) = 4.20 FLOW VELOCITY(FEET/SEC.) = 2.73 oEPTH'VELoCITY(FT'FT/SEC.) LONGEST FLOWPATH FROM NODE 1121.00 TO NODE 1120.00 = 370.00 1.~ FEET. **************************************************************************** FLOW PROCESS FROM NODE 1120.00 TO NODE 1120.00 IS CODE = __M_____________________________________________________.___________________ ~~4~~DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....ANo COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUM8ER 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 FLOW RATE(CFS) AT CONFLUENCE = 4.12 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 11.04 2 4.12 Te (MIN.) 10.37 7.57 INTENSITY (INCH/HOUR) 2.336 2.779 AREA (ACRE) 14.92 1.~ *********************************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 FLOY RATE TABLE ** STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) . 1 12.17 7.~ 2.779 2 14.50 10.37 2.336 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 14.50 Te(MIN.) = 10.37 TOTAL AREA(ACRES) = 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 -------.-------------------------------------------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====== ~t~t~(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ----------------------------------.------------------------------------------ UPSTREAM ELEVATION(FEET) = 1253.60 DOWNSTREAM ELEVATION(FEET) = 1251.36 STREET LENGTH(FEET) = 125.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(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(DECIMALl = 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 oEPTH(FEET) = 0.64 HALFSTREET FLOOD WIoTH(FEET) = 14.82 AVERAGE FLOW VELoCITY(FEET/SEC.) = 5.07 PRODUCT OF oEPTH&VELOCITY(FT'FT/SEC.) 3.26 STREET FLOW TRAVEL TIME(MIN.) = 0.41 Te(MIN.) 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.287 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8854 SOIL CLASSIFICATION IS non SUBAREA AREA(ACRES) = 0.10 TOTAL AREA(ACRES) = 16.87 14.60 10.78 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 0.20 14.70 END OF SUBAREA STREET FLOY HYDRAULICS: oEPTH(FEET) = 0.65 HALFSTREET FLOOD WIoTH(FEET) = 14.92 FLOW VELOCITY(FEET/SEC.) = 5.06 DEPTH'VELOCITY(FT*FT/SEC.) = 3.27 LONGEST FLOWPATH FROM NOOE 1113.00 TO NODE 1123.00 = 2050.00 FEET. ************************************************************~*************** FLOW PROCESS FROM NOOE 1116.00 TO NODE 1116.00 IS CODE = 7 ---------------------------------------------------------------------------- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 8.60 RAIN INTENSITY(INCH/HOUR) = 2.59 TOTAL AREA(ACRES) = 10.27 TOTAL RUNOFF(CFS) = 1.67 ***************************************************~************************ FLOW PROCESS FROM NODE 1116.00 TO NODE 1124.00 IS COOE = 61 ~~ .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANoARo CURB SECTION USED) . ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1258.04 DOWNSTREAM ELEVATION(FEET) = 1255.97 STREET LENGTH(FEET) = 180.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRAoEBREAK(FEET) 18.00 INSIDE STREET CROSSFALL(oECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(oECIMAL) = 0.080 SPECIFIED NUMBER OF HALF STREETS 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-YaLk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREET FLOW MOOEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 4.18 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.16 PRODUCT OF OEPTH&VELOCITY(FT'FT/SEC.) = 1.17 STREET FLOW TRAVEL TIME(MIN.) = 0.95 Te(MIN.) = 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.445 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7650 SOIL CLASSIFICATION IS Hen SUBAREA AREA(ACRES) = 0.75 TOTAL AREA(ACRES) = 11.02 2.37 9.55 SU8AREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 1.40 3.07 . END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIoTH(FEET) 4.65 FLOW VELOCITY(FEET/SEC.) = 3.36 DEPTH*VELOCITYCFT*FT/SEC.) LONGEST FLOWPATH FROM NODE 1113.00 TO NOOE 1124.00 = 2230.00 1.37 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1124.00 TO NODE 1125.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====== .....(STANoARo CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1255.97 DOWNSTREAM ELEVATION(FEET) = 1253.BO STREET LENGTHCFEET) = 275.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRAOEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(oECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow SectionCcurh-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) = 0.48 HALFSTREET FLOOD WIoTH(FEET) = 5.51 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.10 PRODUCT OF oEPTH&VELOCITY(FT'FT/SEC.l = 1.48 3.92 \"'\ <\.- . . .1 STREET FLOW TRAVEL TIME(MIN.) = 1.48 Te(MIN.) = 11.02 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.259 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7574 SOIL CLASSIFICATION IS "Bn SU8AREA AREA(ACRES) = 1.00 TOTAL AREA(ACRES) = 12.02 1.71 4.78 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: oEPTH(FEETl = 0.51 HALFSTREET FLOOD WIDTH(FEET) 6.51 FLOW VELOCITY(FEET/SEC.) = 3.26 oEPTH'VELOCITY(FT'FT/SEC.) = 1.67 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 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANoARo CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1253.60 DOWNSTREAM ELEVATION(FEET) = 1251.23 STREET LENGTH(FEET) = 125.00 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(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow SectionCcurb-to-curb) 0.0150 Manning's FRICTION fACTOR for Back-of-Walk FLow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW oEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 3.91 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.93 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = 1.37 STREET FLOW TRAVEL TIME(MIN.) = 0.53 Te(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) = 0.50 TOTAL AREA(ACRES) = 12.52 5.20 0.83 5.61 SU8AREA RUNOFF(CFS) PEAK FLOW RATECCFS) END OF SUBAREA STREET FLOW HYDRAULICS: oEPTH(FEET) = 0.36 HALFSTREET FLOOD WIoTH(FEET) = 4.03 FLOW VELOCITY(FEET/SEC.) = 4.00 DEPTH'VELOCITY(FT'FT/SEC.) 1.44 LONGEST FLOWPATH FROM NOOE 1113.00 TO NODE 1126.00 = 2630.00 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ENO OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 12.52 TC(MIN.) = 5.61 11.56 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS \~() . . . **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 ReLease Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 TIME/DATE OF STUDY: 09:57 07/03/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * nodes 1104 * 10-year , 1116 , , , , ************************************************************************** **************************************************************************** ~~t~FLO~BY CATCH BASIN INLET CAPACITY INPUT INFORMATION==== Curb InLet Capacities are approximated based on the Bureau of Public Roads nomograph pLots for flowby basins and sump basins. STREETFLOW(CFS) = 18.57 GUTTER FLOWoEPTH(FEET) = 0.55 BASIN LOCAL DEPRESSIoN(FEET) = 0.33 FLoWBY BASIN WIoTH(FEET) = 28.00 ....CALCULATEo BASIN WIDTH FOR TOTAL INTERCEPTION 34.7 ~t(tCALCULATED ESTIMATED INTERCEPTION(CFS) 16.9 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- \~\, . . . **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Vera 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: 10:28 07/03/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * node 1123 * 10-year , , , , ************************************************************************** **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION===: CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FLOW(CFS) = 14.71 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRAoEBREAK(FEET) 18.00 INTERIOR STREET CRoSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080000 CONSTANT SYMMETRICAL CUR8 HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIoTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMEO TO FILL STREET ON ONE SIDE, AND THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) PRODUCT OF DEPTH&VElOCITY = 2.14 17.47 4.60 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- \~~ . . . **************************************************************************** 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 14725 & Associates Alton Parkway 92618 Irvine, CA TIME/DATE OF STUDY: 10:28 07/03/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * node 1123 * 10-year , , , , ************************************************************************** **************************************************************************** ....FLOWBY CATCH 8ASIN INLET CAPACITY INPUT INFORMATION Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph pLots for flowby basins and sump basins. STREETFLOW(CFS) = 14.71 GUTTER FLOWDEPTH(FEET) = 0.47 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOW8Y BASIN WIoTH(FEET) = 28.00 ....CALCULATEO BASIN WIDTH FOR TOTAL INTERCEPTION = 32.4 ~~ttCALCULATED ESTIMATED INTERCEPTION(CFS) 13.7 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~ . . . **************************************************************************** HYORAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright Ver. 8.0 1982-2000 Advanced Engineering Software (aes) Release Date: 01/01/2000 License ID 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 TIME/DATE OF STUDY: 10:30 07/03/2001 ---------------------------------------------------------------------------- ----------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * node 1126 * 10-year , , , , ************************************************************************** **************************************************************************** ~~t~STREETFLOY MODEL INPUT INFORMATION===: CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FLoW(CFS) = 5.62 AVERAGE STREET FLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HAlF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADE8REAK(FEET) 18.00 INTERIOR STREET CROSSFALL(oECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(oECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIoTH(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 oEPTH(FEET) = 0.35 HALFSTREET FLOOD WIoTH(FEET) = 11.84 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.63 PRODUCT OF DEPTH&VELOCITY = 1.28 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- \'b~ . . . **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (e) Copyright 1982-2000 Advanced Engineering Software (aes) VerA 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: 10:33 07/03/2001 ----------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * node 1126 * 10-year , , , , ************************************************************************** **************************************************************************** ....FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION==== Curb InLet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 5.60 GUTTER FLOWDEPTH(FEET) = 0.35 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIoTH(FEET) = 16.80 ....CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 16.8 ~tttCALCULATED ESTIMATED INTERCEPTION(CFS) = 5.6 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- \~ . . ! . I **************************************************************************** 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: I JV , ,-;..v U It /1./1#-V ~ RBF & Associates 14725 Alton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** * 100 year * basin 1100 , nodes 1127 - 1153 , , , ************************************************************************** FILE NAME: 1100.DAT TIME/DATE OF STUDY: 16:26 07/05/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIEO STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SI2E(INCH) = 18.00 spECIFIED PERCENT OF GRAoIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 10.YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 lOO-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 OATA: 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 METHOO 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 STREETFLOW MOOEL' 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 1127.00 TO NODE 1128.00 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 FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1265.70 DOWNSTREAM ELEVATION = 1263.59 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 non SU8AREA 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===== ~~~t~(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 CROSS FALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUM8ER 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) = 0.41 HALFSTREET FLOOD WIoTH(FEET) = 4.73 AVERAGE FLOW VELOCITY(FEET/SEC.) 4.75 PRODUCT OF oEPTH&VELOCITY(FT'FT/SEC.) 1.97 STREET FLOW TRAVEL TIME(MIN.) = 0.88 Te(MIN.) = 6.86 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.282 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8577 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) 1.30 TOTAL AREA(ACRES) = 1.83 4.49 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 4.77 6.88 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.49 HALFSTREET FLOOD WIoTH(FEET) = 5.61 FLOW VELOCITY(FEET/SEC.) = 5.25 oEPTH'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 ~~t~~MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 . ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 1130.00 TO NODE 1131.00 IS CODE = 21 $ .....RATIONAL METHOD INITIAL SU8AREA ANALYSIS===== . . . --------------------------------------------------------------------------~- ---------------------------------------------------------------------------- ASSUMED INITIAL SU8AREA 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 OIFFERENCE = 2.06 TC = 0.393'I( 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 nDn SU8AREA RUNOFF(CFS) 1.43 TOTAL AREA(ACRES) = 0.35 TOTAL RUNoFF(CFS) = 1.43 **************************************************************************** FLOW PROCESS FROM NODE 1131.00 TO NOOE 1132.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANoARD 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 GRAoEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(oECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKYAY CROSSFALLCDECIMAl) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-eurb) = 0.0150 Manning's FRICTION FACTOR for Back-of-~alk Flow Section 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW oEPTH(FEET) = 0.43 HALFSTREET FLOOD WIoTH(FEET) = 4.89 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.50 PROOUCT OF oEPTH&VELOCITY(FT'FT/SEC.) = 2.78 STREET FLOW TRAVEL TIME(MIN.) = 1.67 Te(MIN.) 7.37 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.116 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = ~8561 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 3.25 PEAK FLOW RATE(CFS) 6.56 10.22 11.65 END OF SU8AREA 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 = .....0ESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.37 ,,9,'0 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)J".2 INITIAL SUBAREA FLOW-LENGTH = 61.00 UPSTREAM ELEVATION = 1289.80 DOWNSTREAM ELEVATION = 1287.79 ELEVATION DIFFERENCE = 2.01 TC = 0.393'I( 61.00"3)/( 2.01)J".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 nDn 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 SU8AREA===== .....(STANoARo CUR8 SECTION USED) . ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1287.29 DOWNSTREAM ELEVATIONCFEET) = 1260.88 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIoTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL 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 SectionCcurb-to-curb) 0.0150 Manning's fRICTION FACTOR for Back-of.Watk FLow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLoW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW oEPTH(FEET) = 0.37 HALFSTREET FLOOD WIOTH(FEET) = 4.22 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.22 PRODUCT OF oEPTH&VELOCITY(FT'FT/SEC.) = 2.32 STREET FLOW TRAVEL TIME(MIN.) = 1.61 Tc(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.370 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8585 SOIL CLASSIFICATION IS non SU8AREA AREA(ACRES) = 2.35 TOTAL AREA(ACRES) = 2.42 4.74 6.61 . SUBAREA RUNOFF(CFS) = PEAK FLOY RATECCFS) 8.82 9.12 END OF SU8AREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) 5.47 FLOW VELoCITY(FEET/SEC.) = 7.32 oEPTH'VELOCITY(FT'FT/SEC.) LONGEST FLOWPATH FROM NODE 1133.00 TO NODE 1135.00 = 661.00 3.47 FEET. ~ **************************************************************************** FLOW PROCESS FROM NODE 1135.00 TO NODE 1135.00 IS CODE = . .....0ESIGNATE 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.) 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 Te (MIN. ) 7.37 6.61 INTENSITY (INCH/HOUR) 4.116 4.370 AREA (ACRE) 3.25 2.42 *********************************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 NUM8ER (CFS) (MIN. ) (INCH/HOUR) 1 19.57 6.61 4.370 2 20.24 7.37 4.116 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.24 Te(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 NOoE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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 t~~~~CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Te INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.14 7.37 4.115 5.67 \o..f> LONGEST FLOWPATH FROM NODE 1130.00 TO NODE 1129.00 = 760.00 FEET. ** MEMORY BANK # CONFLUENCE DATA ** STREAM RUNOff Tc INTENSITY AREA . NUMBER (CFS) (MIN. ) (I NCH/HoUR) (ACRE) 1 6.88 6.86 4.282 1.83 LONGEST FLOWPATH FROM NODE 1127.00 TO NODE 1129.00 = 370.00 FEET. *********************************YARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCo FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOff Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 10.73 6.86 4.282 2 10.75 7.37 4.115 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.73 Tc(MIN.) = 6.86 TOTAL AREA(ACRES) = 7.50. **************************************************************************** FLOW PROCESS FROM NODE 1129.00 TO NODE 1136.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CUR8 SECTION USEO)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . UPSTREAM ELEVATION(FEET) = 1257.53 DOWNSTREAM ELEVATION(FEET) = 1249.38 STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIoTH(FEET) = 30.00 OISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 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 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) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 7.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.51 PRODUCT OF oEPTH&VELOCITY(FT'FT/SEC.) 4.00 STREET FLOW TRAVEL TIME(MIN.) = 0.44 Te(MIN.) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.137 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8091 SOIL CLASSIFICATION IS nB" SUBAREA AREA(ACRES) = 0.85 TOTAL AREA(ACRES) = 8.35 12.15 7.30 SUBAREA RUNoFF(CFS) = PEAK FLOW RATE(CFS) = 2.85 13.58 . END OF SU8AREA STREET FLOW HYDRAULICS: . OEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEETJ 9.08 FLOW VELOCITY(FEET/SEC.) = 7.61 OEPTH'VELOCITY(FT'FT/SEC.) LONGEST FLOWPATH FROM NODE 1130.00 TO NODE 1136.00 = 960.00 4.20 FEET . \0... \ **************************************************************************** FLOW PROCESS FROM NODE 1136.00 TO NODE 1136.00 IS CODE = 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 NoOE 1136.00 IS CODE = .....0ESIGNATE 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) = ..885 t.l 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 UPSTREAM 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 non 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===== .....(STANoARo CURB SECTION USEo)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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 CROYN TO CROSS FALL INSIDE STREET CROSSFALL(DECIMAL) OUTSIDE STREET CROSSFALL(oECIMAL) 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 SectionCcurb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.46 ,,~v . STREET FLOW 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 oEPTH&VELOCITY(FT'FT/SEC.) = 1.32 STREET FLOW TRAVEL TIME(MIN.) = 1.09 Te(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 SU8AREA RUNOFF(CFS) TOTAL AREA(ACRES) = 1.11 PEAK FLOW RATE(CFS) 3.25 4.08 END OF SUBAREA STREET FLOW HYDRAULICS: oEPTH(FEET) = 0.41 HALFSTREET FLOOD WIoTH(FEET) = 4.73 FLOW VELoCITY(FEET/SEC.) = 4.31 oEPTH'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===== .....(STANoARo CUR8 SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1258.24 DOWNSTREAM ELEVATION(FEET) = 1247.44 STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIoTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADE8REAK(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 SectionCcurb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-~alk Flow Section; 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 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 Te(MIN.) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.050 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8911 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) 0.10 TOTAL AREA(ACRES) = 1.21 4.26 7.H SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 0.36 4.44 END OF SUBAREA STREET FLOW HYDRAULICS: oEPTH(FEET) = 0.35 HALFSTREET FLOOD WIoTH(FEET) = 3.93 FLOW VELOCITY(FEET/SEC.) = 6.64 oEPTH'VELOCITY(FT'FT/SEC.) = 2.33 LONGEST FLOWPATH FROM NODE 1137.00 TO NODE 1140.00 = 590.00 FEET. **************************************************************************** . FLOW PROCESS FROM NOOE 1140.00 TO NOOE 1140.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== USER-SPECIFIED VALUES ARE AS FOLLOWS: ~ ~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TC(MIN) = 7.59 TOTAL AREA(ACRES) = RAIN INTENSITY(INCH/HOUR) = 4.05 ~- TOTAL RUNOFF(CFS) = o 1.14 **************************************************************************** . FLOW PROCESS FROM NODE 1140.00 TO NODE 1140.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUM8ER 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 +--------------------------------------------------------------------------+ , return bypass , , ~ ~ ~ +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 1126.00 TO NODE 1126.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NOoE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.40 RAIN INTENSITY(INCH/HOUR) = 3.41 TOTAL AREA(ACRES) = ~70C) TOTAL RUNoFF(CFS) = 2.44 . ***~************************************************************************ FLOW PROCESS FROM NODE 1126.00 TO NODE 1140.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SU8AREA===== .....(STANoARo CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM 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 CROSS FALL 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(oECIMAL) = 0.020 Manning'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) 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 "0" ~~ SU8AREA AREA(ACRES) = 0.15 SU8AREA RUNOFF(CFS) = 0.44 TOTAL AREA(ACRES) = 14.85 PEAK FLOW RATE(CFS) = 2.88 . END OF SU8AREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) 3.95 FLOW VELOCITY(FEET/SEC.) = 4.27 OEPTH'VELOCITY(FT'FT/SEC.) = LONGEST FLOWPATH FROM NODE 0,00 TO NODE 1140.00 = 170.00 1.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1140.00 TO NODE 1140.00 IS CODE = .....0ESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....ANo COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INoEPENOENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 11.08 RAINFALL INTENSITY(INCH/HR) = 3.29 TOTAL STREAM AREA(ACRES) = 14.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.88 ** CONFLUENCE OATA ,. STREAM RUNOFF Tc INTENSITY AREA NUM8ER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.18 7.30 4.137 8.35 2 1.14 7.59 4.049 1.21 3 2.88 11.08 3.290 14.85 *********************************WARNING********************************** . IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCo FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 11.17 7.30 4.137 i 2 11.12 7.59 4.049 j 3 10.31 11.08 3.290 i1 , :' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 1 , PEAK FLOW RATE(CFS) = 11. 17 Tc(MIN.) = 7.30 TOTAL AREA(ACRES) = 24.41 LONGEST FLOWPATH FROM NOOE 1130.00 TO NODE 1140.00 = 960.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1140.00 TO NODE 1141.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA .....(STANoARo CURB SECTION USEo)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . UPSTREAM ELEVATION(FEET) = 1247.44 DOWNSTREAM ELEVATION(FEET) = 1239.79 STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIoTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRAoEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(oECIMAL) = 0.020 / \CA..~ i , i I , . I I . OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetftow SectionCcurb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-~atk Flow Section; 0.0200 13.40 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW oEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 14.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.98 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) 3.14 STREET FLOW TRAVEL TIME(MIN.) = 1.47 Tc(MIN.) 8.77 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.739 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8522 SOIL CLASSIFICATION IS '~n SU8AREA AREA(ACRES) = 1.40 SUBAREA RUNoFF(CFS) TOTAL AREA(ACRES) = 25.81 PEAK FLOW RATE(CFS) 4.46 15.63 END OF SUBAREA STREET FLOW HYDRAULICS: oEPTH(FEET) = 0.66 HALFSTREET FLOOD WIoTH(FEET) = 15.84 FLOW VELOCITY(FEET/SEC.) = 4.99 oEPTH'VELOCITY(FT'FT/SEC.) = 3.30 LONGEST FLoWPATH FROM NOOE 1130.00 TO NODE 1141.00 = 1400.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1141.00 TO NODE 1141.00 IS CODE = ~~tttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) 8.77 RAINFALL INTENSITY(INCH/HR) = 3.74 TOTAL STREAM AREA(ACRES) = 25.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.63 **************************************************************************** FLOW PROCESS FROM NODE 1142.00 TO NODE 1143.00,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 SU8AREA 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 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) = 0.20 TOTAL AREACACRES) = 0.05 TOTAL RUNOFFCCFS) = 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 USEO)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . UPSTREAM ELEVATION(FEET) = 1240.40 DOWNSTREAM ELEVATION(FEET) = 1239.79 STREET LENGTH(FEET) = 160.00 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 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) STREET FLOW 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(I/4 ACRE LOT) RUNOFF COEFFICIENT = .8560 SOIL CLASSIFICATION IS ffDP SUBAREA AREA(ACRES) 0.70 TOTAL AREA(ACRES) = 0.75 1.43 7.43 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 2.45 2.65 . END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET 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 1.01 FEET . **************************************************************************** FLOW PROCESS FROM NODE 1141.00 TO NODE 1141.pO IS CODE = ~t~ttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF 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) 3.739 4.096 AREA (ACRE) 25.81 0.75 *********************************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. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. \a... '\ ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) . 1 15.90 7.43 4.096 2 18.06 8.77 3.739 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 18.06 Tc(MIN.) = 8.77 TOTAL AREA(ACRES) = 26.56 LONGEST FLOWPATH FROM NODE 1130.00 TO NODE 1141.00 = 1400.00 FEET. +-------~-----------------------_.._-----_.._--_._-------------------------+ , return bypass flows at Node 1123 , , ~ ~ ~ +----_...._--_..~-~------------------_..._---------------------------------+ **************************************************************************** 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/HOLR) = 3.41 TOTAL AREA(ACRES) = ~ TOTAL RUNOFF(CFS) = 2.44 O. **************************************************************************** FLOW PROCESS FROM NODE 1123.00 TO NODE 1144.00 IS CODE = 61 . tttttCOMPUTE STREET FLO~ TRAVEL TIME THRU SUBAREA===== .....(STANOARO 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 GRAOEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow 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) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = STREET FLOW TRAVEL TIME(MIN.) = 1.45 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 0.33 TOTAL AREA(ACRES) = 15.02 2.90 4.44 3.46 1.~ Tc(MIN.) 3.171 = .8889 11.85 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 0.93 3.37 ~ END OF SUBAREA STREET FLOW HYDRAULICS: . . [ i , . DEPTH(FEET) = 0.41 HALFSTREET FLODD 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 1.48 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 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 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) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 4.36 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.45 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = 1.71 STREET FLOW TRAVEL TIME(MIN.) = 0.97 Tc(MIN.) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.036 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8885 SOil CLASSIFICATION IS "0" SUBAREA AREA(ACRES) 0.18 TOTAL AREA(ACRES) = 15.20 3.61 12.82 0.49 3.86 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) 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. **************************************************************************** ;0 FLOW PROCESS FROM NODE 1145.00 TO NODE 1145.00' IS CODE = (444eDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.82 RAINFALL INTENSITY(INCH/HR) = 3.04 TOTAL STREAM AREA(ACRES) = 15.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = . 3.86 **************************************************************************** FLOW PROCESS FROM NODE 1146.00 TO NODE 1147.00 IS CODE = 21 tttttRATIONAl METHOD INITIAL SUBAREA ANAlYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- \0" a... ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) . . I . 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)J".2 = 6.043 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.590 SINGLE-FAMILY(I/4 ACRE LOT) RUNOFF COEFFICIENT = .8603 SOIL CLASSIFICATION IS "0" 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 CROSS FALL GRADEBREAK(FEET) 18.00 INSIDE STREET CROSSFALL(DEClMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 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) = 4.42 STREET FLOW 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(I/4 ACRE LOT) RUNOFF COEFFICIENT = .8587 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = TOTAL AREA(ACRES) = 1.40 1.85 5.29 7.07 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.37 HALFSTREET FLODD WIDTH(FEET) = 4.18 FLOW VELOCITY(FEET/SEC.) = 4.72 OEPTH'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 = .....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 RAINFALL INTENSITY(INCH/HR) = 4.40 TOTAL STREAM AREA(ACRES) = 1.85 ~ PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.07 . ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 3.86 2 7.07 Tc (MIN.) 12.82 6.52 INTENSITY (l NCH/HOUR) 3.036 4.404 AREA (ACRE) 15.20 1.85 *********************************UARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (l NCH/HOUR) 1 9.03 6.52 4.404 2 8.73 12.82 3.036 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.03 Tc(MIN.) = 6.52 TOTAL AREA(ACRES) = 17.05 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 ~ettt(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 CROSS FALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning/s FRICTION FACTOR for Streetflow Section(curb-to~curb) 0.0150 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) = 0.59 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.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 4.171 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8913 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) 0.05 TOTAL AREA(ACRES) = 17.10 9.12 7.19 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 0.19 9.22 y5\ 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. tIIIt**************************************************************************** FLOW PROCESS FROM NODE 1148.00 TO NODE 1148.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 7.19 RAINFALL INTENSITY(INCH/HR) = 4.17 TOTAL STREAM AREA(ACRES) = 17.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.22 **************************************************************************** FLOW PROCESS FROM NODE 1149.00 TO NODE 1150.00 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 = 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(I/4 ACRE LOT) RUNOFF COEFFICIENT = .8594 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 1.54 0.40 TOTAL RUNOFF(CFS) = 1.54 **************************************************************************** FLOW PROCESS FROM NODE 1150.00 TO NODE 1148.00 IS CODE = 61 tttttCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== (t((~(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(DECIMAL) OUTSIOE STREET CROSSfALL(DECIMAL) GRADEBREAK(FEET) 0.020 = 0.080 = 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-WaLk Flow Section 0.0200 . **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.99 4.69 2.68 ~v . PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.10 STREET FLOW TRAVEL TIME(MIN.) = 1.37 Tc(MIN.) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.022 SINGLE-FAMILY(I/4 ACRE LOT) RUNOFF COEFFICIENT = SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) 2.00 TOTAL AREA(ACRES) = 2.40 7.68 .8552 SUBAREA RUNOFF(CFS). = PEAK FLOW RATE(CFS) 6.88 8.42 END 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.) 1.51 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 = .....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.) = 7.68 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) 4.171 4.022 AREA (ACRE) 17.10 2.40 . *********************************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 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 17.09 7.19 4.171 2 17.31 7.68 4.022 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.09 Tc(MIN.) = 7.19 TOTAL AREA(ACRES) = 19.50 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 = '. t....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.19 v~ RAINFALL INTENSITY(INCH/HR) = 4.17 TOTAL STREAM AREA(ACRES) = 19.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.09 . **************************************************************************** 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) = ~6 TOTAL RUNOFF(CFS) = t.'}O 18.06 **************************************************************************** FLOW PROCESS FROM NODE 1141.00 TO NODE 1148.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== (e~eeAND 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) = 26.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.06 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 17.09 2 18.06 Tc (MIN. ) 7.19 8.77 INTENSITY (INCH/HOUR) 4.171 3.740 AREA (ACRE) 19.50 .26..56 IU\ 1:'.:10 . I ! *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** . RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY :; NUMBER (CFS) (MIN.) (I NCH/HOUR) 1 31.90 7.19 4.171 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) = -4&:-06" ") II LONGEST FLOWPATH FROM NOOE 1130.00 TO NODE 1148.00 = 2130.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1151.00 TO NODE 1152.00 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 r /. . . i INITIAL SUBAREA FLOW-LENGTH = 125.00 UPSTREAM ELEVATION = 1252.20 DOW~STREAM ELEVATION = 1249.31 ELEVATION DIFFERENCE = 2.89 TC = 0.393*[( 125.00*'3)/( 2.89)]**.2 = 5.753 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.715 SINGLE-FAMILY(I/4 ACRE LOT) RUNOFF COEFFICIENT = .8182 SOil CLASSIFICATION IS HB" SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 0.46 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 USEO)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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 CROSS FALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(OECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-af-Walk FLow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 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(I/4 ACRE LOT) RUNOFF COEFFICIENT = .8111 SOIL CLASSIFICATION IS UB" SUBAREA AREA(ACRES) = 0.78 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 1.81 2.69 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. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 0.90 TC(MIN.) = 3.16 6.93 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS /' 1-PPJ ~. . . **************************************************************************** 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: 16:23 07/05/2001 ============================================================================ ************************** DESCRIPTION OF STUDY ************************** * nodes 1141 & 1148 * 100-year * * * * ************************************************************************** **************************************************************************** <<<<t<<SUMP TYPE BASIN INPUT INFORMATION==== Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. 16.70 0.83 0.83 BASIN INFLOW(CFS) = BASIN OPENING(FEET) DEPTH OF WATER(FEET) = ....CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) 7.12 ============================================================================ 1fo . . . **************************************************************************** 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 14725 & Associates ALton Parkway 92618 Irvine, CA TIME/DATE OF STUDY: 09:36 07/05/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NODE 1135 * lOO-YEAR * * * * ************************************************************************** **************************************************************************** ....FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION==== Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 20.24 GUTTER FLOWDEPTH(FEET) = 0.49 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 28.00 ....CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 43.2 ....CALCULATED ESTIMATED INTERCEPTION(CFS) = 16.1 ============================================================================ , ~ . HEC-RAS September 1998 Version 2.2 U.S. Army Corp of En9ineers Hydrologic Engineering Center 609 Second Street, Suite D Davis, California 95616-4687 (916) 756-1104 x X )()()()()()( XXX)( XXX)( XX XXX)( X XX X X X X XX X X XX X X X X X X XXXXXXX XXX)( X XXX XXX)( )()()()()()( XXX)( X XX X XX X X X X XX X X X X X X X X X )()()()()()( XXX)( X X X X )()()()()( PROJECT DATA Project Title: HUSSAR Project File: HUSSAR.prj Run Date and Time: 7/5/019:31:19 AM Project in English units PLAN DATA Plan Title: Plan 01 Plan File: C:\HEC\RAS\HUSSAR.pOl . Geometry Title: Geom 01 Geometry File: C:\HEC\RAS\HUSSAR.gOl Flow Title : Flow 01 Flow File : C:\HEC\RAS\HUSSAR.fOl Plan Summary Information: Number of: Cross Sections:::: 4 Mulitple Openings:::: 0 Culverts :::: 0 Inline Weirs :::: 0 Bridges ::: 0 Computational Information Water surface calculation tolerance:::: 0.01 Critical depth calculaton tolerance:::: 0.01 Maximum number of interations ;:;: 20 Maximum difference tolerance :::: 0.3 Flo\y tolerance factor :::: 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Mixed Flow FLOW DATA Fiow Title: Flow 01 Fiow File: C:\HEC\RAS\HUSSAR.fOl Flow Data (cfs) . 4 PF 1 20.24 River Reach HUSSAR COURT RS 1fJ'!o . Boundary Conditions River Reach Profile Upstream Downstream HUSSAR COURT PF 1 Normal S = .041 Normal S = .041 GEOMETRY DATA Geometry Title: Geom 01 Geometry File: C:IHEClRASIHUSSAR.gOI CROSS SECTION RIVER: HUSSAR COURT REACH: 1 RS:4 INPUT Description: SECTION 10+605 5' UPSTREAM@4.1% Station Elevation Data nurn= 7 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 01261.67 01261.17 21261.34 201261.12 381260.71 401260.54 401261.04 Manning's n Values Sla n Val Sla o .015 0 nurn= 3 n Val Sla n Val .015 40 .015 Bank Sla: Left Right Lengths: Left Channel Right Coelf Contr. Expan. o 40 5 5 5 .1.3 . CROSS SECTION RIVER: HUSSAR COURT REACH: 1 RS:3 INPUT Description: SECTION 10+60 5' UPSTREAM @4.1'10 Station Elevation Data nurn= 7 Sta Eiev Sta Eiev Sla Elev Sta Elev Sta Elev 01261.47 01260.97 21261.14 201260.92 381260.51 401260.34 401260.84 Manning's n Values num= 3 Sla n Val Sla n Val Sla n Val o .015 0 .015 40 .015 Bank Sta: Left Right Lengths: Left Channel Right Coelf Contr. Expan. o 40 5 5 5 .1.3 CROSS SECTION RIVER: HUSSAR COURT REACH: 1 RS:2 INPUT Description: SECTION 10+55 5' UPSTREAM@4.1% Station Elevation Data nurn= 7 Sla Elev Sta Elev Sla Elev Sla Elev Sla Elev 01261.27 01260.77 21260.93 201260.72 38 1260.3 401260.14 401260.64 Manning's n Values nurn= 3 Sla n Val Sla n Val Sta n Val o .015 0 .015 40 .015 Bank Sla: Left Right Lengths: Left Channel Right Coelf Contr. Expan. o 40 5 5 5 .1.3 . CROSS SECTION RIVER: HUSSAR COURT REACH: 1 RS:1 1/>~ . INPUT Description: STATION 10+50 - START AT WEST SIDE Station Elevation Data num= 7 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 01261.07 01260.57 21260.73 201260.52 38 1260.1 401259.94 401260.44 Manning's n Values num= Sta n Val Sta n Val o .015 0 .015 3 Sta n Val 40 .015 Bank Sta: Left Right Lengths: Left Channel Right Coelf Contr. Expan. o 40 0 0 0 .1.3 SUMMARY OF MANNING'S N VALUES River:HUSSAR COURT Reach River Sta. nl n2 n3 1 4 .015 .015 .015 , 3 .015 .015 .015 1 2 .015 .015 .015 1 1 .015 .015 .015 SUMMARY OF REACH LENGTHS River: HUSSAR COURT . Reach River S13. Left Channel Right 4 5 5 5 3 5 5 5 2 5 5 5 1 0 0 0 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: HUSSAR COURT Reacl1 River S13. Contr. Expan. 1 4 .1 .3 1 3 .1 .3 1 2 .1 .3 1 1 .1 .3 . '1ftJ HEG-RAS Plan' Plan 01 River: HUSSAR COURT Reach' 1 . ism', ,,,,Q:Total:.; ;jMinCh-,EI' "I, ,W,S,'!Elev<? ~:ciKw,s:~::: tr1Mal!: ChlOplh 1 EcG.Elevf: 'E,G:Slope:~i .,3VeICtirii,\;, F'kiNAres''ll f'<Top Width; 't;FiOtji:let#.Chi,~ :~i,.ii;:"',C';"'~ ;~!(CtS)\f,,~.' ',',;i(ft>''';~ 'f(fif:"'>~ .';{ftPtt' (':Wri;(lt):;;,~~ ',; ", :f',,(ftr':> , '(fttft) 'e;. \~, (fI1s)~~~,\.~ r~<'(S4,ftl'iA~ ',st (ft}J'~ ~ Vc,^," i~'" , ~ 1:'" y;~.~ 4 ,:.';'* 20.24 1260.54 1261.03 1261.22 0.49 1261.70 0.040986 6,53 3,10 16.16 2.63 t.'.<,"".,:"-..,:, 3',,";'~::".j:' 20.24 1260.34 1260.83 1261.02 0.49 1261.53 0.044532 8.74 '00 15.90 2,73 iI"',""" 2,'" " : , ~p 20.24 1260.14 1260.62 1260.81 0.48 1261.32 0,043518 6.72 3.01 15.77 2.71 lb",.&'4+',~:i.:' VG\~~';v,$i :~ 20.24 1259.94 1260.42 1260.61 0.48 1261.16 0,046678 6.90 2.93 15.55 2.60 . . --z,\\ . . . **************************************************************************** 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: 10:47 07/05/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NODE 1136 * 100-YEAR * * * * ************************************************************************** **************************************************************************** eeeeSTREETFLOW MODEL INPUT INFORMATION==== CONSTANT STREET GRADE(FEET/FEET) = 0.050000 CONSTANT STREET FLOW(CFS) = 13.58 AVERAGE STREET FLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) PRODUCT OF DEPTH&VELOCITY = 2.53 14.09 6.36 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~ **************************************************************************** . 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: 10:47 07/05/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NODE 1136 * 100-YEAR * * * * ************************************************************************** **************************************************************************** ....FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION====: . Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph pLots for ftowby basins and sump basins. STREETFLOW(CFS) = 13.58 GUTTER FLOWDEPTH(FEET) = 0.40 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 10.00 ....CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 35.5 ....CALCULATED ESTIMATED INTERCEPTION(CFS) 5.4 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ~ **************************************************************************** . 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: 10:57 07/05/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NODE 1140 * 100-YEAR . . * . ************************************************************************** **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION===: . CONSTANT STREET GRADE(FEET/FEET) = 0.046500 CDNSTANT STREET FLOW(CFS) = 4.44 AVERAGE STREET FLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.37 9.03 4.61 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ~ **************************************************************************** . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982.2000 Advanced E~gineering 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: 16:31 07/03/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY * node 1140 * 10Q-year * ************************** * * * ************************************************************************** **************************************************************************** ....FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION==== . Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for ftowby basins and sump basins. STREETFLOW(CFS) = 4.44 GUTTER FLOWDEPTH(FEET) = 0.30 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 10.00 ....CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 15.7 eeeeCAlCULATED ESTIMATED INTERCEPTION(CFS) = 3.3 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ~ . . I I . **************************************************************************** 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: 11:09 07/05/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** ************************** DESCRIPTION OF STUDY * NODES 1141 & 1148 * 100-YEAR * * * * ************************************************************************** **************************************************************************** ....SUMP TYPE BASIN INPUT INFORMATION==== Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby baslns and sump basins. 13.17 0.83 0.83 BASIN INFLOW(CFS) = BASIN OPENING(FEET) DEPTH OF WATER(FEET) = ....CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 5.61 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~ . . . **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982.2000 Advanced Engineering Software (aes) Ver. 8.0 ReLease Date: 01/01/2000 License ID 1264 Analysis prepared by: RBF & Associ ates 14725 Alton Parkway Irvine, CA 92618 TIME/DATE OF STUDY: 16:33 07/05/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * node 1153 * 100-year * * * * ******************************************************1r_x*x**1rx1r1r1rxx1r..1r.. **************************************************************************** ~~~~SUMP TYPE BASIN INPUT INFORMATION====: Curb Inlet Capacities are approximated based on the Bureau of PubLic Roads nomograph pLots for fLowby basins and sump basins. BASIN INFLOW(CFS) = 3.20 BASIN OPENINGCFEET) 0.83 DEPTH OF WATER(FEET) = 0.83 ....CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 1.36 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- --z.,,\'\ . . . ! **************************************************************************** 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 * 10-YEAR . NODES 1127 TO 1153 , , * ************************************************************************** FILE NAME: 101100.DAT TIME/DATE OF STUDY: 15:16 07/05/2001 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 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 I-HOUR INTENSITY(INCH/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 DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREET FLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSS FALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) --------- --------- ----- ------- ----- ------- ----------------- ----------------- GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Veloclty) 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 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 DOWNSTREAM ELEVATION = 1263.59 ELEVATION DIFFERENCE = 2.11 TC = 0.393*[( 120.00**3)/( 2.11)J*'.2 5.979 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.164 SINGLE-FAMILY(I/4 ACRE LOT) RUNOFF COEFFICIENT = .8446 SOIL CLASSIFICATION IS non SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 1.42 0.53 TOTAL RUNOFF(CFS) = 1.42 **************************************************************************** FLOW PROCESS FROM NOOE 1128.00 TO NODE 1129.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== tttt((STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1263.09 DOWNSTREAM ELEVATION(FEET) = 1257.53 STREET LENGTH(FEET) = 250.00 CURB HEIGHHINCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 18.00 . SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning'S FRICTION FACTOR for Back-af-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 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(I/4 ACRE LOT) RUNOFF COEFFICIENT = .8404 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) 1.30 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 1.83 PEAK FLOW RATE(CFS) 3.01 3.18 4.60 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 4.77 FLOW VELOCITY(FEET/SEC.) = 4.78 OEPTH*VELOCITY(FT*FT/SEC.) = 2.00 LONGEST FLOWPATH FROM NODE 1127.00 TO NOOE 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 ~~~~~RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: '2><'\. . . ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED 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 = 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(I/4 ACRE LOT) RUNOFF COEFFICIENT = .8458 SOil CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 0.96 0.35 0.96 TOTAL RUNOFF(CFS) = **************************************************************************** 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 CROSS FALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's fRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Yalk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOY(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET 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(I/4 ACRE LOT) RUNOFF COEFFICIENT = .8380 SOIL CLASSIFICATION IS non SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 3.25 PEAK FLOW RATE(CFS) 4.36 6.77 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 = . .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.54 ~ RAINFALL INTENSITY(INCH/HR) = 2.78 TOTAL STREAM AREA(ACRES) = 3.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.73 . **************************************************************************** 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. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.491 SINGLE-FAMILY(I/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===== ..CCC(STANDARD CURB SECTION USED)===== . ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ElEVATION(FEET) = 1287.29 DOUNSTREAM 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) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning'S FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET 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(I/4 ACRE LOT) RUNOFF COEFFICIENT = .8411 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) 2.35 TOTAL AREA(ACRES) = 2.42 3.14 6.77 . SUBAREA RUNOFF(CFS) = PEAK FLOY RATE(CFS) 5.84 6.05 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 4.65 FLOW VELOCITY(FEET/SEC.) = 6.61 DEPTH*VELOCITY(FT*FT/SEC.) = 2.70 LONGEST FLOWPATH FROM NODE 1133.00 TO NODE 1135.00 = 661.00 FEET. ? **************************************************************************** FLOW PROCESS FROM NODE 1135.00 TO NODE 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.) = 6.77 RAINFALL INTENSITY(INCH/HR) = 2.95 TOTAL STREAM AREA(ACRES) = 2.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.05 ** CONFLUENCE DATA ** STREAM NUMBER 1 2 RUNOFF (CFS) 7.73 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 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 To INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 12.99 6.77 2.954 2 13.43 7.54 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 Te INTENSITY (CFS) (MIN.) (INCH/HOUR) 1.03 7.54 2.785 FLOWPATH FROM NODE 1130.00 TO NODE AREA (ACRE) 5.67 1129.00 760.00 FEET. ~ ** MEMORY BANK # CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) . 1 4.60 6.95 2.912 1.83 LONGEST FLOWPATH FROM NODE 1127.00 TO NODE 1129.00 = 370.00 FEET. *********************************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 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 5.55 6.95 2.912 2 5.43 7.54 2.785 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 5.55 Tc(MIN.) = 6.95 TOTAL AREA(ACRES) = 7.50 **************************************************************************** FLOW PROCESS FROM NOCE 1129.00 TO NODE 1136.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USED) ---------------------------------------------------------------------.------- ---------------------------------------------------------------------------- . UPSTREAM ELEVATION(FEET) = 1257.53 DOWNSTREAM ELEVATION(FEET) = 1249.38 STREET LENGTH(FEET) = 200.00 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 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Sectlon(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-YaLk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW 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.) = 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.801 SINGLE-FAMILY(I/4 ACRE LOT) RUNOFF COEFFICIENT = .7775 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) 0.85 TOTAL AREA(ACRES) = 8.35 6.47 7.46 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 1.~ 7.40 . END OF SUBAREA STREET FLO~ HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET 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 tttttUSER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: 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 = tttttDESIGNATE 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 UPSTREAM 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(I/4 ACRE LOT) RUNOFF COEFFICIENT = .8445 SOIL CLASSIFICATION IS "0" 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 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(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) = I.M ~ . STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALF STREET FLOOD WIDTH(FEET) = 3.23 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.51 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.03 STREET FLOW TRAVEL TIME(MIN.) = 1.19 Tc(MIN.) = 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.861 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 0.90 TOTAL AREA(ACRES) = 1.11 7.18 .8395 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 2.16 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 CROSS FALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(OECIMAL) = 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~of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) PRODUCT OF OEPTH&VELOCITY(FT*FT/SEC.) = STREET FLOW TRAVEL TIME(MIN.) = 0.56 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT 2.84 3.25 6.00 1. 78 Tc(MIN.) 2.746 = .8875 7.73 SOIL CLASSIFICATION SUBAREA AREA(ACRES) TOTAL AREA(ACRES) = IS "0" 0.10 1.21 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 0.24 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 1140.00 TO NODE 1140.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 7.73 TOTAL AREA(ACRES) RAIN INTENSITY(lNCH/HOUR) = 2.75 1.21' TOTAL RUNOFF(CFS) = 0.37 **************************************************************************** . FLOW PROCESS FROM NODE 1140.00 TO NODE 1140.00 IS CODE = .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE=====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 7.73 RAINFALL INTENSITY(INCH/HR) = 2.75 TOTAL STREAM AREA(ACRES) = 1.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.37 **************************************************************************** FLOW PROCESS FROM NODE 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)/(ELEVATION CHANGE)J**.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)J**.2 = 5.060 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.46B COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8898 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 0.46 0.15 TOTAL RUNOFF(CFS) = 0.46 **************************************************************************** FLOW PROCESS FROM NODE 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.) = 5.06 RAINFALL INTENSITY(INCH/HR) = 3.47 TOTAL STREAM AREA(ACRES) = 0.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.46 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 3.20 2 0.37 3 0.46 Tc (MIN. ) 7.46 7.73 5.06 I NTENS I TY (l NCH/HOUR) 2.801 2.747 3.468 AREA (ACRE) 8.35 1.21 0.15 . *********************************WARNI NG********************************** 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. ************************************************************************** 1? . ; . I , I i . RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK STREAM NUMBER 1 2 3 TABLE ** Tc (MIN.) 5.06 7.46 7.73 FLOW RATE RUNOFF (CFS) 2.88 3.93 3.87 INTENSITY (l NCH/HOUR) 3.468 2.801 2.747 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 3.93 Tc(MIN.) = 7.46 TOTAL AREA(ACRES) = 9.71 LONGEST FLOWPATH FROM NODE 1130.00 TO NODE . 1140.00 = 960.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1140.00 TO NODE 1141.00 IS CODE = 61 .....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 CROSS FALL GRADEBREAK(FEET) INSIOE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKYAY CROSSFALL(DECIMAL) = 0.020 Manningls 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) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 5.35 AVERAGE FLOW VELOCITY(FEET/SEC.) 4.51 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.09 STREET FLOW TRAVEL TIME(MIN.) = 1.63 Tc(MIN.) 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.513 SINGLE-FAMIlY(1/4 ACRE lOT) RUNOFF COEFFICIENT = .8324 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.40 TOTAL AREA(ACRES) = 11.11 5.39 9.09 2.93 6.86 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 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 1130.00 TO NODE 1141.00 = 1400.00 FEET. **************************************************************************** FLOW PROCESS FROM 'NODE 1141.00 TO NODE 1141.00 IS CODE = 44t44DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.09 .0 11 RAINFALL INTENSITY(INCH/HR) = 2.51 TOTAL STREAM AREA(ACRES) = 11.11 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===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.162 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8445 SOIL CLASSIFICATION IS "0" 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===== 44ttt(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . UPSTREAM ELEVATION(FEET) = 1240.40 DO~NSTREAM ELEVATION(FEET) = 1239.79 STREET LENGTH(FEET) = 160.00 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 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) = STREET FLOW 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 "0" SU8AREA AREA(ACRES) 0.70 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 0.75 PEAK FLOW RATE(CFS) 0.95 1.63 l.n . END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIOTH(FEET) = 4.63 FLOW VELOCITY(FEET/SEC.) = 1.94 DEPTH*VELOCITY(FT*FT/SEC.) LONGEST FLOWPATH FROM NODE 1142.00 TO NODE 1141.00 = 280.00 0.79 FEET. ~ . . . *""**""******""****************************************""*********************** FLOW PROCESS FROM NODE 1141.00 TO NODE 1141.00 IS CODE = eeeeeDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== 4....ANO COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 7.58 RAINFALL INTENSITY(lNCH/HR) = 2.78 TOTAL 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 I NTENS ITY (INCH/HOUR) 2.513 2.776 AREA (ACRE) 11.11 0.75 Tc (MIN.) 9.09 7.58 *********************************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 TABLE *"" Tc (MIN.) 7.58 9.09 FLOW RATE RUNOFF (CFS) 7.49 8.45 INTENSITY (INCH/HOUR) 2.776 2.513 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.45 Tc(MIN.) = 9.09 TOTAL AREA(ACRES) = 11.86 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 HYDRDLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.78 RAIN INTENSITY(INCH/HOUR) = 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===== .....(STANDARO 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 CROSS FALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 18.00 1fJ' OUTSIDE STREET CROSSFALL(OECIMAL) = 0.080 . SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR far 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) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 3.19 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.87 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.84 STREET FLOW TRAVEL TIME(MIN.) = 1.74 Tc(MIN.) = 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.106 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8843 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 0.33 TOTAL AREA(ACRES) = 29.72 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) 1.~ 12.52 0.61 1.62 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) 3.50 FLOW VELOCITY(FEET/SEC.) = 3.01 DEPTH*VELOCITY(FT*FT/SEC.) 0.95 LONGEST FLOWPATH FROM NODE 1130.00 TO NODE 1144.00 = 1700.00 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 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 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 . **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HAL,STREET 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 "0" SUBAREA AREA(ACRES) 0.18 TOTAL AREA(ACRES) = 29.90 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) 1.n 13.67 0.32 1.~ END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 3.38 FLOW VELOCITY(FEET/SEC.) = 3.84 DEPTH*VELOCITY(FT*FT/SEC.) = 1.1B ~ . ! . i I I I . 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 = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.67 RAINFALL INTENSITY(INCH/HR) = 2.01 TOTAL STREAM AREA(ACRES) = 29.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.94 **************************************************************************** FLOW PROCESS FROM NODE 1146.00 TO NODE 1147.00 IS CODE = 21 tttttRATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) iC = K*[(lENGTH**3)f(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 "0" SUBAREA RUNOFF(CFS) = 1.20 TOTAL AREA(ACRES) = 0.45 TOTAL RUNOFF(CFS) = 1.20 **************************************************************************** FLOW PROCESS FROM NODE 1147.00 TO NODE 1145.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== ttttt(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(FEETl = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMALl = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Sect;an(curb~ta-curb) 0.0150 Manning's FRICTION FACTOR far Back-af-Walk Flaw Section ~ 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.97 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALF STREET 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 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 1.40 TOTAL AREA(ACRES) = 1.85 COEFFICIENT = .8420 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 3.54 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 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 = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 ~ONFLUENCE 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 INTENSITY, (I NCH/HOUR) 2.007 3.006 AREA (ACRE) 29.90 1.85 Tc (MIN.) 13.67 6.56 *********************************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.) (I NCH/HOUR) 1 5.67 6.56 3.006 2 5.11 13.67 2.007 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.67 Tc(MIN.) = 6.56 TOTAL AREA(ACRES) = 31.75 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) STREET LENGTH(FEET) = 170.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTH(FEET) = 30.00 = 1239.79 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 18.00 1.;71/ 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 tor Streettlow 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) = STREET FLOW 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.) 7.26 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.842 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8878 SOil CLASSIFICATION IS "On SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 31.80 PEAK FLOW RATE(CFS) 5.73 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 1130.00 TO NODE 1148.00 = 2130.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1148.00 TO NODE 1148.00 IS CODE = . .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 7.26 RAINFALL INTENSITY(INCH/HR) = 2.84 TOTAL STREAM AREA(ACRES) = 31.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.80 **************************************************************************** FLOW PROCESS FROM NODE 1149.00 TO NODE 1150.00 IS CODE = 21 tttttRATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATIDN 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)J**.2 = 6.317 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.070 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8431 SOIL CLASSIFICATION IS "0" 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 'J,..~ .ttt.COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== ttttt(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(DECIMAL) OUTSIDE STREET CROSSFALL(DECIMAL) GRADEBREAK(FEET) = 0.020 = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Sack-ot-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(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.) 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.729 SINGLE-FAMILY(I/4 ACRE LOT) RUNOFF COEFFICIENT = .8370 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) 2.00 TOTAL AREA(ACRES) = 2.40 3.32 7.82 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 4.57 5.60 . END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.43 HAlFSTREET FLOOD WIDTH(FEET) 4.91 FLOW VELOCITY(FEET/SEC.) = 2.76 DEPTH*VELOCITY(FT*FT/SEC.) = LONGEST FLOWPATH FROM NODE 1149.00 TO NODE 1148.00 = 370.00 1.18 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1148.00 TO NODE 1148.00 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 CONCENTRATION(MIN.) 7.82 RAINFALL INTENSITY(INCH/HR) = 2.73 TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) AT CONFLUENCE 5.60 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) , 5.80 2 5.60 Tc (MIN.) 7.26 7.82 INTENSITY (I NCH/HOUR) 2.842 2.729 AREA (ACRE) 31.80 2.40 *********************************WARNI NG********************************** . IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ']".0/\ CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** . STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 11.00 7.26 2.842 2 11.17 7.82 2.729 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 11.00 Tc(MIN.) = 7.26 TOTAL AREA(ACRES) = 34.20 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 = .....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 . tttttUSER 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 **************************************************************************** FLOW PROCESS FROM NODE 1141.00 TO NODE 1148.00 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.) = 9.08 RAINFALL INTENSITY(INCH/HR) = 2.51 TOTAL 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 i I . *********************************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 /' .z,.9-:P, CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY . NUMBER (CFS) (MIN.) (INCH/HOUR) 1 17.77 7.26 2.842 2 18.19 9.08 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 1130.00 TO NODE 1148.00 = 2130.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1151.00 TO NODE 1152.00 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 = 125.00 UPSTREAM ELEVATION = 1252.20 DOWNSTREAM ELEVATION = 1249.31 ELEVATION DIFFERENCE = 2.89 TC = 0.393*[( 125.00**3)/( 2.89)]**.2 5.753 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.232 SINGLE-FAMILY(I/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 GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb~to~curb) 0.0150 Manning's FRICTION FACTOR for Sack-of-Walk Flow Section = 0.0200 . **TRAVEl TIME COMPUTED USING ESTIMATED FlDW(CFS) 1.19 STREET FLOW 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(I/4 ACRE LOT) RUNOFF COEFFICIENT = .7804 ~7fp . . ; , i . SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.78 TOTAL AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) 1. 76 2.07 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALF STREET 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 "V"7 "\ . . . **************************************************************************** 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: 10:31 07/05/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * NODE 1135 * 10.YEAR * . * * ************************************************************************** **************************************************************************** ....FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION====: Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby baslns and sump basins. STREETFLOW(CFS) = 13.43 GUTTER FLOWDEPTH(FEET) = 0.43 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 28.00 ....CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 32.5 ....CALCULATED ESTIMATED INTERCEPTION(CFS) = 12.4 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- p~ . HEC-RAS September 1998 Version 2.2 U.S. Army Corp of Engineers Hydrologic Engineering Center 609 Second Street, Suite 0 Davis, California 95616-4687 (916) 756-1104 x X XXXXXX XXX)( XXX)( XX XXX)( X XX X X X X X X X X XX X X X X X X XXXXXXX XXX)( X XXX XXX)( XXXXXX XXX)( X XX X X X X X X X XX X X X X X X X X X XXXXXX XXX)( X X X X XXXXX PROJECT DATA Project Title: HUSSAR Project File: HUSSAR.prj Run Date and Time: 7/5/01 10:25:37 AM Project in English units PLAN DATA Plan Title: Plan 01 Plan File: C:IHEClRASIHUSSAR.p01 . Geometry Title: Geom 01 Geometry File: C:IHEClRASIHUSSAR.g01 Flow Title : Flow 01 Flow File : C:IHEClRASIHUSSAR.fOI Plan Summary Information: Number of: Cross Sections = 4 Mulitple Openings = 0 Culverts = 0 lnline Weirs = 0 Bridges = 0 Computational Information Water surface calculation tolerance = 0.01 Critical depth calculaton tolerance = 0.01 Maximum number of interations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Mixed Flow FLOW DATA Flow Title: Flow 01 Flow File: C:IHEClRASIHUSSAR.fOI Flow Data (cfs) . River Reach HUSSAR COURT RS 4 PF 1 13.43 ~O\, . Boundary Conditions River Reach Profile Upstream Downstream HUSSAR COURT PF 1 Normal S = .041 Normal S = .041 GEOMETRY DATA Geometry Title: Geom 01 Geometry File: C:IHECIRASIHUSSAR.gOI CROSS SECTION RIVER: HUSSAR COURT REACH: 1 RS: 4 INPUT Description: SECTION 10+605 5' UPSTREAM @ 4.1 % Station Elevation Data num= 7 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 01261.67 01261.17 21261.34 201261.12 381260.71 401260.54 401261.04 Manning's n Values nurn;;; 3 Sta n Val Sta n Val Sta n Val o .015 0 .015 40 .015 . Bank Sta: Left Right Lengths: Left Channel Right Coelf Contr. Expan. o 40 5 5 5 .1.3 CROSS SECTION RIVER: HUSSAR COURT REACH: 1 RS:3 INPUT Description: SECTION 10+60 5' UPSTREAM @ 4.1 % Station Elevation Data nurn= 7 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 01261.47 01260.97 21261.14 201260.92 381260.51 401260.34 401260.84 Manning's n Values nurn= Sta n Val Sta n Val o .015 0 .015 3 Sta n Val 40 .015 Bank Sta: Left Right Lengths: Left Channel Right Coeff Cantr. Expan. o 40 5 5 5 .1.3 CROSS SECTION RIVER: HUSSAR COURT REACH: 1 RS: 2 INPUT Description: SECTION 10+55 5' UPSTREAM@4.1% Station Elevation Data. nurn= 7 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 01261.27 01260.77 21260.93 201260.72 38 1260.3 401260.14 40 1260.64 Manning's n Values nurn= Sta n Val Sta n Val o .015 0 .015 3 Sta n Val 40 .015 Bank Sta: Left Right Lengths: Left Channel Right Coelf Contr. Expan. o 40 5 5 5 .1.3 . CROSS SECTION RIVER: HUSSAR COURT REACH: 1 RS: 1 1,AO . INPUT Description: STATION 10+50 - START AT WEST SIDE Station Elevation Data num= 7 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 01261.07 01260.57 21260.73 201260.52 38 1260.1 401259.94 401260.44 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val o .015 0 .015 40 .015 Bank Sta: Left Right Lengths: Left Channel Right Coelf Contr. Expan. o 40 0 0 0 .1.3 SUMMARY OF MANNING'S N VALUES Rlver:HUSSAR COURT Reach River Sta. nl n2 n3 4 .015 .015 .015 3 .015 .015 .015 2 .015 .015 .015 1 .015 .015 .015 SUMMARY OF REACH LENGTHS River: HUSSAR COURT . Reach River Sta. Left Channel Right 1 455 5 1 3 555 1 255 5 1 1 0 0 0 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: HUSSAR COURT Reach River Sta. Contr. Expan. 4 .1 .3 3 .1 .3 2 .1 .3 1 .1 .3 . ~A,. " HEC.AAS Plan' Plan 01 River: HUSSAR COURT Reach' 1 . l,'-QTciiaf}: r.:Mln,CtiEN )W:S:8ev( Cril,w,$: MaxC1)IDpth .EJ:;:Elev, ,jE;G;'Slope V6ICh"ir J~;FloWArea" ;,ToPWidth' "Fri:ii.ide#Ch! j' '.~""'\lt _;{[i:,(cls)X"~ ft), }"F(ft)t";;l;'" ~:7>-;:'(ft) , ~<- , (ft) {It)':}{o' "1"" (fVft)1' 'i,(fVs)'::A;,' >,;,,(sq.ftri~, '~(ftr._l':'l ;~....\'rtJ. ,4-' 13.43 1260.54 1260_98 1261.13 0.44 1261,52 0.041011 5.92 2.27 13.72 2.56 3;~'" J.'}l; 13.43 1260.34 1260.77 1260.93 0.43 1261.36 0,045228 6.14 2.19 13.46 2.68 :1' . ,,",y-. 2')\i>-~:'/ 13,43 1250.14 1280,58 1260.72 0.42 1261.15 0.044831 6.15 2.16 13.32 2.68 1: - ~~.4-:.~i:" :1;:';':' 'i;j, , 13.43 1259.94 1260.36 1260.52 0.42 1260.96 0_045378 6.18 2.17 13.29 2.69 . . .tJ><V . . . **************************************************************************** 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 & Assod ates 14725 Alton Parkway Irvine, CA 92618 TIME/DATE OF STUDY: 11:4407/05/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * node 1136 * 10-year * * * * ************************************************************************** **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION==== CONSTANT STRE~T GRADE(FEET/FEET) = 0.050000 CONSTANT STREET FLOW(CFS) = 7.40 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 18.00 INTERIOR STREET CROSSFALl(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: STREET FLOW OEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) PRODUCT OF DEPTH&VELOCITY = 1.78 11.28 5.21 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- zA:o . . I i I . i **************************************************************************** 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: 11:45 07/05/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * node 1136 * 10-year * * * * ************************************************************************** **************************************************************************** ....FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION==== Curb Inlet Capacities are approximated based on the Bureau of PlIbL ic Roads nomograph pLots for flowby basins and sump basins. STREETFLOW(CFS) = 7.40 GUTTER FLOWDEPTH(FEET) = 0.34 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 10.00 ....CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION 22.9 ....CALCULATED ESTIMATED INTERCEPTION(CFS) = 4.2 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- z-~ . . . **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (e) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License IO 1264 Analysis prepared by: RBF 14725 & Associates Alton Parkway 92618 Irvine, CA TIME/DATE OF STUDY: 11:51 07/05/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * node 1140 * 10-year * * * * ************************************************************************** **************************************************************************** ....FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION====: Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 2.97 GUTTER FLOWDEPTH(FEET) = 0.26 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 10.00 ....CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION 12.2 ....CALCULATED ESTIMATED INTERCEPTION(CFS) 2.6 ============================================================================ ~ . . I , , i . **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1264 Analysis prepared by: RBF & Associates 14725 ALton Parkway Irvine, CA 92618 TIME/DATE OF STUDY: 11:50 07/05/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * node 1140 * 10~year * * * * ************************************************************************** **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION~ CONSTANT STREET GRADE(FEET/FEET) = 0.046500 CONSTANT STREET FLOW(CFS) = 2.97 AVERAGE STREET FLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-YIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080000 CONSTANT SYMMETRICAL 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) = 0.26 HALFSTREET FLOOD WIOTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.14 7.34 4.32 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~ **************************************************************************** . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (e) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF 14725 & Associates ALton Parkway 92618 Irvine, CA TIME/DATE OF STUDY: 13:36 07/05/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * nodes 1141 & 1148 * 10-year * * * * ************************************************************************** ******************N********************************************************* ....SUMP TYPE BASIN INPUT INFORMATION==== . Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for fLowby basins and sump basins. BASIN INFLOW(CFS) = BASIN OPENING(FEET) DEPTH OF WATER(FEET) = 6.80 0.83 0.83 ....CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 2.90 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ~ LEJ 1.QQwsp __~~_ ~--_..._. -- . . . o T1 BASIN 1100 NODES 1101 -1126 T2 LINE F 100-YEAR T3 7/17/01 FPG FILE: F1100.wSP Q FILE = QF1100.wSP SO 1000.001232.00 1 .013 1235.00 R 1040.701239.01 1 .013 R 1073.401244.65 1 .013 90. JX 1077.561244.65 1 3 3.013 16.7 16.71245.151245.1561. 42. R 1372.881250.56 1 .013 R 1377.041250.60 1 .013 R 1408.101250.91 1 .013 R 1620.101253.03 1 .013 JX 1624.261254.08 2 2 .013 22.0 R 1649.261254.33 2 .013 R 1679.451254.62 2 .013 SH 2 CD 14 CD 24 CD 34 3.0 2.0 2.0 DO -----...=- --- 25. 1254.08 3. 1 24. _.~----- -- ,-~. -. _ .PageTI 7rtJS I'Q.~ - ---- -~ . . F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE. TITLE CARD LISTING HEADING LINE NO 1 IS. BASIN1100 NODES1101-1126 HEADING LINE NO 2 IS - LINE F 100-YEAR HEADING LINE NO 3 IS - 7/17/01 FPG FILE: F1100WSP Q FILE = QF1100WSP . . ~- Pig~,,1 2--~ \iC> --- --""-~=--"- - __yaQe -~J . . . -~~.~~..~~ F0515P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * U/S DATA STATION INVERT SECT 1000.00 1232.00 1 * W S ELEV 1235.00 ELEMENT NO 2 IS A REACH . * * U/S DATA STATION INVERT SECT ANG PT MAN H N RADIUS ANGLE 0.00 0.00 0.00 0 1040.70 1239.01 1 0.013 ELEMENT NO 3 IS A REACH * * * U/S DATA STATION INVERT SECT ANG PT MAN H N RADIUS ANGLE 0.00 90.00 0.00 0 1073.401244.65 1 0.013 * . ELEMENT NO 4 IS A JUNCTION . * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4 PHI3 PHI4 1077.561244.65 1 3 3 0.013 16.7 16.7 1245.15 1245.15 61.00 42.00 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 5 IS A REACH . * * U/S DATA STATION INVERT SECT ANG PT MAN H N RADIUS ANGLE 1372.881250.56 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 6 IS A REACH . . * U/S DATA STATION INVERT SECT ANG PT MAN H N RADIUS ANGLE 0.00 0.00 0.00 1 1377.04 1250.60 1 0.013 ELEMENT NO 7 IS A REACH U/S DATA STATION ANG PT MAN H * * * INVERT SECT N RADIUS ANGLE 1408.101250.91 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 8 IS A REACH * * * U/S DATA STATION INVERT SECT ANG PT MAN H N RADIUS ANGLE 1620.101253.03 1 0.013 0.00 25.00 0.00 1 ELEMENT NO 9 IS A JUNCTION . *... U/S DATA STATION INVERT SECT LAT-1 LAT-2 N INVERT-4 PHI3 PHI4 1624.261254.08 2 2 0 0.013 22.0 * * * 03 04 INVERT-3 0.0 1254.08 0.00 24.00 0.00 ELEMENT NO 10 IS A REACH * . * U/S DATA STATION INVERT SECT ANG PT MAN H N RADIUS ANGLE # f,Q___ ~~-- - .- ~~... -- Page 5) . 1649.261254.33 2 0.013 0.00 3.000.00 0 ELEMENT NO 11 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1679.45 1254.62 2 0.013 0.00 0.00 0.00 0 . . 1/~ ["0 . . . --=-.::- ~- .~~. ---~, --,.- - ",.-~~ F0515P PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING * * ELEMENT NO 12 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 1679.451254.62 2 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING ** WARNING NO.2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV +DC W S ELEV ~_"'-.:J5ag~]] -zjJV \.0 - --~~~ .- --~ - Pag~l.'1 . . . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO PAGE 1 F0515P WATER SURFACE PROFILE LISTING BASIN 1100 NODES 1101 -1126 LINE F 100-YEAR 7/17/01 FPG FILE: F1100.wSP Q FILE = QF1100.wSP STATION INVERT DEPTH W.S. HGT/ BASEl ZL NO AVBPR ELEV OF FLOW ELEV Q VEL VEL ENERGY SUPER CRITICAL HEAD GRD.EL. ELEV DEPTH DIA 10 NO. PIER UELEM SO SF AVE HF NORM DEPTH ZR ************************************************************************************************************************* ********** 1000.00 1232.00 1.258 1233.258 77.4 27.52 11.764 1245.022 0.00 2.745 3.00 0.00 0.00 0 0.00 4.98 0.17224 .097570 0.49 1.084 0.00 1004.98 1232.86 1.274 1234.132 77.4 27.06 11.373 1245.505 0.00 2.745 3.00 0.00 0.00 0 0.00 11.930.17224 .089506 1.07 1.084 0.00 _ 1016.91 1234.91 1.321 1236.233 77.4 25.80 10.336 1246.569 0.00 2.745 3.00 0.00 0.00 0 0.00 9.51 0.17224 .078653 . 0.75 1.084 0.00 1026.42 1236.55 1.370 1237.921 77.4 24.60 9.399 1247.320 0.00 2.745 3.00 0.00 0.00 0 0.00 7.80 0.17224 .069147 0.54 1.084 0.00 1034.22 1237.89 1.421 1239.314 77.4 23.45 8.542 1247.856 0.00 2.745 3.00 0.00 0.00 0 0.00 6.48 0.17224 .060840 0.39 1.084 0.00 1040.70 1239.01 1.476 1240.486 77.4 22.36 7.766 1248.252 0.00 2.745 3.00 0.00 0.00 0 0.00 0.61 0.17248 .056601 0.03 1.083 0.00 1041.31 1239.12 1.481 1240.597 77.4 22.25 7.690 1248.287 0.00 2.745 3.00 0.00 0.00 0 0.00 5.38 0.17248 .052871 0.28 1.083 0.00 1046.69 1240.04 1.537 1241.580 77.4 21.22 6.990 1248.570 0.00 2.745 3.00 0.00 0.00 0 0.00 4.57 0.17248 .046585 0.21 1.083 0.00 z,{;O \:Q =~~- _.--~ , --- -.-- - -:- --=..~ ----~-- -_.~-_.~-,-~.. -.J"~g~.~1 . 1051.26 1240.83 1.597 1242.429 77.4 20.23 6.355 1248.784 0.00 2.745 3.00 0.00 0.00 0 0.00 3.93 0.17248 .041084 0.16 1.083 0.00 1055.19 1241.51 1.659 1243.168 77.4 19.29 5.779 1248.947 0.00 2.745 3.00 0.00 0.00 0 0.00 3.37 0.17248 .036265 0.12 1.083 0.00 1058.56 1242.09 1.725 1243.815 77.4 18.39 5.253 1249.068 0.00 2.745 3.00 0.00 0.00 0 0.00 2.91 0.17248 .032048 0.09 1.083 0.00 . . ~ eeL. ____ . . . -,~- =- ~.- LICENSEE: RB.F. & ASSOC. - SAN DIEGO PAGE 2 F0515P WATER SURFACE PROFILE LISTING BASIN 1100 NODES 1101 -1126 LINE F 100-YEAR 7/17/01 FPG FILE: F1100.wSP Q FILE = QF1100.wSP HEAD GRD.EL ELEV DEPTH VEL VEL ENERGY SUPER CRITICAL DIA 10 NO. STATION INVERT DEPTH W.S. HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV Q PIER UELEM SO SF AVE HF NORM DEPTH *******************************************************.***-*-**---_._.*._**-*._---*--_._----_.***-*--*-*-*.--******_.*-- ZR -**-*_.*-- 1061A71242.59 1.7941244.386 77.4 17.54 4.775 1249.161 0.00 2.745 0.00 0 0.00 2.50 0.17248 .028360 0.07 1.083 1063.97 1243.02 1.868 1244.891 77A 16.72 4.341 1249.232 0.00 2.745 0.00 0 0.00 2.15 0.17248 .025139 0.05 1.083 1066.12 1243.39 1.946 1245.340 77A 15.94 3.947 1249.287 0.00 2.745 0.00 0 0.00 1.83 0.17248 .022326 0.04 1.083 1067.95 1243.71 2.030 1245.740 77A 15.20 3.588 1249.328 0.00 2.745 0.00 0 0.00 1.55 0.17248 .019879 0.03 1.083 1069.50 1243.98 2.120 1246.097 77A 14A9 3.262 1249.359 0.00 2.745 0.00 0 0.00 1.29 0.17248 .017751 0.02 1.083 1070.79 1244.20 2.217 1246A16 77A 13.82 2.965 1249.381 0.00 2.745 0.00 0 0.00 1.04 0.17248 .015914 0.02 1.083 1071.83 1244.38 2.323 1246.702 77A 13.18 2.696 1249.398 0.00 2.745 0.00 0 0.00 0.80 0.17248 .014350 0.01 1.083 1072.63 1244.52 2:441 1246.959 0.00 0 0.00 0.55 0.17248 77A 12.56 2A51 1249A10 0.00 2.745 .013060 0.01 1.083 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.00 0.00 3.00 0.00 3.00 0.00 3.00 0.00 3.00 0.00 3.00 0.00 3.00 0.00 3.00 0.00 ..~. Pag~_g,1 ~ \,g ....= -. ~-~-~ . - .~-- -- -- ~-<-~--- . 1073.18 1244.61 2.577 1247.189 77.4 11.98 2.228 1249.417 0.00 2.745 3.00 0.00 0.00 0 0.00 0.22 0.17248 .012104 0.00 1.083 0.00 1073.40 1244.65 2.745 1247.395 77.4 11.42 2.024 1249.419 0.00 2.745 3.00 0.00 0.00 0 0.00 JUNCT STR 0.00000 .008037 0.03 0.00 1077.56 1244.65 5.025 1249.675 44.0 6.22 0.602 1250.277 0.00 2.161 3.00 0.00 0.00 0 0.00 124.13 0.02001 .004352 0.54 1.440 0.00 . . '--pag:~ OJ! Z40 I:Q::~ ~~ . . . -~- ~ - .~,-- LICENSEE: R.B~F~ & ASSOC. - SAN DIEGO PAGE 3 F0515P WATER SURFACE PROFILE LISTING BASIN 1100 NODES 1101 -1126 LINE F 100-YEAR 7/17/01 FPG FILE: F1100.wSP Q FILE = QF1100.wSP ~--- __~_~g~_l1J1 HEAD GRD~EL. ELEV DEPTH VEL VEL ENERGY SUPER CRITICAL DIA ID NO~ STATION INVERT DEPTH W~S. HGT/ BASEl ZL NO AVBPR ELEV OF FLOW ELEV Q PIER UELEM SO SF AVE HF NORM DEPTH ************************************************************************************************************************* ZR ******-** 1201.69 1247.13 3.081 1250.215 44.0 6.22 0.602 1250.817 0.00 2.161 0.00 0 0.00 HYDRAULIC JUMP 1201.69 1247.13 1.467 1248.601 44.0 12.81 2.548 1251.149 0.00 2.161 0.00 0 0.00 20.75 0.02001 .018757 0.39 1.440 1222.44 1247.55 1.467 1249.016 44.0 12.80 2.543 1251.559 0.00 2.161 0.00 0 0.00 73.11 0.02001 .017615 1.29 1.440 1295.55 1249.01 1.523 1250.536 44.0 12.20 2.312 1252.848 0.00 2.161 0.00 0 0.00 33.66 0.02001 .015520 0.52 1.440 1329.21 1249.69 1.582 1251.268 44.0 11.63 2.102 1253.370 0.00 2.161 0.00 0 0.00 20.41 0.02001 .013686 0.28 1.440 1349.62 1250.10 1.644 1251.739 44.0 11.09 1.911 1253.650 0.00 2.161 0.00 0 0.00 13.71 0.02001 .012079 0.17 1.440 1363.331250.37 1.709 1252.078 44.0 10.58 1.737 1253.815 0.00 2.161 0.00 0 0.00 9.55 0.02001 .010673 0.10 1.440 1372.88 1250.56 1.778 1252.338 44.0 10.08 1.579 1253.917 0.00 2.161 0.00 0 0.00 4.16 0.00962 .010032 0.04 1.801 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.00 0.00 3.00 0.00 3.00 0.00 3.00 0.00 3.00 0.00 3.00 0.00 0.00 3.00 0.00 3.00 0.00 ~ \Q - ,-.....---.- .,'-" - -~"..-._~~~ ._ --==-___._1'89812;1 . 1377.04 1250.60 1.776 1252.376 44.0 10.10 1.583 1253.959 0.00 2.161 3.00 0.00 0.00 0 0.00 31.06 0.00998 .010070 0.31 1.780 0.00 1408.10 1250.91 1.773 1252.683 44.0 10.11 1.589 1254.272 0.00 2.161 3.00 0.00 0.00 0 0.00 107.34 0.01000 .010467 1.12 1.780 0.00 1515.44 1251.98 1.733 1253.716 44.0 10.40 1.679 1255.395 0.00 2.161 3.00 0.00 0.00 0 0.00 64.92 0.01000 .011555 0.75 1.780 0.00 . '. ~ 1"0 -- -_.__.~ Pag~r3] --'~ .--- - . LICENSEE: RB.F. & ASSOC. - SAN DIEGO PAGE 4 F0515P WATER SURFACE PROFILE LISTING BASIN 1100 NODES 1101 -1126 LINE F 100-YEAR 7/17/01 FPG FILE: F1100.wSP Q FILE = QF1100.wSP STATION INVERT DEPTH W.S. HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV Q VEL VEL ENERGY SUPER CRITICAL HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER ************************************************************************************************************************* UELEM SO SF AVE HF NORM DEPTH ZR ********** 1580.36 1252.63 1.666 1254.299 44.0 10.91 1.847 1256.146 0.00 2.161 3.00 0.00 0.00 0 0.00 39.74 0.01000 .013088 0.52 1.780 0.00 1620.10 1253.03 1.604 1254.634 44.0 11.44 2.032 1256.666 0.00 2.161 3.00 0.00 0.00 0 0.00 JUNCT STR 0.25240 .011927 0.05 0.00 . 1624.26 1254.08 1.596 1255.676 22.0 8.18 1.040 1256.716 0.00 1.675 2.00 0.00 0.00 0 0.00 25.00 0.01000 .009799 0.24 1.590 0.00 1649.26 1254.33 1.621 1255.951 22.0 8.06 1.010 1256.961 0.00 1.675 2.00 0.00 0.00 0 0.00 10.59 0.00961 .009654 0.10 1.621 0.00 1659.85 1254.43 1.621 1256.053 22.0 8.06 1.010 1257.063 0.00 1.675 2.00 0.00 0.00 0 0.00 19.60 0.00961 .009385 0.18 1.621 0.00 1679.45 1254.62 1.675 1256.295 22.0 7.83 0.952 1257.247 0.00 1.675 2.00 0.00 0.00 0 0.00 IAAX. uS Lv~EL:. dsi..It'f(I..J./.L(tfSZ) I .= IZS 7, '/- . 7?' _..~-- ~._~- . Page f; jiF11100.wsp _~~ . . . o T1 BASIN 1100 T2 LINE F1 100-YEAR T3 7/19/01 FPG FILE: F111 OO.wSP Q FILE = QF111 OO.WSP SO 1003.131245.15 1 .013 1249.7 R 1030.141248.16 1 .013 SH 1 CD 1 4 2.0 DO z,4P 1[0---. ~.. --~,-~ PC!ge-~J . F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- BASIN 1100 HEADING LINE NO 2 IS - LINE F1 100-YEAR HEADING LINE NO 3 IS - 7/19/01 FPG FILE: F11100.wSP Q FILE = QF11100.wSP . . 'l'Ce\ 1,0 . . . --- --~- ~=~---- ~--- F0515P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * U/S DATA STATION INVERT SECT 1003.131245.15 1 * W S ELEV 1249.70 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT ANG PT MAN H N RADIUS ANGLE 0.00 0.00 0.00 0 1030.141248.16 1 0.013 * * ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 1030.141248.16 1 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING ** WARNING NO.2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC W S ELEV P~\le "41 ~t/ 10 Page 5.'1 . . . ......-- ---.."-"---_.~--- LICENSEE: R.B.F. & ASSOC. - SAN DIEGO PAGE 1 F0515P WATER SURFACE PROFILE LISTING BASIN 1100 LINE F1 100-YEAR 7/19/01 FPG FILE: F11100.wSP Q FILE = QF11100.wSP HEAD GRD.EL ELEV DEPTH VEL VEL ENERGY SUPER CRITICAL DIA 10 NO. STATION INVERT DEPTH W.S. HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV Q PIER UELEM SO SF AVE HF NORM DEPTH *************************************************..********************************************************************** ZR ********** 1003.13 1245.15 4.550 1249.700 16.7 5.32 0.439 1250.139 0.00 1.473 0.00 0 0.00 24.060.11144 .005397 0.13 0.640 1027.19 1247.83 2.000 1249.831 16.7 5.32 0.439 1250.270 0.00 1.473 0.00 0 0.00 1.280.11144 .005057 0.01 0.640 1028.47 1247.97 1.814 1249.787 16.7 5.58 0.483 1250.270 0.00 1.473 0.00 0 0.00 HYDRAULIC JUMP 1028.47 1247.97 1.192 1249.165 16.7 8.56 1.137 1250.302 0.00 1.473 0.00 0 0.00 0.18 0.11144 .012318 0.00 0.640 1028.65 1247.99 1.192 1249.186 16.7 8.55 1.135 1250.321 0.00 1.473 0.00 0 0.00 0.55 0.11144 .011609 0.01 0.640 1029.20 1248.06 1.241 1249.296 16.7 8.15 1.032 1250.328 0.00 1.473 0.00 0 0.00 0.42 0.11144 .010285 0.00 0.640 1029.62 1248.10 1.292 1249.394 16.7 7.77 0.939 1250.333 0.00 1.473 0.00 0 0.00 0.29 0.11144 .009132 0.00 0.640 1029.91 1248.13 1.348 1249.482 16.7 7.41 0.853 1250.335 0.00 1.473 0.00 0 0.00 0.180.11144 .008128 0.00 0.640 0.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 2.00 0.00 0.00 2.00 0.00 0.00 15o?07 ~o----- "=-- -- --=- ----------- '--= - -- - . 1030.09 1248.15 1.407 1249.561 16.7 7.07 0.776 1250.337 0.00 1.473 2.00 0.00 0.00 0 0.00 0.050.11144 .007250 0.00 0.640 0.00 1030.14 1248.16 1.473 1249.633 16.7 6.73 0.704 1250.337 0.00 1.473 2.00 0.00 0.00 0 0.00 /lil4..t u -S u.--~G: L ~ IL f f.r.. "7 -; + f, 1 (7D'i' ) !l ){):r' . . --'pag,i3i]j ~~~ ~" -"-"-~~-"-"~ _-=__ _ _~"__=~.. Page 1 '1 lifll1Q.lL~!!IL _.. . . . .~ --'- o T1 BASIN 1100 T2 LINE F2 100.YEAR T3 7/19/01 FPG FILE: F211 OO.wSP Q FILE: QF111 OO.wSP SO 1003.131245,15 1 .013 1249.7 R 1021.721247.52 1 .013 SH 1 CD 1 4 2.0 00 ?9 12.._ ____.__. . . . -- -~ " . . --~_..- .---- F0515P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS. BASIN 1100 HEADING LINE NO 2 IS - LINE F2 100-YEAR HEADING LINE NO 3 IS - -- ~." - --= ._- Page 3 ;1 PAGE NO 3 7/19/01 FPG FILE: F21100WSP Q FILE = QF11100WSP tJofp Il2.....__ . . . ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 1021.721247.52 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 --.- -= .. - ---~ F0515P WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET' * U/S DATA STATION INVERT SECT 1003.131245.15 1 * 1249.70 ELEMENT NO 2 IS A REACH * *. U/S DATA STATION INVERT SECT ANG PT MAN H N 1021.72 1247.52 1 0.013 . ~ _. PAGE NO 2 W S ELEV RADIUS ANGLE 0.00 0.00 0.00 0 * W S ELEV Page'4J1 , ~ \!O . . . ==--== - ~ -, --- -'<-' --=. -- ~~~-~_..~,,-" .-~ ---=':::- - ~- ~.- LICENSEE: RB.F. & ASSOC, - SAN DIEGO PAGE 1 F0515P WATER SURFACE PROFILE LISTING BASIN 1100 LINE F2 100-YEAR 7/19/01 FPG FILE: F21100.wSP Q FILE = QF11100.wSP _____.~_.__~ge 5 :1 HEAD GRD.EL ELEV DEPTH VEL VEL ENERGY SUPER CRITICAL DIA ID NO. STATION INVERT DEPTH W.S. HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV Q PIER UELEM SO SF AVE HF NORM DEPTH **..**********.*******************************!*******************************************************************-****** ZR ********** 1003.13 1245.15 4.550 1249.700 16.7 5.32 0.439 1250.139 0.00 1.473 0.00 0 0.00 18.59 0.12749 .005449 0.10 0.620 1021.72 1247.52 2.281 1249.801 16.7 5.32 0.439 1250.240 0.00 1.473 0.00 0 0.00 MA~ tN ~f5L 1../-';'" c::: Il s-t?,~ 2.00 0.00 0.00 2.00 0.00 -'\ '\, tsJ6 rF31100.W~L. " ---,~ ~-= .--.=- ~~" Pi9.u:1 . . . -- - o T1 BASIN 1100 T2 LINE F3 100-YEAR T3 7/19/01 FPG FILE: F31100WSP Q FILE = QF31100WSP SO 1002.381254.12 1 .013 1255.7 R 1033.761254.77 1 .013 SH 1 CD 1 4 2.0 00 1,-rf\ [9.. . . . ~-~ -~~~-~~.._.,-- ~--~,.~~._- .: -~~""-"".~~-- =-"- -'--'---=Pa~3;1 '~"-' ---- , - 9 ------- F0515P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- BASIN 1100 HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - LINE F3 100-YEAR 7/19/01 FPG FILE: F31100.wSP 0 FILE = OF31100.wSP ~A(O ~ ~~.~~ ----. m-:=_ :=~~~~_~. . . . --- F0515P PAGE NO 2 WATER SURFACE PROFiLE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET' * U/S DATA STATION iNVERT SECT 1002.381254.12 1 . W S ELEV 1255.70 ELEMENT NO 2 is A REACH * * * U/S DATA STATiON iNVERT SECT ANG PT MAN H N RADiUS ANGLE 1033.761254.77 1 0.013 0.00 0.00 0.00 0 * * ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION iNVERT SECT 1033.761254.77 1 0.00 NO EDiT ERRORS ENCOUNTERED-COMPUTATiON is NOW BEGiNNING *. WARNING NO.2" - WATER SURFACE ELEVATiON GIVEN is LESS THAN OR EQUALS iNVERT ELEVATiON iN HDWKDS, W.S.ELEV = INV + DC W S ELEV ----'Page4'1 ~\\ fo- ._~----"" " ---=~----- _:=_=_____.__.__.._____ .. .,,--...-:=.===_____...._.__..... f.<lg~~J . LICENSEE: R8.F. & ASSOC. - SAN DIEGO PAGE 1 F0515P WATER SURFACE PROFILE LISTING BASIN 1100 LINE F3 100-YEAR 7/19/01 FPG FILE: F31100WSP Q FILE = QF31100WSP STATION INVERT DEPTH W.S. HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV Q VEL VEL ENERGY SUPER CRITICAL HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER . UELEM SO SF AVE HF NORM DEPTH ZR ****-*...*****-******-***--**-*._-..._***-**-**....********************************************************************** --*******- 1002.38 1254.12 1.326 1255.446 22.0 9.95 1.537 1256.983 0.00 1.675 2.00 0.00 0.00 0 0.00 0.06 0.02071 .015609 0.00 1.202 0.00 1002.44 1254.12 1.326 1255.447 22.0 9.94 1.535 1256.982 0.00 1.675 2.00 0.00 0.00 0 0.00 13.63 0.02071 .014733 0.20 1.202 0.00 1016.07 1254.40 1.384 1255.787 22.0 9.48 1.395 1257.182 0.00 1.675 2.00 0.00 . 0.00 0 0.00 8.42 0.02071 .013140 0.11 1.202 0.00 1024.49 1254.58 1.447 1256.025 22.0 9.04 1.269 1257.294 0.00 1.675 2.00 0.00 0.00 0 0.00 5.40 0.02071 .011756 0.06 1.202 0.00 1029.89 1254.69 1.514 1256.204 22.0 8.62 1.153 1257.357 0.00 1.675 2.00 0.00 0.00 0 0.00 2.94 0.02071 .010568 0.03 1.202 0.00 1032.83 1254.75 1.589 1256.340 22.0 8.22 1.048 1257.388 0.00 1.675 2.00 0.00 0.00 0 0.00 0.93 0.02071 .009569 0.01 1.202 0.00 1033.76 1254.77 1.675 1256.445 22.0 7.83 0.952 1257.397 0.00 1.675 2.00 0.00 0.00 0 0.00 0Ak ;)~ !v " -- '- .-;. 11 ~(..,l.J r'-4-/. ~ (. Ht.) :7(<"" . .; /2 S '1,(",' -0.1/ ILB.eve.11 O.!L~P-___ __ -- ..~~.._. -~ -~'-'~-- "~~~~~~~".~~- . o T1 BASIN 1100 NODES 1127 - 1140 T2 LINE P 100-YEAR 13 7/19/01 FPG FILE: REVP1100WSP Q FILE = QREVP1100WSP SO 1000.001232.15 1 .013 1235.01 R 1006.701232.33 1 .013 R 1024.201232.79 1 .013 45. R 1032.911233.00 1 .013 1 JX 1032.911233.50 2 2 2.013 5.4 3.31233.031233.0345. 45. R 1109.601236.79 2 .013 R 1237.031242.25 2 .013 25. R 1270.351243.68 2 .013 85. R 1277.981244.00 2 .013 R 1295.731244.76 2 .013 45. SH 2 CD 1 4 2.0 CD 2 4 1 .5 00 . . ._~=" "="""- -,._-. _.... Pa ~.'-~- 1./'.'b [0_ _ r~___ ___._, _=-~e __"'::::e="=. J~~ '_'~.M.'___'__" ~~_.- . ' F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- BASIN 1100 NODES 1127 -1140 HEADING LINE NO 2 IS - LINE P 100-YEAR HEADING LINE NO 3 IS - 7/19/01 FPG FILE: REVP1100WSP Q FILE = QREVP1100WSP . . "y... 1"6"" "",- .'~-<-- . . . .~_. ~ ~~. -_.."-~.-- -~---'-' ~~,. .:~-":_""-..,..~-"~-:-"_.'"--''''' -- "'-'''----' "'-p'~ .~~"" F0515P WATER SURFACE PROFILE - ELEMENT CARD LISTING PAGE NO 2 ELEMENT NO 1 IS A SYSTEM OUTLET * . U/S DATA STATION INVERT SECT 1000.001232.15 1 ELEMENT NO 2 IS A REACH . * * U/S DATA STATiON INVERT SECT ANG PT MAN H 1006,701232.33 1 0,013 ELEMENT NO 3 IS A REACH . .. U/S DATA STATION INVERT SECT ANG PT MAN H 1024.201232,79 1 0,013 ELEMENT NO 4 IS A REACH . .. U/S DATA STATION INVERT SECT ANG PT MAN H 1032,91 1233,00 1 0,013 * W S ELEV 1235,01 N RADIUS ANGLE 0,00 0.00 0,00 0 N RADIUS ANGLE 0,00 45.00 0,00 0 N RADIUS ANGLE 0,00 0,00 0,00 ELEMENT NO 5 IS A JUNCTION . .. * * U/S DATA STATION INVERT SECT LAT,,1 LAT-2 N INVERT-4 PHI3 PHI4 1032,91 1233.50 2 2 2 0,013 5.4 ELEMENT NO 6 IS A REACH * *. U1S DATA STATION INVERT SECT ANG PT MAN H 1109.601236,79 2 0,013 ELEMENT NO 7 IS A REACH * *. U/S DATA STATION INVERT SECT ANG PT MAN H 1237,031242.25 2 0,013 ELEMENT NO 8 IS A REACH * *. U/S DATA STATION INVERT SECT ANG PT MAN H 1270,35 1243.68 2 0,013 ELEMENT NO 9 IS A REACH * .. U/S DATA STATION iNVERT SECT ANG PT MAN H 1277 ,98 1244.00 2 0,013 ELEMENT NO 10 is A REACH * .. U/S DATA STATiON INVERT SECT ANG PT MAN H 1295,731244,76 2 0,013 ELEMENT NO 11 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT . * 03 04 INVERT-3 3,3 1233.03 1233,03 45,00 45.00 N RADIUS ANGLE 0,00 0.00 0.00 0 N RADIUS ANGLE 0,00 25,00 0,00 0 N RADIUS ANGLE 0.00 85,00 0,00 0 N RADIUS ANGLE 0.00 0,00 0,00 0 N RADIUS ANGLE 0,00 45,00 0,00 0 . * W S ELEV <),;;lJt f'~~ 19 _ __ . . . w.,~~__~" _~>w^ *-' ,,"_. ~~~.~ ~~ ~~,~, ~..~ ~ .--~- ~ - _.._-p~ ~. ...-. --'-'---~- 1295.731244.76 2 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 ~1.~ l:2:==:-_.._. . . . - -~_._~-'"~ --- ...~~. -"......"'--_.,~- -~----- LICENSEE: RB.F. & ASSOC. - SAN DIEGO PAGE 1 -- ~--..~--~.. -------,-- pag '.'."'-'.-'---~'_.'~ ,.-- .-'" -~""-"~""---~~~---'.~' -- F0515P WATER SURFACE PROFILE LISTING BASIN1100 NODES1127-1140 LINE P 100-YEAR 7/19/01 FPG FILE: REVP1100.wSP Q FILE = QREVP1100.wSP STATION INVERT DEPTH W.S. HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV PIER UELEM SO Q VEL VEL ENERGY SUPER CRITICAL HEAD GRD.EL ELEV DEPTH DIA ID NO. SF AVE HF NORM DEPTH ZR ************************************************************************************************************************* ********** 1000.00 1232.15 2.860 1235.010 0.00 0 0.00 6.70 0.02687 1006.70 1232.33 2.761 1235.091 0.00 0 0.00 17.50 0.02629 1024.20 1232.79 2.648 1235.438 0.00 0 0.00 8.71 0.02411 1032.91 1233.00 2.591 1235.591 0.00 0 0.00 JUNCT STR 0.00000 24.8 7.89 0.967 1235.977 0.00 1.757 2.00 0.00 .012018 0.08 1.194 0.00 24.8 7.89 0.967 1236.058 0.00 1.757 2.00 0.00 .012018 0.21 1.203 0.00 24.8 7.89 0.967 1236.405 0.00 1.757 2.00 0.00 .012018 0.10 1.240 0.00 24.8 7.89 0.967 1236.558 0.00 1.757 2.00 0.00 .017755 0.00 0.00 1032.91 1233.50 2.509 1236.009 16.1 9.11 1.289 1237.298 0.00 1.426 0.00 0 0.00 1.50 0.00 12.52 0.04290 .023492 0.29 0.960 0.00 1045.43 1234.04 2.267 1236.304 16.1 9.11 1.289 1237.593 0.00 1.426 0.00 0 0.00 1.50 0.00 HYDRAULIC JUMP 0.00 1045.43 1234.04 0.961 1234.998 16.1 13.46 2.814 1237.812 0.00 1.426 0.00 0 0.00 1.50 0.00 64.17 0.04290 .042750 2.74 0.960 0.00 1109.60 1236.79 0.962 1237.752 16.1 13.45 2.809 1240.561 0.00 10426 0.00 0 0.00 1.50 0.00 73.15 0.04285 .042010 3.07 0.960 0.00 ~~\ \.(>=.------ --~._-- =- -- -- . ~ - -----"_. -~-_:=_:.=._._._~._.._---_.._- -....:::..- -"7; . 1182.75 1239.92 0.972 1240.896 16.1 13.27 2.736 1243.632 0.00 1.426 1.50 0.00. 0.00 0 0.00 54.28 0.04285 .039040 2.12 0.960 0.00 1237.03 1242.25 1.014 1243.264 16.1 12.66 2.488 1245.752 0.00 1.426 1.50 0.00 0.00 0 0.00 18.84 0.04292 .035144 0.66 0.960 0.00 1255.87 1243.06 1.049 1244.107 16.1 12.19 2.307 1246.414 0.00 1.426 1.50 0.00 0.00 0 0.00 14.48 0.04292 .031757 0.46 0.960 0.00 . . 1r1~ . . . [9-- ~,..~ ~_. -- :::-~=~- -,--,--- '" --_.~._"-_.'''-~'''''.. . - _._~w.__ -'-::: '--.'---=~ ,. .-. "'-- LICENSEE: RB.F. & ASSOC. - SAN DIEGO PAGE 2 F0515P WATER SURFACE PROFILE LISTING BASIN1100 NODES1127-1140 LINE P 100-YEAR 7/19/01 FPG FILE: REVP1100WSP Q FILE = QREVP1100WSP STATION INVERT DEPTH W.S. HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV Q _.:fa] HEAD GRD.EL. ELEV DEPTH VEL VEL ENERGY SUPER CRITICAL DIA ID NO. PIER UELEM SO NORM DEPTH ************************************************************************************************************************* ZR SF AVE HF ********** 1270.35 1243.68 1.097 1244.777 16.1 11.62 2.098 1246.875 0.00 1.426 0.00 0 0.00 7.63 0.04194 .028891 0.22 0.970 1277.981244.00 1.133 1245.133 16.1 11.24 1.963 1247.096 0.00 1.426 0.00 0 0.00 0.03 0.04282 .027761 0.00 0.960 1278.01 1244.00 1.133 1245.134 16.1 11.24 1.960 1247.094 0.00 1.426 0.00 0 0.00 7.42 0.04282 .026361 0.20 0.960 1285.43 1244.32 1.189 1245.508 16.1 10.71 1.782 1247.290 0.00 1.426 0.00 0 0.00 5.22 0.04282 .023867 0.12 0.960 1290.65 1244.54 1.252 1245.795 16.1 10.22 1.621 1247.416 0.00 1.426 0.00 0 0.00 3.50 0.04282 .021874 0.08 0.960 1294.15 1244.69 1.326 1246.018 16.1 9.74 1.473 1247.491 0.00 1.426 0.00 0 0.00 1.58 0.04282 .020682 0.03 0.960 1295.73 1244.76 1.426 1246.186 16.1 9.28 1.337 1247.523 0.00 1.426 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.50 0.00 1.50 0.00 1.50 0.00 1.50 0.00 1.50 0.00 1.50 0.00 1.50 0.00 ~~a.. kG1 foo,wsQ --Page) I . 0 T1 BASIN 1100 NODES 1127 - 1140 T2 LINE G 100- YEAR T3 G1100.wSP SO 1000.001231.00 1 .013 1233.0 R 1039.561231.20 1 .013 R 1075.431231.37 1 .013 91. R 1128.221231.64 1 .013 JX 1132.761231.66 1 3 .013 24.8 1232.15 45. R 1300.001232.50 1 .013 1 R 1541.461233.71 1 .013 JX 1546.011235.22 2 2 .013 13.2 1235.24 60. R 1553.711235.27 2 .013 R 1582.911235.40 2 .013 45. SH 2 . CD 1 4 3.0 CD 2 4 1.5 CD 3 4 2.0 DO . . 7,$0 Ir9~_:__ _~~__-_~ ~ ..~~ --_Pa9l1_ 3 I . . . F0515P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- BASIN 1100 NODES 1127 - 1140 HEADING LINE NO 2 IS - LINE G 100-YEAR HEADING LINE NO 3 IS - G1100WSP PAGE NO 3 z:i,\ Iro . " Page 4,) . . . F0515P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * . * U/S DATA STATION INVERT SECT 1000.001231.00 1 W S ELEV 1233.00 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT ANG PT MAN H N RADIUS ANGLE 1039.56 1231.20 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A REACH . * * U/S DATA STATION INVERT SECT ANG PT MAN H N RADIUS ANGLE 1075.43 1231.37 1 0.013 0.00 91.00 0.00 0 ELEMENT NO 4 IS A REACH * . * U/S DATA STATION INVERT SECT ANG PT MAN H N RADIUS ANGLE 1128.221231.64 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 5 IS A JUNCTION * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N INVERT-4 PHI3 PHI4 1132.761231.66 1 3 0 0.013 24.8 . * * 03 04 INVERT-3 0.00 45.00 0.00 0.0 1232.15 ELEMENT NO 6 IS A REACH . . * U/S DATA STATION INVERT SECT ANG PT MAN H N RADIUS ANGLE 1300.001232.50 1 0.013 0.00 0.00 0.00 ELEMENT NO 7 IS A REACH * * * U/S DATA STATION INVERT SECT ANG PT MAN H N RADIUS ANGLE 1541.461233.71 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 8 IS A JUNCTION * * * . U/S DATA STATION INVERT SECT LAT-1 LAT-2 N INVERT-4 PHI3 PHI4 1546.01 1235.22 2 2 0 0.013 13.2 * * * 03 04 INVERT-3 0.0 1235.24 0.00 60.00 0.00 ELEMENT NO 9 IS A REACH . .. U/S DATA STATION INVERT SECT ANG PT MAN H N RADIUS ANGLE 1553.71 1235.27 2 0.013 0.00 0.00 0.00 0 ELEMENT NO 10 IS A REACH U/S DATA STATION ANG PT MAN H * .. INVERT SECT N RADIUS ANGLE 1582.91 1235.40 2 0.013 0.00 45.00 0.00 0 ELEMENT NO 11 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT . . W S ELEV ~v 16 Page 6 ;) . . . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO PAGE 1 F0515P WATER SURFACE PROFILE LISTING BASIN 1100 NODES 1127 -1140 LINE G 100-YEAR G1100.wSP STATION INVERT DEPTH W.S. HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV Q VEL VEL ENERGY SUPER CRITICAL HEAD GRD.EL ELEV DEPTH DIA ID NO. PIER UELEM SO SF AVE HF NORM DEPTH ZR ************************************************************************************************************************* ********** 1000.00 1231.00 2.328 1233.328 51.2 8.70 1.175 1234.503 0.00 2.328 3.00 0.00 0.00 0 0.00 9.41 0.00506 .006254 0.06 3.000 0.00 1009.41 1231.05 2.446 1233.494 51.2 8.29 1.068 1234.562 0.00 2.328 3.00 0.00 0.00 0 0.00 30.15 0.00506 .005777 0.17 3.000 0.00 1039.56 1231.20 2.532 1233.732 51.2 8.04 1.005 1234.737 0.00 2.328 3.00 0.00 0.00 0 0.00 35.87 0.00474 .005496 0.20 3.000 0.00 1075.43 1231.37 2.608 1233.978 51.2 7.85 0.956 1234.934 0.00 2.328 3.00 0.00 0.00 0 0.00 52.79 0.00511 .005345 0.28 2.760 0.00 1128.22 1231.64 2.637 1234.277 51.2 7.78 0.940 1235.217 0.00 2.328 3.00 0.00 0.00 0 0.00 JUNCT STR 0.00441 .003438 0.02 0.00 1132.76 1231.66 3.366 1235.026 26.4 3.73 0.217 1235.243 0.00 1.660 3.00 0.00 0.00 0 0.00 107.93 0.00502 .001554 0.17 1.602 0.00 1240.69 1232.20 3.000 1235.202 26.4 3.73 0.217 1235.419 0.00 1.660 3.00 0.00 0.00 0 0.00 59.31 0.00502 .001450 0.09 1.602 0.00 1300.00 1232.50 2.771 1235.271 26.4 3.87 0.233 1235.504 0.00 1.660 3.00 0.00 0.00 0 0.00 41.48 0.00501 .001397 0.06 1.603 0.00 ~'O I',o~ :-.:. ~ - ,~.~- -- . . '---' Page 71 . 1341.48 1232.71 2.598 1235.306 26.4 4.06 0.256 1235.562 0.00 1.660 3.00 0.00 0.00 0 0.00 32.32 0.00501 .001501 0.05 1.603 0.00 1373.80 1232.87 2.459 1235.329 26.4 4.26 0.281 1235.610 0.00 1.660 3.00 0.00 0.00 0 0.00 27.60 0.00501 .001647 0.05 1.603 0.00 1401.40 1233.01 2.338 1235.346 26.4 4.46 0.310 1235.656 0.00 1.660 3.00 0.00 0.00 0 0.00 23.87 0.00501 .001824 0.04 1.603 0.00 . . v~4.., 1:9. Page.!l! . . . - ~ _. LICENSEE: R.B.F. & ASSOC. - SAN DIEGO PAGE 2 F0515P WATER SURFACE PROFILE LISTING BASIN1100 NODES1127-1140 LINE G 100-YEAR G1100.wSP STATION INVERT DEPTH W.S. HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV Q HEAD GRD.EL. ELEV DEPTH VEL VEL ENERGY SUPER CRITICAL DIA 10 NO. PIER UELEM SO SF AVE HF NORM DEPTH ************************************************************************************************************************* ZR ********** 1425.27 1233.13 2.231 1235.359 26.4 4.68 0.340 1235.699 0.00 1.660 0.00 0 0.00 21.48 0.00501 .002034 0.04 1.603 1446.75 1233.23 2.133 1235.368 26.4 4.91 0.375 1235.743 0.00 1.660 0.00 0 0.00 6.53 0.00501 .002183 0.01 1.603 1453.28 1233.27 2.106 1235.374 26.4 4.98 0.385 1235.759 0.00 1.660 0.00 0 0.00 HYDRAULIC JUMP 1453.28 1233.27 1.289 1234.557 26.4 9.09 1.284 1235.841 0.00 1.660 0.00 0 0.00 0.85 0.00501 .010640 0.01 1.603 1454.13 1233.27 1.289 1234.561 26.4 9.09 1.283 1235.844 0.00 1.660 0.00 0 0.00 12.95 0.00501 .011369 0.15 1.603 1467.08 1233.34 1.243 1234.580 26.4 9.53 1.411 1235.991 0.00 1.660 0.00 0 0.00 12.35 0.00501 .012951 0.16 1.603 1479.43 1233.40 1.200 1234.599 26.4 10.00 1.553 1236.152 0.00 1.660 0.00 0 0.00 11.62 0.00501 .014759 0.17 1.603 1491.05 1233.46 1.158 1234.615 26.4 10.49 1.708 1236.323 0.00 1.660 0.00 0 0.00 10.99 0.00501 .016818 0.18 1.603 0.00 0.00 0.00 0.00 0.00 3.00 0.00 0.00 3.00 0.00 3.00 0.00 3.00 0.00 3.00 0.00 0.00 3.00 0.00 3.00 0.00 3.00 0.00 0.00 ~~ I~b . ~..- :: ~ ~ Page ~:I . 1502.04 1233.51 1.117 1234.629 26.4 11.00 1.879 1236.508 0.00 1.660 3.00 0.00 0.00 0 0.00 10.58 0.00501 .019176 0.20 1.603 0.00 1512.62 1233.57 1.079 1234.644 26.4 11.53 2.066 1236.710 0.00 1.660 3.00 0.00 0.00 0 0.00 10.05 0.00501 .021879 0.22 1.603 0.00 1522.67 1233.62 1.042 1234.658 26.4 12.10 2.273 1236.931 0.00 1.660 3.00 0.00 0.00 0 0.00 9.59 0.00501 .024962 0.24 1.603 0.00 . . 'Z-~fP 1;.9 < "<---: ".- < <<Page 161 . LICENSEE: RB.F. & ASSOC. - SAN DIEGO PAGE 3 F0515P WATER SURFACE PROFILE LISTING BASIN 1100 NODES 1127 - 1140 LINE G 100-YEAR G1100.wSP STATION INVERT DEPTH W.S. HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV Q VEL VEL ENERGY SUPER CRITICAL HEAD GRD.EL ELEV DEPTH DIA ID NO. PIER UELEM SO SF AVE HF NORM DEPTH ZR ************************************************************************************************************************* ********** 1532.26 1233.66 1.006 1234.670 26.4 12.69 2.499 1237.169 0.00 1.660 3.00 0.00 0.00 0 0.00 9.20 0.00501 .028490 0.26 1.603 0.00 1541.46 1233.71 0.972 1234.682 26.4 13.31 2.749 1237.431 0.00 1.660 3.00 0.00 0.00 0 0.00 JUNCT STR 0.33187 .022107 0.10 0.00 . 1546.01 1235.22 1.358 1236.578 13.2 7.85 0.956 1237.534 0.00 1.358 1.50 0.00 0.00 0 0.00 5.22 0.00649 .014190 0.07 1.500 0.00 1551.23 1235.25 1.485 1236.739 13.2 7.48 0.869 1237.608 0.00 1.358 1.50 0.00 0.00 0 0.00 1.44 0.00649 .014994 0.02 1.500 0.00 1552.67 1235.26 1 .500 1236.763 13.2 7.47 0.867 1237.630 0.00 1.358 1.50 0.00 0.00 0 0.00 1.04 0.00649 .015619 0.02 1.500 0.00 1553.71 1235.27 1.510 1236.780 13.2 7.47 0.867 1237.647 0.00 1.358 1.50 0.00 0.00 0 0.00 29.20 0.00445 .015791 0.46 1.500 0.00 1582.91 1235.40 1.963 1237.363 13.2 7.47 0.867 1238.230 0.00 1.358 1.50 0.00 0.00 0 0.00 U~ w5EL .. Il. ~1, J"? +1,,7.(~7) . ~ 11 3 ~,sl 1/~1. I T1100.wse _ Page} I . . . ~ o T1 LINE 1100 T2 LINE T T3 T1100WSP SO 1000.001230.00 1 .013 R 1094.131241.00 1 .013 SH 1 CD 1 4 1.5 DO 1231.5 ~ \6 . . . ~ -_."_.'--'~ ..- --'- - -.'-.--. - _.~ ... . - - F0515P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- LINE 1100 HEADING LINE NO 2 IS - LINE T HEADING LINE NO 3 IS - T1100.wSP . Page 3'1 PAGE NO 3 1Jf'. 19_ . --.:-.:-.-- ----.:-.:- .-..... Page 41 . . . F0515P PAGE NO 2 WATER SURFACE PROFILE. ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * U/S DATA STATION INVERT SECT 1000.001230.00 1 . W S ELEV 1231.50 ELEMENT NO 2 IS A REACH . *. U1S DATA STATION INVERT SECT ANG PT MAN H N RADIUS ANGLE 1094.131241.00 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 1094.131241.00 1 0.00 NO EDIT ERRORS ENCOUNTERED.COMPUTATION IS NOW BEGINNING *. WARNING NO.2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC * * W S ELEV t.>9.p 1,0'- p'~g~51 . . . ~- .. -'." LICENSEE: R.B.F. & ASSOC. - SAN DIEGO PAGE 1 F0515P WATER SURFACE PROFILE LISTING LINE 1100 L1NET T1100.wSP STATION INVERT DEPTH W.S. HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV Q HEAD GRD.EL ELEV DEPTH VEL VEL ENERGY SUPER CRITICAL DIA ID NO. PIER UELEM SO SF AVE HF NORM DEPTH -*"'''''''-''''''._'''._.'''.'''.'''''''''*._*'''*''''''''''''''''''''''''''''''''''''''''''-'''.-'''.''''''.''''''-'''******************************************************."'.."'.."'."'''''''- ZR ."'..'it_"'''''''_ 1000.00 1230.00 1.500 1231.500 3.2 1.81 0.051 1231.551 0.00 0.681 0.00 0 0.00 0.00 0.11686 .000918 0.00 0.300 1000.00 1230.00 1.500 1231.500 3.2 1.81 0.051 1231.551 0.00 0.681 0.00 0 0.00 1.08 0.11686 .000860 0.00 0.300 1001.08 1230.13 1.360 1231.486 3.2 1.90 0.056 1231.542 0.00 0.681 0.00 0 0.00 HYDRAULIC JUMP 1001.08 1230.13 0.301 1230.427 3.2 12.65 2.484 1232.911 0.00 0.681 0.00 0 0.00 51.21 0.11686 '.114688 5.87 0.300 1052.29 1236.11 0.307 1236.417 3.2 12.31 2.352 1238.769 0.00 0.681 0.00 0 0.00 14.680.11686 .103000 1.51 0.300 1066.97 1237.83 0.317 1238.143 3.2 11.72 2.133 1240.276 0.00 0.681 0.00 0 0.00 6.81 0.11686 .089993 0.61 0.300 1073.78 1238.62 0.328 1238.950 3.2 11.19 1.944 1240.894 0.00 0.681 0.00 0 0.00 4.33 0.11686 .078665 0.34 0.300 1078.11 1239.13 0.339 1239.467 3.2 10.67 1.767 1241.234 0.00 0.681 0.00 0 0.00 3.09 0.11686 .068782 0.21 0.300 0.00 0.00 0.00 0.00 0.00 0.00 1.50 0.00 1.50 0.00 1.50 0.00 1.50 0.00 0.00 1.50 0.00 0.00 1.50 0.00 1.50 0.00 1.50 0.00 v~ 110- :- -~.~ .__=_'::::"'__=~._E'Jclg!i.~1 . 1081.20 1239.49 0.351 1239.840 3.2 10.16 1.602 1241.442 0.00 0.681 1.50 0.00 0.00 0 0.00 2.36 0.11686 .060164 0.14 0.300 0.00 1083.56 1239.76 0.363 1240.127 3.2 9.70 1.460 1241.587 0.00 0.681 1.50 0.00 0.00 0 0.00 1.870.11686 .052587 0.10 0.300 0.00 1085.43 1239.98 0.375 1240.358 3.2 9.25 1.328 1241.686 0.00 0.681 1.50 0.00 0.00 0 0.00 1.520.11686 .045973 0.07 0.300 0.00 . . 1.J'f' ko - . . . _= Poage t:j LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 2 WATER SURFACE PROFILE LISTING LINE 1100 L1NET T1100WSP STATION INVERT DEPTH W.S. HGTI BASE! ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL ELEV DEPTH VEL VEL ENERGY SUPER CRITICAL DIA 10 NO. Q PIER UELEM SO SF AVE HF NORM DEPTH .*____*._________*____*___.__.._.._*___*.________.____*_<It*<It*.________________*___*_.*..._____*______*___*_.*.._________*_ ZR ...*..*_.- 1086.95 1240.16 0.388 1240.549 3.2 8.82 1.207 1241.756 0.00 0.681 0.00 0 0.00 1.240.11686 0.300 .040238 0.05 1088.19 1240.31 0.402 1240.708 3.2 8.40 1.095 1241.803 0.00 0.681 0.00 0 0.00 1.060.11686 .035197 0.04 0.300 1089.25 1240.43 0.415 1240.845 3.2 8.00 0.994 1241.839 0.00 0.681 0.00 0 0.00 0.88 0.11686 0.300 .030787 0.03 1090.13 1240.53 0.430 1240.963 3.2 7.64 0.906 1241.869 0.00 0.681 0.00 0 0.00 0.750.11686 0.300 .026960 0.02 1090.88 1240.62 0.445 1241.065 3.2 7.27 0.821 1241.886 0.00 0.681 0.00 0 0.00 0.640.11686 .023592 0.02 0.300 1091.52 1240.69 0.460 1241.155 3.2 6.94 0.748 1241.903 0.00 0.681 0.00 0 0.00 0.53 0.11686 .020660 0.01 0.300 1092.05 1240.76 0.477 1241.234 3.2 6.61 0.679 1241.913 0.00 0.681 0.00 0 0.00 0.47 0.11686 .018097 0.01 0.300 1092.52 1240.81 0.493 1241.304 3.2 6.31 0.619 1241.923 0.00 0.681 0.00 0 0.00 0.37 0.11686 .015849 0.01 0.300 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.50 0.00 1.50 0.00 1.50 0.00 1.50 0.00 1.50 0.00 1.50 0.00 1.50 0.00 1.50 0.00 0.00 1J...? 10- .._-~:-~---- ~- ~~....~_..- Page- a:H . 1092.89 1240.86 0.511 1241.367 3.2 6.02 0.562 1241.929 0.00 0.681 1.50 0.00 0.00 0 0.00 0.33 0.11686 .013892 0.00 0.300 0.00 1093.22 1240.89 0.529 1241.422 3.2 5.73 0.511 1241.933 0.00 0.681 1.50 0.00 0.00 0 0.00 0.26 0.11686 .012177 0.00 0.300 0.00 1093.48 1240.92 0.548 1241.472 3.2 5.47 0.465 1241.937 0.00 0.681 1.50 0.00 0.00 0 0.00 0.21 0.11686 .010680 0.00 0.300 0.00 . . z;oA 1_9.__ __ ___ :_~E'age 91 . -:-::- -- - ., . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO PAGE 3 F0515P WATER SURFACE PROFILE LISTING LINE 1100 L1NET T1100.wSP STATION INVERT DEPTH W.S. HGTI BASEl ZL NO AVBPR ELEV OF FLOW ELEV Q VEL VEL ENERGY SUPER CRITICAL HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER UELEM SO SF AVE HF NORM DEPTH ZR ************************************************************************************************************************* ********** 1093.69 1240.95 0.568 1241.516 3.2 5.21 0.422 1241.938 0.00 0.681 1.50 0.00 0.00 0 0.00 0.17 0.11686 .009368 0.00 0.300 0.00 1093.86 1240.97 0.588 1241.556 3.2 4.97 0.383 1241.939 0.00 0.681 1.50 0.00 0.00 0 0.00 0.12 0.11686 .008220 0.00 0.300 0.00 . 1093.98 1240.98 0.610 1241.592 3.2 4.74 0.349 1241.941 0.00 0.681 1.50 0.00 0.00 0 0.00 0.09 0.11686 .007217 0.00 0.300 0.00 1094.07 1240.99 0.632 1241.624 3.2 4.52 0.317 1241.941 0.00 0.681 1.50 0.00 0.00 0 0.00 0.050.11686 .006336 0.00 0.300 0.00 1094.12 1241.00 0.655 1241.654 3.2 4.31 0.289 1241.943 0.00 0.681 1.50 0.00 0.00 0 0.00 0.01 0.11686 .005555 0.00 0.300 0.00 1094.13 1241.00 0.681 1241.681 3.2 4.10 0.261 1241.942 0.00 0.681 1.50 0.00 0.00 0 0.00 . ?J.<6 . . . CIRCULAR CHANNEL ANALYSIS NORMAL DEPTH COMPUTATION July 20, 2001 P1 -------------------------------------------------------------------- -------------------------------------------------------------------- PROGRAM INPUT DATA: DESCRIPTION Flow Rate (cubic feet per second)....................... Channel Bottom stope (feet per foot).................... ManningDs Roughness Coefficient (n-value)............... Channel Diameter (feet)................................. VALUE 3.3 0.0364 0.0130 1.50 -------------------------------------------------------------------- -------------------------------------------------------------------- PROGRAM RESULTS: DESCRIPTION NormaL Depth (feet)..................................... Flow Velocity (feet per second)......................... Froude Number (Flow is Super-Critical).................. Velocity Head (feet).................................... Energy Head (feet)...................................... Cross-Sectional Area of Flow (square feet).............. Top Width of Flow (feet)................................ VALUE 0.41 8.36 2.713 1.09 1.50 0.39 1.34 -------------------------------------------------------------------- -------------------------------------------------------------------- CIRCULAR CHANNEL ANALYSIS COMPUTER PROGRAM, Version 1.5 (c) 1986 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895-8322. A complete program manual is available. 1/~ . . . CIRCULAR CHANNEL ANALYSIS NORMAL OEPTH COMPUTATION July 20, 2001 LI NE P2 -------------------------------------------------------------------- -------------------------------------------------------------------- PROGRAM INPUT DATA: OESCR I PTI ON Flow Rate (cubic feet per second)....................... ChanneL Bottom Slope (feet per foot).................... ManningOs Roughness Coefficient (n-value)............... Channel Diameter (feet)................ .............0.0. VALUE 5.4 0.0364 0.0130 1.50 -------------------------------------------------------------------- -------------------------------------------------------------------- PROGRAM RESULTS: DESCRIPTION Norma l Depth (feet)..................................... Flow VeLocity (feet per second)......................... Froude Number (Flow is Super-Critical).................. Velocity Head (feet). ............................ ....... Energy Head (feet)...................................... Cross-Sectional Area of Flow (square feet).............. Top Width of Flow (feet)................................ VALUE 0.53 9.~1 2.707 1.43 1.97 0.56 1.44 -------------------------------------------------------------------- -------------------------------------------------------------------- CIRCULAR CHANNEL ANALYSIS COMPUTER PROGRAM, Version 1.5 (e) 1986 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895-8322. A complete program manual is available. 1,;0...'\ . DRAINAGE BASINS 1200 & 1300 . .,- ~ . . . 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 2. Maximum runoff produced by a rainfall intensity of 0.2-inches of rain per hour Area = 26.47 ac V= (0.6/12)*26.47 ac-ft + 10% sediment = 1.46 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 WSEL @ V (1.46 AC) = ((1.46-1.32)/(2.54-1.32))(1230-1225)+1125 = 1225.57' WSEL = 1225.57' @ volume = 1.46 acre-feet 7ft- . . . 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)"5)/(3600*C*T*(2g)05 Where: A = Average surface area of Water Quality Basin (ft.2) A = (2964 + 9179)/2 = 6071.5 C = Orifice Coefficient (0.6) T = Draw Time (hrs) 9 = 32.2 ftlsec2 H = Elevation at top of Water Quality Basin (ft) = 1225.57' Ho = Elevation at bottom of Water Quality Basin (ft) = 1214.' T = 2.383/a Try 4" Orifice : a = 3.14(4/12)2/4 = 0.0872 T = 27.3 hrs> 24 hrs and < 40 hrs ~ . . . DRAINAGE OUTLET - 4' GRATE 0= t*C*A*(2*g*H)"2 Where: a = 78.6 cfs t = Efficiency (1.0) C= 0.6 A =10.5 ft2 H = (Olt*C* A)2*(Y.*g) = 2.42' 100-YEAR WSEL = 1224.38 (WSPG) + 2.42'= 1226.8' in pond ------------------------------------------------------------------------------------------------------------------------------ }P\' . . .. y ***************************************** *************************************** . . . FLOOO HYDROGRAPH PACKAGE (HEC-1) . . JUN 1998 . . VERSION 4.1 . . . RUN DATE 18JULOl TIME 09:24:38 . . . . . . U.s. ARMY CORPS DF ENGINEERS . . HYDROLOGIC ENGINEERING CENTER . . 609 SECONO 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-1 KNOWN AS HECl (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. . THE DEFINITIONS OF VARIABLES -RTIMP- ANO -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 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAM8REAK OUTFLOW SUBMERGENCE, SINGLE EVENT OAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, OSS:REAO TIME SERIES AT DESIREO CALCULATION INTERVAL LOSS RATE:GREEN ANO AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM . ~ . . . LINE 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 HEC-1 INPUT 10.......1.......2.......3.......4.......5.......6.......7.......8.......9......10 ID ID ID ID *DIAGRAM WATER QUALITY 8ASIN 1200 DRAINAGE 8ASIN 200 ACTUAL ELEVATIONS ARE 1000' HIGHER THAN GIVEN VALUES DUE SEVERE CONOITION INITIAL WSEL= 274.15 IT 10 1 18JULOl 3 0600 300 KK INFLOW KM INFLOW HYDROGRAPH TO THE DETENTION KM BASED ON TRIANGULAR HYDROGRAPH QI 0 4.57 9.14 13.71 18.28 QI 45.7 50.27 54.84. 59.41 64.0 QI 64.0 59.41 54.84 50.27 45.7 QI 18.28 13.71 9.14 4.57 0 BA .003 KK UTFLOW KM ROUTE FLOWS SV 0 .49 SE 215 220 SQ 0 9.1 SE 225.5 226 * sa 0 6.7 * SE274.15 274.5 RS 1 ELEV 22 FROM DETENTION BASIN 1.32 2.54 225 230 55 78.3 227.00 227.38 25.20 50.5 275 275.5 225.57 112.9 227.88 80.9 276 BASIN 22.85 68.55 41.13 27.42 73.11 36.6 32.000 78.62 32.0 TO FIELD COLUMNS 36.60 73.11 27.42 . 41.13 68.55 22.85 PAGE 1 ~~ SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT LINE CV) ROUTING .0. (.) CONNECTOR 7 INFLOW V V 15 UTFLOW C---.) DIVERSION OR PUMP FLOW C~---) RETURN OF DIVERTED OR PUMPED FLOW (***) RUNOFF ALSO COMPUTED AT THIS LOCATION . . ~-6 ***************************************** *************************************** . . . FLOOD HYDROGRAPH PACKAGE (HEC-1 ) . . JUN 1998 . . VERSION 4.1 . . . RUN DATE 18JULOl TIME 09:24:38 . . . . . . u.s. ARMY CORPS OF ENGINEERS . . HYDROLOGIC ENGINEERING CENTER . . 609 SECOND STREET . . DAVIS, CALIFORNIA 95616 . . (916) 756-1104 . . . ***************************************** *************************************** WATER QUALITY BASIN 1200 DRAINAGE BASIN 200 ACTUAL ELEVATIONS ARE 1000' HIGHER THAN GIVEN VALUES DUE TO FIELD COLUMNS SEVERE CONDITION INITIAL WSEL= 274.15 610 OUTPUT CONTROL IPRNT IPLOT QSCAL VARIABLES 3 o O. PRINT CONTROL PLOT CONTROL HYOROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 1 MINUTES IN COMPUTATION INTERVAL !DATE 18JUL 1 STARTING DATE !TIME 0600 STARTING TIME NQ 300 NUMBER OF HYDROGRAPH ORDINATES . NDDATE 18JUL 1 ENDING DATE NDTIME 1059 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL TOTAL TIME BASE .02 HOURS 4.98 HOURS ENGLI SH UN!TS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MI LES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***- *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** . . 7 KK . INFLOY * . . ************** . INFLOW HYDROGRAPH TO THE DETENTION BASIN BASED ON TRIANGULAR HYDROGRAPH SUBBASIN RUNOFF DATA ~ 14 BA . ... PEAK FLOW (CFS) 79. SUBBASIN CHARACTERISTICS TAREA .00 SUBBASIN AREA ... ... ... ... ... HYDROGRAPH AT STATION INFLOW TIME (HR) .28 MAXIMUM AVERAGE FLOW 24-HR 72-HR 8. 8. 21.824 21.824 3. 3. 6-HR 8. 21.824 3. 4.98-HR 8. 21.824 3. (CFS) (INCHES) (AC-Ff) CUMULATIVE AREA = .00 sa MI *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 15 KK . 21 RS 16 SV 18 SE 19 sa 20 SE . PEAK FLOW (CFS) ... ************** . . . UTFlOW * . . ************** ROUTE FLOWS FROM DETENTIDN BASIN HYDROGRAPH ROUTING DATA STORAGE ROUTING NSTPS 1 NUMBER OF SUBREACHES ITYP ELEV TYPE OF INITIAL CONDITION RSVRIC 225.57 INITIAL CONDITION X .00 WORKING RAND D CDEFFICIENT STORAGE .0 .5 1.3 2.5 ELEVATION 215.00 220.00 225.00 230.00 DISCHARGE O. 9. 55. 78. 113. ELEVATION 225.50 226.00 227.00 227.38 227.88 *1r* COMPUTED STORAGE-QUTflOWMELEVATION DATA STORAGE .00 .49 1.32 1.44 1.56 1.81 1.90 2.02 2.54 DUTFLOW .00 .00 .00 .00 9.10 55.00 78.30 112.90 259.60 ELEVATION 215.00 220.00 225.00 225.50 226.00 227.00 227.38 227.88 230.00 ... ... ... ... HYDROGRAPH AT STATION UTFLOW TIME (HR) ~"\ MAXIMUM AVERAGE FLOW 24-HR 72-HR 4.98-HR 6-HR 67. .32 (CFS) 8. 8. 8. "8. (INCHES) 21.548 21. 548 21.548 21. 548 (AC-FT) 3. 3. 3. 3. .K STORAGE TIME MAXIMUM AVERAGE STORAGE (AC.FT) (HR) 6-HR 24-HR 72-HR 4.98-HR 2. .32 2. 2. 2. 2. PEAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) (HR) 6-HR 24.HR 72-HR 4.98-HR 227.20 .32 225.85 225.85 225.85 225.85 CUMULATIVE AREA = .00 sa MI . . yf6 RUNOFF SUMMARY fLOW IN CUBIC fEET PER SECOND . TIME IN HOURS, AREA IN SQUARE MILES 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 79. .2B 8. B. B. .00 ROUTED TO UTfLOW 67. .32 B. B. B. .00 227.20 .32 *** NORMAL END OF HEC-1 *** . . ~~ . . . Stage-Discharge Relationship 4 1225.57 1224.38 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 WSEL HEAD 1FT) Q (CFS) HEAD (FT) Q (CFS) 1226.00 0 0.0 0.43 9.1 1227.00 0 0.0 1.43 55.0 1227.38 0 0.0 1.81 78.3 1227.88 0 0.0 2.31 112.9 1228.38 0 0.0 2.81 151.5 CONTROLLING Q(CFS) 9.1 55.0 78.3 112.9 151.5 NOTES: ORIFICE EQUATION APPLICABLE FOR DEPTH >1.2*DIA 335ROUT.wb3 07/16/01 ~ RBF Consulting **************************************************************************** . RATIONAL METHOO HYOROLOGY 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 1200 * 10-YEAR " SURFACE AND STORM DRAIN FLOWS " " " ************************************************************************** FILE NAME: 10L1200.DAT TIME/DATE OF STUDY: 16:49 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 . 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 10~YEAR STORM 6D-MINUTE INTENSITY(INCH/HOUR) = 0.880 100-YEAR STORM la-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-OEFINED STREET-SECTIONS FOR COUPLEO PIPEFLOW ANO STREETFlOW MODEL" HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) --------- ----------------- --------- ----------------- ------ ----- ------ ----- ------- GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 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 i OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE." I [~~**************************************************.************************** I~ FLOW PROCESS FROM NODE 1201.00 TO NODE 1202.00 IS CODE = 21 I -----------------------------------------------------------,---------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM '1;;\\ . DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 1303.66 DOWNSTREAM ELEVATION = 1298.11 ELEVATION DIFFERENCE = 5.55 TC = 0.303*[( 600.00**3)/( 5.55)]**.2 9.991 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.3B5 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .BB59 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 2.2B LOB TOTAL RUNOFF(CFS) = 2.2B **************************************************************************** FLOW PROCESS FROM NODE 1202.00 TO NODE 1202.00 IS CODE = .....DESIGNATE INOEPENDENT 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) = 2.3B TOTAL STREAM AREA(ACRES) = 1.0B PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.2B **************************************************************************** FLOW PROCESS FROM NODE 1203.00 TO NODE 1204.00 IS COOE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: 4111J========:::::;~=;:;;;:~=:::::;:=::;;~::==================================== OEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) Te = K*[(LENGTH**3)f(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)J**.2 6.97B 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.906 SINGLE.FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .B403 SOIL CLASSIFICATION IS I~n SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 0.49 0.20 TOTAL RUNOFF(CFS) = 0.49 **************************************************************************** FLOW PROCESS FROM NODE 1204.00 TO NODE 1202.00 IS COOE = 61 -----._------------~---------------------~-----------------------~---------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....(STANDARD CURB SECTION USEO) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1300.60 DOWNSTREAM ELEVATION(FEET) = 129B.11 STREET LENGTH(FEET) = 330.00 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) = O.OBO 1B.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 rl.;\"/ 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 ESTIMATEO FLOW: 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.) = 9.25 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.489 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8318 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 1.00 TOTAL AREA(ACRES) = 1.20 1.53 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 FLOWPATH FROM NODE 1203.00 TO NODE 1202.00 = 485.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1202.00 TO NODE 1202.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 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 tttt~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 OOWNSTREAM ELEVATION = 1301.10 ELEVATION DIFFERENCE = 2.10 TC = 0.393*[( 155.00**3)/( 2.10)J**.2 = 6.978 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.906 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8403 SOIL CLASSIFICATION IS "0" 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 OOWNSTREAM ELEVATION(FEET) = 1298.11 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 ~ STREET HALFWIDTH(FEET) = 30.00 OISTANCE 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 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) = 0.34 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 = .832B SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) 1.55 2.11 2.60 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOO 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 1202.00 TO NODE 1202.00 IS CODE = 1 ~(((4DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE .....ANO COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INOEPENOENT 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 Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.28 9.99 2.385 1.08 2 2.56 9.25 2.489 1.20 3 2.60 8.96 2.533 1.20 *********************************WARNING*******************-****.********* IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASEO 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 7.12 8.96 2.533 2 7.22 9.25 2.489 3 7.18 9.99 2.385 4IIIt COMPUTEO 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. **************************************************************************** FLOW PROCESS FROM NODE 1202.00 TO NODE 1207.00 IS CODE = 61 ____________4_________________________________._______---------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARO 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 OISTANCE FROM CROWN 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 PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to.curb) 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 . **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 10.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.76 PRODUCT OF DEPTH&VElOCITY(FT*FT/SEC.) STREET FLOW TRAVEL TIME(MIN.) = 1.11 10 YEAR RAINFALL INTENSITY(INCH/HOUR) COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS nD" SUBAREA AREA(ACRES) = 0.30 TOTAL AREA(ACRES) = 3.78 7.44 2.15 Tc(MIN.) = 2.375 = .8B58 10.06 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 0.63 7.75 .~ END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.58 HALFSTREET FLOOD WIOTH(FEET) = 10.B7 FLO~ VELOCITYCFEET/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 NOOE 1207.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INOEPENDENT 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 ,,?V~ **************************************************************************** FLOW PROCESS FROM NODE 1208.00 TO NODE 1209.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ~======:;;:::~=;:;;;::=;::::::=::;;~::==================================== DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) Te = K*[(LENGTH**3)f(ELEVATION CHANGE)]**.2 INITIAL SU8AREA FLOW-LENGTH = 200.00 UPSTREAM ELEVATION = 1300.80 OOWNSTREAM ELEVATION = 1298.46 ELEVATION OIFFERENCE = 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 "0" SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 0.45 0.20 TOTAL RUNOFF(CFS) = 0.45 **************************************************************************** FLOW PROCESS FROM NODE 1209.00 TO NODE 1207.00 IS CDOE = 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 OISTANCE 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 = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTEO USING ESTIMATED FLOW(CFS) = STREET FLOW MDOEL RESULTS USING ESTIMATEO FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 2.74 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.01 PRODUCT OF DEPTH&VElOCITYCFT*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 no" SUBAREA AREA(ACRES) = 1.00 TOTAL AREA(ACRES) = 1.20 1.~ SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 1.~ 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 FLOWPATH 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===== ~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INOEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 10.61 . RAINFALL INTENSITYCINCH/HR) = 2.31 . TOTAL STREAM AREACACRES) = 1.20 PEAK FLOW RATECCFS) AT CONFLUENCE = 2.36 **************************************************************************** FLOW PROCESS FROM NODE 1210.00 TO NODE 1211.00 IS CODE = 21 <<<<<RATIONAL 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 = 1300.60 DOWNSTREAM ELEVATION = 129B.32 ELEVATION DIFFERENCE = 2.28 TC = 0.393'[C 110.00"3)/C 2.28)1".2 = 5.587 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.284 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT .8464 SOIL CLASSIfICATION IS HO" SUBAREA RUNOFFCCFS) = 0.56 TOTAL AREACACRES) = 0.20 TOTAL RUNOFFCCFS) = 0.56 **************************************************************************** FLOW PROCESS FROM NODE 1211.00 TO NODE 1207.00 IS CODE = 61 . <<<<<COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: ttttt(STANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1297.82 DOWNSTREAM ELEVATIONCFEET) = 1295.63 STREET LENGTHCFEET) = 330.00 CUR8 HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL INSIDE STREET CROSSFALLCDECIMAL) OUTSIOE STREET CROSSFALLCDECIMAL) GRAOEBREAKC 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 FLOYCCFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.36 HALFSTREET FLOOD WIDTHCFEET) = 4.07 AVERAGE FLOW VELOCITYCFEET/SEC.) = 2.38 PRODUCT OF DEPTH&VELOCITYCFT'FT/SEC.) = 0.86 STREET FLOY TRAVEL TIMECMIN.) = 2.31 TcCMIN.) 7.90 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.714 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8367 SOIL CLASSIFICATION IS "0" 4IIIt SU8AREA AREACACRES) = 1.00 SUBAREA RUNOFFCCFS) TOTAL AREACACRES) = 1.20 PEAK FLOW RATECCFS) 1. 70 2.27 2.83 END OF SU8AREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) 5.00 ~0. FLOW VELOCITY(FEET/SEC.) ; LONGEST FLOWPATH FROM NODE 2.69 DEPTH*VELOCITY(FT*FT/SEC.); 1.17 1210.00 TO NODE 1207.00; 440.00 FEET. **************************************************************************** ~~~-~~~:=~~-~~~~-~~~=---~:~~:~~-~~-~~~=---~:~~:~~-~~_:~~=-~-------------- .....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 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 *********************************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. ************************************************************************** .AINFALL INTENSITY AND TIME OF CONCENTRATION QNFLUENCE FORMULA USED FOR 3 STREAMS. RATIO ** PEAK STREAM NUMBER 1 2 3 TABLE ** Tc (MIN.) 7.90 10.06 10.61 FLOW RATE RUNOFF (CFS) 10.67 12.47 12.29 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 NOOE 1201.00 TO NOOE 1207.00; 850.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1207.00 TO NOOE 1212.00 IS CODE; 61 M_______~______________._.____________________________----0----------------- .....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 20.00 .DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) ; NSIDE STREET CROSSFALL(DECIMAL); 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) ; 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF; STREET PARKWAY CROSSFALL(DECIMAL) ; 0.020 C7-;\ftJ Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-at-Walk Flow Section = 0.0200 . **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) STREETFLOY MODEL RESULTS USING ESTIMATED FLOY: STREET FLOY OEPTH(FEET) = 0.66 HALFSTREET FLOOD YIDTH(FEET) = 15.93 AVERAGE FLOY VELOCITY(FEET/SEC.) = 4.21 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = STREET FLOY TRAVEL TIME(MIN.) = 3.17 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS pon SUBAREA AREA(ACRES) 0.90 TOTAL AREA(ACRES) = 7.08 13.28 2.79 Tc(MIN. ) 2.043 = .8839 13.23 SUBAREA RUNOFF(CFS) = PEAK FLOY RATE(CFS) 1.63 14.09 END OF SUBAREA STREET FLOY HYORAULICS: DEPTH(FEET) = 0.67 HALFSTREET FLOOD YIDTH(FEET) 16.71 FLOY VELOCITY(FEET/SEC.) = 4.19 DEPTH*VELOCITY(FT*FT/SEC.) 2.83 LONGEST FLOYPATH FROM NODE 1201.00 TO NODE 1212.00 = 1650.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1212.00 TO NODE 1212.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOYS: TC(MIN) = 13.23 RAIN INTENSITY(INCH/HOUR) = 2.04 TOTAL AREA(ACRES) = 3.54 TOTAL RUNOFF(CFS) = 7.05 ~*************************************************************************** FLOY PROCESS FROM NODE 1212.00 TO NODE 1213.00 IS CODE = 61 .....COMPUTE STREET FLOY TRAVEL TIME THRU SU8AREA===== .....(STANOARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1285.52 DOYNSTREAM ELEVATION(FEET) = 1278.15 STREET LENGTH(FEET) = 210.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFYIDTH(FEET) = 30.00 DISTANCE FROM CROYN TO CROSS FALL GRADEBREAK(FEET) = 18.00 INSIOE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIOE STREET CROSSFALL(OECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR tor Streetflow SectionCcurb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk FLow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOY(CFS) = 7.16 STREETFLOY MODEL RESULTS USING ESTIMATEO FLOY: STREET FLOY DEPTH(FEET) = 0.45 HALFSTREET FLOOO YIDTH(FEET) = 5.20 AVERAGE FLOY VELOCITY(FEET/SEC.) = 6.32 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 2.86 . STREET FLOY TRAVEL TIME(MIN.) = 0.55 Tc(MIN. ) = 13.78 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.998 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8690 SOIL CLASSIFICATION IS PBP ~\~ SUBAREA AREA(ACRES) = 0.13 SUBAREA RUNOFF(CFS) = 0.23 TOTAL AREA(ACRES) = 3.67 PEAK FLOY RATE(CFS) 7.28 END OF SU8AREA STREET FLOY HYORAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD YIDTHCFEET) = 5.24 eFLOY VELOCITY(FEET/SEC.) = 6.33 DEPTH*VELOCITY(FT*FT/SEC.) = LONGEST FLOYPATH FROM NODE 1201.00 TO NODE 1213.00 = 1860.00 2.88 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1213.00 TO NODE 1213.00 IS CODE = ---------------------------------------------------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ============================================================================ TOTAL NUM8ER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 13.78 RAINFALL INTENSITYCINCH/HR) = 2.00 TOTAL STREAM AREACACRES) = 3.67 PEAK FLOY RATE(CFS) AT CONFLUENCE = 7.28 **************************************************************************** FLOY PROCESS FROM NODE 1214.00 TO NODE 1215.00 IS CODE = 21 ---------------------------------------------------------------------------- .....RATIONAL METHOD INITIAL SU8AREA ANALYSIS===== ============================================================================ ASSUMED INITIAL SU8AREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SU8AREA FLOY-LENGTH = 150.00 UPSTREAM ELEVATION = 1297.50 eDOYNSTREAM ELEVATION = 1294.73 ELEVATION DIFFERENCE = 2.77 TC = 0.393*[( 150.00**3)/C 2.77)]**.2 = 6.473 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.029 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8424 SOIL CLASSIFICATION IS "0" SU8AREA RUNOFF(CFS) = 0.64 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFFCCFS) = 0.64 **************************************************************************** FLOY PROCESS FROM NODE 1215.00 TO NODE 1213.00 IS CODE = 61 tttttCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ttttt(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1294.73 DOYNSTREAM ELEVATION(FEET) = 1278.15 STREET LENGTH(FEET) = 550.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFYIDTHCFEET) = 30.00 OISTANCE FROM CROYN TO CROSS FALL INSIDE STREET CROSSFALLCDECIMALl OUTSIDE STREET CROSSFALL(DECIMAL) GRAOE8REAKCFEET) 0.020 = 0.080 = 18.00 SPECIFIEO NUM8ER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKYAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb} 0.0150 e 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) = 0.33 2.84 ~ HALFSTREET FLOOO WIOTHCFEET) = 3.68 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.78 PROOUCT OF OEPTH&VELOCITYCFT*FT/SEC.) = 1.58 STREET FLOW TRAVEL TIMECMIN.) = 1.92 TcCMIN.) 8.39 . 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.625 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8349 SOil CLASSIFICATION IS "on SUBAREA AREA(ACRES) = 2.00 TOTAL AREA(ACRES) = 2.25 SUBAREA RUNOFFCCFS) = PEAK FLOW RATE(CFS) 4.38 5.02 END OF SUBAREA STREET FLOW HYORAULICS: OEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 4.65 FLOW VELOCITYCFEET/SEC.) = 5.49 DEPTH*VELOCITYCFT*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 CDDE = .....OESIGNATE INDEPENDENT STREAM FOR CONFLUEN~E===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INOEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 8.39 RAINFALL INTENSITYCINCH/HR) = 2.63 TOTAL STREAM AREACACRES) = 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===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMEO INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[CLENGTH'*3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1297.50 DOWNSTREAM ELEVATION = 1295.59 ELEVATION OIFFERENCE = 1.91 TC = 0.393*[( 120.00**3)/C 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 "0" SUBAREA RUNOFFCCFS) 0.66 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFFCCFS) = 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 ELEVATIONCFEET) = 1295.09 DOWNSTREAM ELEVATION(FEET) = 1278.15 STREET LENGTHCFEET) = 540.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 . DISTANCE FROM CROWN TO CROSS FALL INSIDE STREET CROSSFALLCDECIMAL) OUTSIDE STREET CROSSFALL(DECIMAL) 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) = Manning's FRICTION FACTOR for Back~of-Walk Flow Section = 0.0200 . 0.0150 -*TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.33 HALFSTREET FLOOD WIDTHCFEET) = 3.70 AVERAGE FLOW VELOCITYCFEET/SEC.) = 4.89 PROOUCT OF OEPTH&VELOCITYCFT*FT/SEC.) = 1.63 STREET FLOW TRAVEL TIMECMIN.) = 1.84 TcCMIN.) = 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.707 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8365 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) = 2.00 TOTAL AREACACRES) = 2.25 2.93 7.94 SUBAREA RUNOFFCCFS) PEAK FLOW RATECCFS) = 4.53 5.19 END OF SUBAREA STREET FLOW HYORAULICS: OEPTHCFEET) = 0.41 HALFSTREET FLOOD WIOTHCFEET) = 4.69 FLOW VELOCITYCFEET/SEC.) = 5.5B DEPTH*VELOCITYCFT*FT/SEC.) = 2.29 LONGEST FLOWPATH FROM NODE 1216.00 TO NODE 1213.00 = 660.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1213.00 TO NODE 1213.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== tttttAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATIONCMIN.) 7.94 RAINFALL INTENSITYCINCH/HR) = 2.71 TOTAL STREAM AREA(ACRES) = 2.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.19 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 7.28 2 5.02 3 5.19 Tc CMIN. ) 13.78 8.39 7.94 INTENSITY (I NCH/HOUR) 1.998 2.625 2.707 AREA (ACRE) 3.67 2.25 2.25 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASEO 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 RUNOF F Tc INTENSITY NUMBER (CFS) CMIN. ) (INCH/HOUR) . 1 14.13 7.94 2.707 2 14.48 8.39 2.625 3 14.93 13.78 1.998 COMPUTED CDNFLUENCE ESTIMATES ARE AS FOLLOWS: ~erY PEAK fLOW RATE(CfS) = 14.93 Tc(MIN.) = 13.78 TOTAL AREA(ACRES) = 8.17 LONGEST fLOWPATH fROM NOOE 1201.00 TO NODE 1213.00 = 1860.00 fEET. 4111t************************************************************************* 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(fEETl = 1278.15 DOWNSTREAM ELEVATlON(fEETl = 1249.18. STREET LENGTHCfEET) = 1000.00 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 SPECIfIEO 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-Yalk Flow Section = 0.0200 **TRAVEL TIME COMPUTEO USING ESTIMATED fLOW(CfS) STREETfLOW MODEL RESULTS USING ESTIMATEO fLOW: STREET fLOW OEPTH(fEET) = 0.63 HALf STREET fLOOD WIDTH(fEET) = 13.89 AVERAGE fLOW VELOCITY(fEET/SEC.) = 6.44 PRODUCT Of DEPTH&VELOCITY(fT*fT/SEC.) = 4.06 eSTREET fLOW TRAVEL TIME(MIN.) = 2.59 Tc(MIN.) = 16.37 10 YEAR RAINfALL INTENSITY(INCH/HOUR) = 1.817 SINGLE.fAMILYC1/4 ACRE LOT) RUNOff COEffICIENT = .8116 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 3.10 TOTAL AREA(ACRES) = 11.27 17.21 SUBAREA RUNOff(CfS) = PEAK fLOW RATE(CfS) 4.57 19.50 . ENO Of SUBAREA STREET fLOW HYDRAULICS: DEPTH(fEET) = 0.65 HALf STREET fLOOD WIDTH(fEET) = 15.43 fLOW VELOCITY(fEET/SEC.) = 6.43 DEPTH*VELOCITY(fT*fT/SEC.) 4.21 LONGEST fLOWPATH fROM NOOE 1201.00 TO NODE 1218.00 = 2860.00 fEET. **************************************************************************** fLOW PROCESS fROM NODE 1218.00 TO NODE 1218.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM fOR CONfLUENCE ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER Of STREAMS = 3 CONfLUENCE VALUES USED fOR INDEPENDENT STREAM 1 ARE: TIME Of CONCENTRATION(MIN.) = 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 e...................................................................-...... .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== . ----------------------------------------------------------------------------" ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIfORM DEVELOPMENT IS SINGLE fAMILY (1/4 ACRE) ,?7JJ TC = K*[(LENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1265.70 .DOWNSTREAM ELEVATION = 1263.30 LEVATION OIFFERENCE = 2.40 TC = 0.393*[( 120.00**3)/C 2.40)]**.2 = 5.827 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.209 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8453 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFFCCFS) = 0.62 TOTAL AREACACRES) = 0.23 TOTAL RUNOFFCCFS) = 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 ELEVATIONCFEET) = 1262.B3 DOWNSTREAM ELEVATIONCFEET) = 1249.18 STREET LENGTHCFEET) = 400.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1B.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 ~anning/S FRICTION FACTOR for Back~of-Yalk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) 3.04 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.33 HALFSTREET FLOOD WIOTH(FEET) = 3.70 AVERAGE FLOW VELOCITY(FEET/SEC.) 5.07 PRODUCT OF OEPTH&VELOCITYCFT*FT/SEC.) = 1.69 STREET FLOW TRAVEL TIMECMIN.) = 1.32 TcCMIN.) = 7.14 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.869 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8396 SOIL CLASSIFICATION IS no" SUBAREA AREACACRES) = 2.00 TOTAL AREACACRES) = 2.23 SUBAREA RUNOFFCCFS) PEAK FLOW RATECCFS) = 4.82 5.44 END OF SUBAREA STREET FLOW HYORAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTHCFEET) 4.69 FLOW VELOCITY(FEET/SEC.) = 5.85 DEPTH*VELOCITYCFT*FT/SEC.) 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 = .....DESIGNATE INDEPENDENT STREAM FOR CDNFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 eCONFLUENCE 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 ~ **************************************************************************** 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 C1/4 ACRE) TC = K*[CLENGTH**3)/CELEVATION 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)/C 2.40)]**.2 = 6.391 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.050 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = .8428 0.59 0.23 TOTAL RUNOFFCCFS) = 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 ~ISTANCE FROM CROWN 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(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 ESTIMATEO FLOW: STREET FLOW DEPTHCFEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 2.78 AVERAGE FLOW VELOCITY(FEET/SEC.) 4.90 PROOUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 1.27 STREET FLOW TRAVEL TIME(MIN.) = 1.09 Tc(MIN.) = 7_48 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.797 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8383 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 1.23 PEAK FLOW RATE(CFS) 1.~ 2.34 2.94 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTHCFEET) 3.48 FLOW VELOCITY(FEET/SEC.) = 5.49 DEPTH*VELOCITYCFT*FT/SEC.) 1.73 eLONGEST FLOWPATH FROM NODE 1221.00 TO NODE 1218.00 = 460.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1222.00 TO NODE 1218.00 IS CODE = ~ .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 .CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 7.48 RAINFALL INTENSITY(INCH/HR) = 2.80 TOTAL STREAM AREA(ACRES) = 1.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.94 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 19.50 2 5.44 3 2.94 Tc (MIN.) 16.37 7.14 7.48 3 ARE: INTENSITY (INCH/HOUR) 1.817 2.869 2.797 AREA (ACRE) 11.27 2.23 1.23 *********************************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 3 STREAMS. . ** PEAK STREAM NUMBER 1 2 3 TABLE ** Tc (MIN.) 7.14 7.48 16.37 FLOW RATE RUNOFF (CFS) 16.75 17.15 24.85 INTENSITY (I NCH/HOUR) 2.869 2.797 1.817 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 24.85 Tc(MIN.) = 16.37 TOTAL AREA(ACRES) = 14.73 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1218.00 = 2860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1218.00 TO NODE 1227.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA eeeeeCSTANDARD 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 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(OECIMAL) = 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-at-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATEO FLOW(CFS) = 25.01 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.65 ~~ HALFSTREET FLDOD WIDTH(FEETJ = 15.43 AVERAGE FLOW VELOCITY(FEET/SEC.J = 8.25 PROOUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 5.40 STREET FLOW TRAVEL TIME(MIN.J = 0.56 Tc(MIN.) = . 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.784 COMMERCIAL OEVELOPMENT RUNOFF COEFFICIENT = .8821 SOIL CLASSIFICATION IS non SUBAREA AREA(ACRES) 0.20 TOTAL AREA(ACRES) = 14.93 16.93 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) 0.31 25.17 ENO OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.66 HALF STREET FLOOD WIDTH(FEET) 15.54 FLOW VELOCITY(FEET/SEC.) = 8.23 DEPTH*VELOCITY(FT*FT/SEC.) = 5.40 LONGEST FLOWPATH FROM NODE 1201.00 TO NOOE 1227.00 = 3135.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1227.00 TO NODE 1227.00 IS CODE = ((((tDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INOEPENOENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.93 RAINFALL INTENSITY(INCH/HR) = 1.78 TOTAL STREAM AREA(ACRES) = 14.93 PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.17 **************************************************************************** FLOW PROCESS FROM NODE 1228.00 TO NODE 1229.00 IS CODE = 21 .....------...-..-.................----------.--..............-............ t<<tteRATIONAL 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 = 120.00 UPSTREAM ELEVATION = 1243.00 OOWNSTREAM 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 "0" SUBAREA RUNOFF(CFS) = 0.27 TOTAL AREA(ACRES) = 0.10 TOTAL RUNDFF(CFS) = 0.27 **************************************************************************** FLOW PROCESS FROM NODE 1229.00 TO NOOE 1227.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1240.39 OOWNSTREAM ELEVATION(FEET) = 1236.21 STREET LENGTH(FEET) = 150.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 eDISTANCE FROM CROWN TO CROSS FALL INSIDE STREET CROSSFALL(OECIMAL) OUTSIOE STREET CROSSFALL(DECIMAL) GRADEBREAK(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) Manning's FRICTION FACTOR for Back-of-Yalk FLow Section = 0.0200 ~ ""TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.89 STREET FLOW 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 "0" SUBAREA AREA(ACRES) = 0.50 TOTAL AREA(ACRES) = 0.60 0.0150 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 1.25 1.52 ENO OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) 2.86 FLOW VELOCITY(FEET/SEC.) = 4.01 OEPTH"VELOCITY(FT"FT/SEC.) 1.07 LONGEST FLOWPATH FROM NODE 1228.00 TO NODE 1227.00 = 270.00 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 1227.00 TO NODE 1227.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FDR 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 25.17 2 1.52 Tc (MIN.) 16.93 6.68 INTENSITY (INCH/HOUR) 1.784 2.978 AREA (ACRE) 14.93 0.60 *********************************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 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 11.45 6.68 2.978 . 2 26.08 16.93 1.784 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 26.08 Tc(MIN.) = 16.93 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 = 10 ~-------------------------------------------------~----------------------- .....MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 1212.00 TO NODE 1212.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NOOE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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 **************************************************************************** FLOW PROCESS FROM NODE 1212.00 TO NOOE 1212.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.23 RAINFALL INTENSITY(INCH/HR) = 2.04 TOTAL STREAM AREA(ACRES) = 3.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.05 .************************************************************************** LOW PROCESS FROM NODE 1223.00 TO NODE 1224.00 IS CODE = 21 tttttRATIONAL 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 = 110.00 UPSTREAM ELEVATION = 12B7.50 DOWNSTREAM ELEVATION = 12B3.96 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" SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.55 **************************************************************************** FLOW PROCESS FROM NODE 1212.00 TO NODE 1224.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ============================================================================ TOTAL NUMBER OF STREAMS = 2 ~ONFLUENCE VALUES USED FOR INOEPENDENT 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 *********************************YARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO 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) 3.27 7.37 TABLE ** Tc (MIN.) 5.12 13.23 INTENSITY (INCH/HOUR) 3.447 2.043 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.37 Tc(MIN.) = 13.23 TOTAL AREA(ACRES) = 3.74 LONGEST FLOWPATH FROM NOOE 1201.00 TO NODE 1224.00 = 3135.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1224.00 TO NODE 1225.00 IS COOE = 61 4111i:::::~~~;~~~-~~~~~~';~~~-~~~~~~-~;~~-~~~~-~~~~~~~----------------..------- .....(STANDARO CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 12B3.46 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) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for StreetfLow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLaY: 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 "0" SUBAREA AREA(ACRES) = 4.70 TOTAL AREA(ACRES) = 8.44 10.89 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 7.01 14.39 END OF SUBAREA STREET FLOW HYDRAULICS: ~ DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIOTH(FEET) = 11.54 FLOW VELOCITY(FEET/SEC.) = 6.57 DEPTH*VELOCITY(FT*FT/SEC.) 3.89 LONGEST FlOWPATH FROM NOOE 1201.00 TO NODE 1225.00 = 4235.00 FEET. ~************************************************************************** FLOW PROCESS FROM NOOE 1225.00 TO NODE 1226.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....CSTANDARO CURB SECTION USEO) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1250.03 DOWNSTREAM ELEVATION(FEET) = 1236.31 STREET LENGTHCFEET) = 275.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 OISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = O.OBO 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-af-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 9.08 AVERAGE FLOW VELOCITY(FEET/SEC.) 8.35 PRODUCT OF OEPTH&VELOCITYCFT*FT/SEC.) 4.61 .STREET FLOW TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 16.59 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 1.804 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8110 SOIL CLASSIFICATION IS Hon SUBAREA AREA(ACRES) = 0.70 TOTAL AREA(ACRES) = 9.14 14.90 SUBAREA RUNOFF(CFS) = PEAK FLOW RATECCFS) 1.02 15.41 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) 9.38 FLOW VELDCITY(FEET/SEC.) = 8.42 OEPTH*VELOCITY(FT*FT/SEC.) = LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1226.00 = 4510.00 4.69 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1227.00 TO NODE 1227.00 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) 15.41 16.59 1.804 FLOWPATH FROM NODE 1201.00 TO NOOE AREA (ACRE) 9.14 1227.00 = 4510.00 FEET. ** MEMORY STREAM 4111tNUMBER 1 LONGEST BANK # CONFLUENCE DATA ** RUNOFF Te INTENSITY (CFS) (MIN.) (INCH/HOUR) 26.08 16.93 1.784 FLOWPATH FROM NODE 1201.00 TO NODE AREA (ACRE) 15.53 1227.00 = 3135.00 FEET. *********************************WARNI NG********************************** ~ IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCO FORMULA OF PLATE D~1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ~ "" PEAK FLOW RATE TABLE "" STREAM RUNOFF Te NUMBER (CFS) (MIN.) 1 40.98 16.59 2 41.32 16.93 INTENSITY (INCH/HOUR) 1.804 1. 784 COMPUTEO CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE AS FOLLOWS: = 41.32 TcCMIN.) = 24.67 16.93 **************************************************************************** FLOW PROCESS FROM NODE 1230.00 TO NODE 1231.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANOARO CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1236.04 DOWNSTREAM ELEVATIONCFEET) = 1230.57 STREET LENGTHCFEET) = 240.00 CURB HEIGHTCINCHES) = 8.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) INSIDE STREET CROSSFALLCDECIMAL) 0.020 OUTSIOE 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 Manningfs FRICTION FACTOR for Back-at-Walk Flow Section = 0.0200 ""TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.72 HALFSTREET FLOOD WIDTHCFEET) = 11.44 AVERAGE FLOW VELOCITY(FEET/SEC.) 6.89 PROOUCT OF DEPTH&VELOCITYCFT"FT/SEC.) = 4.99 STREET FLOW TRAVEL TIME(MIN.) = 0.58 TcCMIN.) = 17.51 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 1.751 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8089 SOIL CLASSIFICATION IS "OH SUBAREA AREACACRES) = 1.80 TOTAL AREA(ACRES) = 26.47 42.60 SUBAREA RUNOFFCCFS) = PEAK FLOW RATE(CFS) 2.55 43.87 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.73 HALFSTREET FLOOD WIDTH(FEET) 11.93 FLOW VELOCITY(FEET/SEC.) = 6.89 DEPTH"VELOCITYCFT*FT/SEC.) 5.04 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1231.00 = 4750.00 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 CONCENTRATIONCMIN.) = 17.51 7J'?~ RAINFALL INTENSITY(INCH/HR) = 1.75 TOTAL STREAM AREA(ACRES) = 26.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 43.87 ~************************************************************************* FLOW PROCESS FROM NODE 1317.00 TO NODE 1317.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLO~S: TC(MIN) = 10.90 RAIN INTENSITY(INCH/HOUR) = 2.27 TOTAL AREA(ACRES) = 0.00 TOTAL RUNOFF(CFS) = 5.92 **************************************************************************** FLO~ PROCESS FROM NODE 1363.00 TO NODE 1231.00 IS CODE = .....DESIGNATE INDEPENOENT 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 FLO~ RATE(CFS) AT CONFLUENCE = 5.92 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) . 1 43.87 17.51 '.751 26.47 2 5.92 10.90 2.273 0.00 *********************************YARN1 NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE US EO IS BASED ON THE RCFC&~CD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA ~ILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLO~. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLO~ RATE TABLE .. RUNOFF Tc (CFS) (MIN.) 33.24 10.90 48.43 17.51 INTENSITY (INCH/HOUR) 2.273 1. 751 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLO~S: PEAK FLO~ RATE(CFS) = 48.43 Tc(MIN.) = 17.51 TOTAL AREA(ACRES) = 26.47 LONGEST FLOWPATH FROM NODE '1201.00 TO NODE 1231.00 = 4750.00 FEET. **************************************************************************** FLO~ PROCESS FROM N~E 1231.00 TO NOD~ 1231.00 IS CODE = ~~~~:~~~~~~~:~::~:::~::::::::~~ TIME OF CONCENTRATION(MIN.) = 17.51 ' S fOe /-I;;.-rr;; ~~"J RAINFALL INTENSITY(INCH/HR) = 1.75 TOTAL S~AM AREA(ACRES) = 26.47 PEAK FLO RATE(CFS) AT CONFLUENCE = 48.43 4111t******** ******************************************************7********** FLOW PROCESS FROM NOOE 1317.00 TO NOOE 1317.00 IS CODE = \ -------------~-------------------------------------------------------------- \ .....USER SPECIFIED HYOROLOGY INFORMATION AT NODE ===============b============================================================ \ USER-SPECIFIEmVALUES ARE AS FOLLOWS: \ TC(MIN) = 10.90 RAIN INTENSITYONCH/HOUR) = 2.27 j \ , TOTAL AREA(ACRES,) = 16.83 TOTAL RUNOFF(CFS) =26.40 \ ! *******************'**********************************~~*****************~** FLOW PROCESS FROM NODE 1317.00 TO NODE 1317.00 IS CODE = 1 \ ---------------------,-------------------------------'---------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE , -,---- tttttAND COMPUTE VARIUUS CONFLUENCED STREAM VALUSS===== _______________________1-_________________________"_________________________ ------------------------~------------------------I-------------------------- TOTAL NUMBER OF STREAM~\ = 2 I \ J CONFLUENCE VALUES USED FOR INOEPENOENT STREAM /2 ARE: \ . TIME OF CONCENTRATION(MI~.) = 10.90 I \ I RAINFALL INTENSITYONCH/H~J = 2.27 .I TOTAL STREAM AREA(ACRES) = \ 16.83 ! PEAK FLOW RATE(CFS) AT CONF1uENCE = 26;40 ** CONFLUENCE DATA ** \ STREAM RUNOFF Tc .INTENSITY I AREA \ ' NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) . 1 48.43 17.51 \ 1. 751 i 26.47 2 26.40 10.90 '2.273" 16.83 *********************************WAR~~.,;!.................................. IN THIS COMPUTER PROGRAM, THE CDNFLUE E VALUE USED IS BASED ( ON THE RCFC&WCD FORMULA OF PLATE D-lfAS,DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************l****J******************************** I \ ? \ RAINFALL INTENSITY AND TIME DF CONCENTRATION RATIO r , CONFLUENCE FORMULA USED FOR 2 SiREAMS. \, .. PEAK FLOW RATE TA8LE .. t \ , ' STREAM RUNOFF Tc /INTENSITY \ NUMBER (CFS) (MIN.) !ONCH/HOUR) . 1 56.56 10.90 / 2.273 2 68.77 17.51 I 1.751 , ! f COMPUTED CONFLUENCE ESTIM~TES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 168.77 Tc(MIN.) = 17.51\ ==~~:~~~:::~~~:::::::~:=~~~~~:::~~:~~~=:~=~~~:===:~::~~~=~=~::~~~~=::::~=== END OF STUDY SUMMARY: \ TOTAL AREA(ACRES) 43.30 TC(MIN.) = 17.51 PEAK FLOW RATE(CFS) = 68.77 ~:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: END OF RATIONAL METHOD ANALYSIS "u4p~ **************************************************************************** . 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: 10:52 07/11/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * nodes 1225 ~1226 * 10-year . d(0.5' . . . ************************************************************************** **************************************************************************** ....STREETFLOY MODEL INPUT INFORMATION==== . CONSTANT STREET GRADECFEET/FEET) = 0.050000 CONSTANT STREET FLOYCCFS) = 15.41 AVERAGE STREETFLOY FRICTION FACTORCMANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-YIDTHCFEET) = 20.00 DISTANCE FROM CROYN TO CROSS FALL GRADEBREAKCFEET) = 1B.00 INTERIOR STREET CROSSFALLCDECIMAL) = 0.020000 OUTSIOE STREET CROSSFALLCDECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHTCFEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-YIDTHCFEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIPCFEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKECFEET) = 0.12500 FLOY ASSUMEO TO FILL STREET ON ONE SIDE, AND THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOY MODEL RESULTS: STREET FLOY DEPTHCFEET) = 0.42 HALFSTREET FLOOD YIDTHCFEET) = AVERAGE FLOY VELOCITYCFEET/SEC.) PROOUCT OF DEPTH&VELOCITY = 2.63 15.22 6.26 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . 4 **************************************************************************** . 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: 10:50 07/11/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUOY ************************** . nodes 1224 - 1225 * 10-year * d=0.43' . . . ************************************************************************** **************************************************************************** <<<<STREET FLOW MODEL INPUT INFORMATION==== . CONSTANT STREET GRAOE(FEET/FEET) = 0.033000 CONSTANT STREET FLOW(CFS) = 14.39 AVERAGE STREET FLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) lB.OO INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMEO TO FILL STREET ON ONE SIDE, AND THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.78 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.45 PRODUCT OF DEPTH&VELOCITY = 2.36 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . # **************************************************************************** . 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: 10:48 07/11/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** . nodes 1218-1227 * 10-year * d=0.49J . . . ************************************************************************** **************************************************************************** ....STREETFLOY MODEL INPUT INFORMATION==== . CONSTANT STREET GRAOE(FEET/FEET) = 0.047000 CONSTANT STREET FLOY(CFS) = 25.17 AVERAGE STREETFLOY FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HAlF-WIDTH(FEET) = 20.00 DISTANCE FROM CROYN TO CROSS FALL GRADEBREAK(FEET) 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-YIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOY ASSUMEO TO FILL STREET ON ONE SlOE, AND THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOY MODEL RESULTS: STREET FLOY DEPTH(FEET) = 0.49 HALFSTREET FLOOD YIDTH(FEET) = 18.59 AVERAGE FLOY VELOCITY(FEET/SEC.) = 6.98 PRODUCT OF DEPTH&VELOCITY = 3.41 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ~rv~ **************************************************************************** . HYDRAULI C 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: 10:10 07/11/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * street depth = 0.49 . . . * 10-year . ************************************************************************** **************************************************************************** ~~~~STREETFLOW MODEL INPUT INFORMATION . CONSTANT STREET GRADE(FEET/FEET) = 0.029000 CONSTANT STREET FLOW(CFS) = 19.50 AVERAGE STREET FLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, ANO THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.41 PRODUCT OF DEPTH&VELOCITY = 2.64 ************************** DESCRIPTION OF STUDY ************************** . nodes 1213 1218 * 10-year * d=O.49, . . . ************************************************************************** **************************************************************************** .~~STREETFLOW MODEL INPUT INFORMATION --------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.029000 CONSTANT STREET FLOW(CFS) = 19.50 AVERAGE STREET FLOW FRICTION FACTOR(MANNING) 0.015000 ~ . . . CONSTANT SYMMETRICAL STREET HALC-WIDTH(FEET) = 20.00 OISTANCE FROM CROWN TO CROSSFALL GRAOEBREAKCFEET) = 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-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: -----..-.------.-.----------.------------------.---------------------------- STREET FLOW DEPTHCFEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.41 PRODUCT OF DEPTH&VELOCITY = 2.64 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- + **************************************************************************** . RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIOE 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 1200 " 100-YEAR " STORM ORAIN AND SURFACE FLOWS " " " ************************************************************************** FILE NAME: 1200.DAT TIME/DATE OF STUDY: 16:52 06/07/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: .---------------------------------------------------------_._--------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIEO PERCENT OF 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 SLOPE OF 100-YEAR INTENSITY-OURATION CURVE = 0.5495536 COMPUTEO RAINFALL INTENSITY DATA: STORM EVENT = 100.00 l-HOUR INTENSITY(INCH/HOUR) = 1.300 SLOPE OF INTENSITY DURATION CURVE = 0.5496 RCFC&WCO HYOROLOGY 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 COUPLEO PIPEFLOW ANO STREET FLOW MODEL" HALf- CROWN TO STREET-CROSSfALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSS FALL IN- / OUT-/PARK- HEIGHT WIOTH LIP HIKE FACT DR NO. (FT) (FT) SlOE / SIOE/ 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 = O.O"(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 ~~tttRATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMEO INITIAL SUBAREA UNIFORM ~ DEVELOPMENT IS COMMERCIAL TC = K*[CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 1303.66 .DOWNSTREAM ELEVATION = 129B.ll ELEVATION OIFFERENCE = 5.55 TC = 0.303*[C 600.00**3)/C 5.55)]**.2 = 9.991 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.4B2 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .BB98 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFFCCFS) = 3.35 TOTAL AREACACRES) = 1.0B TOTAL RUNOFFCCFS) = 3.35 **************************************************************************** FLOW PROCESS FROM NODE 1202.00 TO NODE 1202.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 9.99 RAINFALL INTENSITYCINCH/HR) = 3.48 TOTAL STREAM AREACACRES) = 1.08 PEAK FLOW RATECCFS) AT CONFLUENCE = 3.35 **************************************************************************** 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) Te = K*[(lENGTH**3)fCELEVATION CHANGE))**.2 INITIAL SUBAREA FLOW-LENGTH = 155.00 UPSTREAM ELEVATION = 1303.20 DOWNSTREAM ELEVATION = 1301.10 ELEVATION DIFFERENCE = 2.10 TC = 0.393*[C 155.00**3)/( 2.10)]**.2 = 6.978 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.241 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8573 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFFCCFS) = TOTAL AREA(ACRES) = 0.73 0.20 TOTAL RUNOFF(CFS) = 0.73 **************************************************************************** FLOW PROCESS FROM NODE 1204.00 TO NODE 1202.00 IS COOE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARO CURB SECTION USEO)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1300.60 OOWNSTREAM ELEVATION(FEET) = 1298.11 STREET LENGTHCFEET) = 330.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFAll . INSIDE STREET CROSSFALLCDECIMAL) OUTSIOE STREET CROSSFALLCDECIMAL) GRADEBREAK(FEET) 0.020 = 0.080 18.DO SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 ~ Manning's FRICTION FACTOR for Streetflow SectionCcurb~to-curb) = 0.0150. Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 . **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 4.48 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.69 PRODUCT OF OEPTH&VELOCITY(FT"FT/SEC.) = 1.06 STREET FLOW TRAVEL TIME(MIN.) = 2.05 Tc(MIN.) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.682 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8515 SOIL CLASSIFICATION IS "0" SU8AREA AREA(ACRES) = 1.00 TOTAL AREA(ACRES) = 1.20 2.30 9.02 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 3.14 3.86 END OF SUBAREA STREET FLOW HYORAULICS: 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 = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.02 eAINFALL INTENSITY(INCH/HR) = 3.68 OTAL STREAM AREA(ACRES) = '.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.86 **************************************************************************** FLOW PROCESS FROM NODE 1205.00 TO NODE 1206.00 IS CODE = 21 .....RATIONAL METHOO INITIAL SUBAREA ANALYSIS===== ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) Tt = K*[(LENGTH**3)/CELEVATION 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 "On 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 . ~::::~~;~;~-~;~~~;-;~~-;~~~~~-;;~~-;~~~-~~~~~~~------------------------- .....(STANOARD CURB SECTION USEO)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1300.60 DOWNSTREAM ELEVATION(FEET) = 1298.11 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 '?~ STREET HALFWIDTH(FEET) = 30.00 OISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) . INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = O.OBO 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-ot-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) = 4.42 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.) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.741 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8522 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 1.00 TOTAL AREA(ACRES) = 1.20 2.33 8.77 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 3.19 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 NOOE 1205.00 TO NODE 1202.00 = 455.00 FEET. e*************************************************************************** FLOW PROCESS FROM NODE 1202.00 TO NODE 1202.00 IS CODE = 1 .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: .....AND COMPUTE VARIOUS CONFLUENCEO STREAM VALUES====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INOEPENDENT 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 Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.35 9.99 3.482 1.08 2 3.86 9.02 3.682 1.20 3 3.91 8.77 3.741 1.20 *********************************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. ************************************************************************** 4IIIt 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 10.61 8.77 3.741 2 10.74 9.02 3.6B2 e 3 10.64 9.99 3.482 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 10.61 TcCMIN.) = 8.77 TOTAL AREACACRES) = 3.48 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1202.00 = 600.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1202.00 TO NOOE 1207.00 IS COOE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA==:=: .....CSTANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1298.11 DOWNSTREAM ELEVATIONCFEET) = 1295.63 STREET LENGTHCFEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTHCFEET) = 33.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) INSIOE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIOE STREET CROSSFALLCDECIMAL) = 0.080 20.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCOECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to.curb) = Manning's FRICTiON FACTOR for Back-of-Yalk Flow Section = 0.0200 0.0150 e ""TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) 11.07 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: SlREET fLOW OEPTHCFEET) = 0.65 HALFSTREET FLOOD WIDTH(FEET) = 15.03 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.78 PRODUCT OF OEPTH&VELOCITYCFT"FT/SEC.) = 2.45 STREET FLOW TRAVEL TIMECMIN.) = 1.10 TcCMIN. ) = 9.87 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.505 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8899 SOIL CLASSIFICATION IS "D" SUBAREA AREACACRES) 0.30 SUBAREA RUNOFFCCFS) = 0.94 TOTAL AREA(ACRES) = 3.78 PEAK FLOW RATE(CFS) 11.54 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.66 HALFSTREET FLOOD WIDTHCFEET) = 15.59 FLOW VELOCITYCFEET/SEC.) = 3.76 OEPTH"VELOCITY(FT"FT/SEC.) LONGEST FlOWPATH FROM NODE 1201.00 TO NODE 1207.00 = 850.00 2.47 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1207.00 TO NODE 1207.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: eTIME OF CONCENTRATIONCMIN.) = 9.87 . RAINFALL INTENSITY(lNCH/HR) = 3.50 TOTAL STREAM AREA(ACRES) = 3.78 PEAK FLOW RATECCFS) AT CONFLUENCE = 11.54 **************************************************************************** ~ fLOY PROCESS fROM NOOE 1208.00 TO NODE 1209.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== 4111i========::::::~=:::;:::=:::::::=:::;~::==================================== DEVELOPMENT IS SINGLE fAMILY (1/4 ACRE) Te = K*[(LENGTH**3)f(ELEVATION CHANGE)]**.2 INITIAL SUBAREA fLOY-LENGTH = 200.00 UPSTREAM ELEVATION = 1300.80 OOYNSTREAM 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 "0" SUBAREA RUNOff(CfS) = TOTAL AREA(ACRES) = 0.67 0.20 TOTAL RUNOff(CfS) = 0.67 **************************************************************************** FLOY PROCESS fROM NODE 1209.00 TO NODE 1207.00 IS CODE = 61 ---------------------------------------------------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANOARO CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1297.96 DOYNSTREAM ELEVATION(FEET) = 1295.63 STREET LENGTH(fEET) = 320.00 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 OUTSIDE STREET CROSSFAlL(DECIMAL) = 0.080 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 Sack-of-Yalk Flow Section = 0.0200 **TRAVEL TIME CDMPUTED USING ESTIMATED FLOY(CFS) = STREETfLOY MOOEL RESULTS USING ESTIMATED fLOY: STREET fLOY DEPTH(FEET) = 0.30 HALFSTREET fLOOD YIDTH(FEET) = 3.29 AVERAGE fLOY VELOCITY(fEET/SEC.) = 2.19 PRODUCT OF DEPTH&VELOCITY(fT*fT/SEC.) = 0.66 STREET FLOY TRAVEL TIME(MIN.J = 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 TOTAL AREA(ACRES) = 1.20 2.12 SUBAREA RUNOFF(CFS) = PEAK fLOY RATE(CFS) = 2.89 3.56 END Of SUBAREA STREET fLOY HYDRAULICS: DEPTH(fEET) = 0.36 HALFSTREET FLOOD YIDTH(FEET) 4.07 FLOY VELOCITY(FEET/SEC.) = 2.49 DEPTH*VELOCITY(FT*FT/SEC.) LONGEST fLOYPATH FROM NODE 1208.00 TO NODE 1207.00 = 520.00 0.90 fEET. ~*************************************************************************** FLOY PROCESS fROM NODE 1207.00 TO NODE 1207.00 IS CODE = 1 .....OESIGNATE INDEPENDENT STREAM fOR CONfLUENCE===== ~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) 10.39 _RAINFALL INTENSITYCINCH/HR) = 3.41 OTAL STREAM AREACACRES) = 1.20 PEAK FLOW RATECCFS) AT CONFLUENCE = 3.56 **************************************************************************** FLOW PROCESS FROM NODE 1210.00 TO NODE 1211.00 IS CODE = 21 ---------------------------------------------------------------------------- .....RATIONAL METHOO INITIAL SUBAREA ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM OEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K*[CLENGTH**3)/CELEVATION CHANGEl]**.2 INITIAL SUBAREA FLOW-LENGTH = 110.00 UPSTREAM ELEVATION = 1300.60 OOWNSTREAM ELEVATION = 129B.32 ELEVATION OlFFERENCE = 2.2B TC = 0.393*[C 110.00**3)/C 2.2B)]**.2 = 5.5B7 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 4.792 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8618 SOIL CLASSIFICATION [S "0" SUBAREA RUNOFFCCFS) = 0.83 TOTAL AREACACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.B3 **************************************************************************** FLOW PROCESS FROM NODE 1211.00 TO NODE 1207.00 IS CODE = 61 -------------------------------------------.-------------------------------- ......COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ~;;;t(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1297.B2 DOWNSTREAM ELEVATIONCFEET) = 1295.63 STREET LENGTHCFEET) = 330.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIOE STREET CROSSFALLCOECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to.curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.42 HALFSTREET FLOOO WIOTHCFEET) = 4.Bl AVERAGE FLOW VELOCITYCFEET/SEC.) = 2.61 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) 1.10 STREET FLOW TRAVEL TIMECMIN.) = 2.10 TcCMIN.) = 7.69 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.020 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8552 eSOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) = 1.00 SUBAREA RUNOFFCCFS) = TOTAL AREACACRES) = 1.20 PEAK FLOW RATECCFS) = 2.55 3.44 4.26 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTHCFEET) = 6.20 ~ FLOW VELOCITY(FEET/SEC.) = 2.97 DEPTH"VELOCITY(FT"FT/SEC.) = 1.51 LONGEST FLOWPATH FROM NODE 1210.00 TO NOOE 1207.00 = 440.00 FEET. **************************************************************************** ~ FLOW PROCESS FROM NODE 1207.00 TO NODE 1207.00 IS CODE = .....DESIGNATE INDEPENOENT 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 OATA "" STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.54 9.87 3.505 3.78 2 3.56 10.39 3.408 1.20 3 4.26 7.69 4.020 1.20 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS 8ASED 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 IN~ENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (I NCH/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 CUR8 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 GRADEBREAKCFEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 20.DD '7f''\ SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR, far Streetflaw Sectian(curb-ta-curb) = 0.0150 Manning's FRICTION FACTOR far 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) = 0.74 HALF STREET FLOOO 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 non SUBAREA AREA(ACRES) = 0.90 TOTAL AREA(ACRES) = 7.08 19.85 12.99 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 2.41 ~.~ ENO OF SUBAREA STREET FLOW HYORAULICS: 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 NOOE 1212.00 TO NOOE 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 GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(OECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 ""TRAVEL TIME COMPUTEO USING ESTIMATED FLOW(CFS) = 10.70 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 7.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.93 PRODUCT OF DEPTH&VELOCITY(FT"FT/SEC.) = 3.62 . STREET FLOW TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 13.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.951 COMMERCIAL DEVELOPMENT RUNOFF CDEFFICIENT = .8764 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.13 SUBAREA RUNOFF(CFS) = 0.34 ~ TOTAL AREA(ACRES) = 3.67 PEAK FLOW RATE(CFS) 10.87 . END OF SU8AREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIOTH(FEET) = 7.44 FLOW VELOCITY(FEET/SEC.) = 6.93 OEPTH'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 = .....DESIGNATE INDEPENOENT 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===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- - ASSUMEO INITIAL SU8AREA 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 HOH SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 0.95 0.25 TOTAL RUNOFF(CFS) = 0.95 **.*.*********************************************************************** FLOW PROCESS FROM NODE 1215.00 TO NODE 1213.00 IS CODE = 61 ~i J (ttttCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....(STANDARO CURB SECTION USEO)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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 GRADEBREAK(FEET) INSIOE STREET CROSSFALL(DECIMAL) = D.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 . **TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 4.27 ~ HALFSTREET FLOOD WIDTHCFEET) = 4.36 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.26 PROOUCT OF OEPTH&VELOCITY(FT*FT/SEC.) = 2.03 STREET FLOW TRAVEL TIME(MIN.) = 1.74 TcCMIN.) ~ 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.877 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = SOIL CLASSIFICATION IS "on SU8AREA AREACACRES) = 2.00 TOTAL AREACACRES) = 2.25 8.21 .8537 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 6.62 7.57 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 5.49 FLOW VELOCITY(FEET/SEC.) = 6.03 DEPTH*VELOCITYCFT*FT/SEC.) = 2.87 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 = .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===-- ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USEO FOR INOEPENOENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 8.21 RAINFALL INTENSITYCINCH/HR) = 3.88 TOTAL STREAM AREACACRES) = 2.25 PEAK FLOW RATECCFS) AT CONFLUENCE = 7.57 **************************************************************************** FLOW PROCESS FROM NOOE 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*[CLENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 1297.50 OOWNSTREAM 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 non SUBAREA RUNOFFCCFS) 0.98 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFFCCFS) = 0.98 **************************************************************************** FLOW PROCESS FROM NODE 1217.00 TO NOOE 1213.00 IS COOE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===-- .....CSTANDARD CURB SECTION USED)===-- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1295.09 DOWNSTREAM ELEVATION(FEET) = 1278.15 STREET LENGTHCFEET) = 540.00 CURB HEIGHTCINCHES) = 6.0 eSTREET 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 = STREET PARKWAY CROSSFALLCDECIMAL) = 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 FLOWCCFS) = 4.41 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTHCFEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 4.3B AVERAGE FLOW VELOCITYCFEET/SEC.) 5.39 PRODUCT OF OEPTH&VELOCITY(FT'FT/SEC.) = 2.08 STREET FLOW TRAVEL TIME(MIN.) = 1.67 TcCMIN.) 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.998 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8550 SOIL CLASSIFICATION IS "oD SU8AREA AREACACRES) 2.00 TOTAL AREACACRES) = 2.25 0.0150 7.77 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 6.84 7.82 ENO OF SUBAREA STREET FLOW HYORAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 5.51 FLOW VELOCITYCFEET/SEC.) = 6.18 OEPTH'VELOCITY(FT'FT/SEC.) = 2.95 LONGEST FLOWPATH FROM NODE 1216.00 TO NODE 1213.00 = 660.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1213.00 JO NODE 1213.00 IS CODE = ------~------------_.--------------------~------------------.._------------- .....OESIGNATE INDEPENOENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USEO FOR INDEPENOENT STREAM 3 ARE: TIME OF CONCENTRATIONCMIN.) 7.77 RAINFALL INTENSITYCINCH/HR) = 4.00 TOTAL STREAM AREACACRES) = 2.25 PEAK FLOW RATECCFS) AT CONFLUENCE 7.82 ** CONFLUENCE DATA " STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) CMIN.) (INCH/HOUR) (ACRE) 1 10.B7 13.50 2.951 3.67 2 7.57 8.21 3.877 2.25 3 7.82 7.77 3.998 2.25 *********************************YARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK STREAM . NUMB~R 2 3 FLOW RATE TABLE ** RUNOF F (CFS) 21.23 21.77 22.40 Tc INTENSITY (I NCH/HOUR) 3.998 3.877 2.951 ~ (MIN. ) 7.77 8.21 13.50 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOY RATECCFS) = 22.40 TcCMIN.) = 13.50 TOTAL AREACACRES) = 8.17 LONGEST FLOYPATH FROM NOOE 1201.00 TO NODE 1213.00 1860.00 FEET. ~************************************************************************** FLOY PROCESS FROM NODE 1213.00 TO NODE 1218.00 IS CODE = 61 ------------------------------------------_.-------------------------------- , ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA===:: .....CSTANDARD CURB SECTION USED)===:: UPSTREAM ELEVATIONCFEET) = 1278.15 DOYNSTREAM ELEVATION(FEET) = 1249.18 STREET LENGTH(FEET) = 1000.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFYIDTH(FEET) = 30.00 DISTANCE FROM CROYN TO CROSS FALL INSIOE STREET CROSSFALLCDECIMAL) OUTSIDE STREET CROSSFALL(DECIMAL) GRAOEBREAKCFEET) 0.020 = 0.080 = 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKYAY 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 FLOY(CFS) STREETFLOY MODEL RESULTS USING ESTIMATED FLOY: STREET FLOY DEPTH(FEET) = 0.71 HALFSTREET FLOOD YIOTH(FEET) = 18.92 AVERAGE FLOY VELOCITYCFEET/SEC.) = 6.49 PRODUCT OF OEPTH&VELOCITY(FT*FT/SEC.) = 4.61 STREET FLOY TRAVEL TIMECMIN.) = 2.57 Tc(MIN.) = 16.06 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.682 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8360 SOIL CLASSIFICATION IS '0' SUBAREA AREACACRES) = 3.10 TOTAL AREACACRES) = 11.27 25.88 SUBAREA RUNOFFCCFS) PEAK FLOY RATECCFS) = 6.95 29.35 END OF SUBAREA STREET FLOY HYORAULICS: OEPTHCFEET) = 0.73 HALFSTREET FLOOD YIDTH(FEET) = 20.46 FLOY VELOCITYCFEET/SEC.) = 6.56 DEPTH"VELOCITYCFT*FT/SEC.) = 4.82 LONGEST FLOYPATH FROM NOOE 1201.00 TO NODE 1218.00 = 2860.00. FEET. **************************************************************************** FLOY PROCESS FROM NODE 1218.00 TO NODE 1218.00 IS CODE = ....<DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===:: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INOEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 16.06 RAINFALL INTENSITY(INCH/HR) = 2.68 TOTAL STREAM AREACACRES) = 11.27 PEAK FLOY RATECCFS) AT CONFLUENCE = 29.35 **************************************************************************** FLOY PROCESS FROM NODE 1219.00 TO NODE 1220.00 IS CODE = 21 4111t----------------..-------------------------------------,------------------- .....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 = 120.00 UPSTREAM ELEVATION = 1265.70 ~DOWNSTREAM ELEVATION = 1263.30 ~LEVATION DIFFERENCE = 2.40 TC = 0.393'[( 120.00"3)/( 2.40)]".2 = 5.827 100 YEAR RAINFALL INTENSITYCINCH/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 COOE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USEO) ============================================================================ 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 GRADEBREAK(FEET) = 18.00 INSIOE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Sect;on(curb-to-curb) = 0.0150 ~Mannin9/S FRICTION FACTOR for Back-at-Walk Flow Section 0.0200 4.56 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 4.36 AVERAGE FLOW VELOCITY(FEET/SEC.) 5.62 PROOUCT OF DEPTH&VELOCITY(FT'FT/SEC.) 2.16 STREET FLOW TRAVEL TIME(MIN.) = 1.19 Tc(MIN.) .100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.229 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8572 SOIL CLASSIFICATION IS "D" SUBAREA AREACACRES) 2.00 TOTAL AREA(ACRES) = 2.23 7.01 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 7.25 8.18 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTHCFEET) = 5.51 FLOW VELOCITYCFEET/SEC.) = 6.47 DEPTH'VELOCITYCFT'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 = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- eTOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME 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 ~ **************************************************************************** FLOY PROCESS FROM NOOE 1221.00 TO NOOE 1222.00 IS CODE = 21 ~::::::~:~~:~~~:~::~~~~:~:~~~~~~~~:~~~~:~~:~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ ASSUMEO INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K*[(LENGTH**3)f(ElEVATION CHANGE)]**.2 INITIAL SUBAREA FLOY-LENGTH = 140.00 UPSTREAM ELEVATION = 1265.70 DOYNSTREAM ELEVATION = 1263.30 ELEVATION DIFFERENCE = 2.40 TC = 0.393*[( 140.00**3)!C 2.40)J**.2 6.391 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.451 SINGLE-FAMILYC1/4 ACRE LDT) RUNOFF COEFFICIENT = .8591 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) = 0.88 TOTAL AREACACRES) = 0.23 TOTAL RUNOFF(CFS) = 0.88 **************************************************************************** FLOY PROCESS FROM NODE 1222.00 TO NODE 1218.00 IS CODE = 61 .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA===== .....CSTANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1262.80 DOYNSTREAM ELEVATION(FEET) STREET LENGTHCFEET) = 320.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFYIDTHCFEET) = 30.00 ~ DISTANCE FROM CROYN TO CROSS FALL INSIDE STREET CROSSFALLCDECIMAL) OUTSIDE STREET CROSSFALLCOECIMAL) = 1249.18 GRADEBREAK(FEET) = 0.020 = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKYAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOYCCFS) STREETFLOY MODEL RESULTS USING ESTIMATED FLOY: STREET FLOY DEPTHCFEET) = 0.30 HALFSTREET FLOOD YIOTH(FEET) = 3.31 AVERAGE FLOY VELOCITYCFEET/SEC.) 5.39 PROOUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 1.62 STREET FLOY TRAVEL TIMECMIN.) = 0.99 TcCMIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.112 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8561 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) 1.00 TOTAL AREACACRES) = 1.23 2.64 7.38 SUBAREA RUNOFF(CFS) PEAK FLOY RATE(CFS) = 3.52 4.40 END OF SUBAREA STREET FLOY HYDRAULICS: DEPTHCFEET) = 0.37 HALFSTREET FLOOD YIDTH(FEET) = 4.11 . FLOY VELOCITY(FEET/SEC.) = 6.04 DEPTH*VELOCITY(FT*FT/SEC.) = 2.21 LONGEST FLOYPATH FROM NODE 1221.00 TO NODE 1218.00 = 460.00 FEET. FLOY PROCESS FROM NODE 1222.00 TO NODE 1218.00 IS CODE = ~ ~ ****************************************************************************. .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....ANO COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ============================================================================ TOTAL NUMBER OF STREAMS = 3 ~ONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 7.38 RAINFALL INTENSITYCINCH/HR) = 4.11 TOTAL STREAM AREACACRES) = 1.23 PEAK FLOW RATECCFS) AT CONFLUENCE = 4.40 ** CONFLUENCE DATA ** STREAM RUNOFF NUM8ER CCFS) 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 CACRE) 11.27 2.23 1.23 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS 8ASED ON THE RCFC&YCD FORMULA OF PLATE D.l AS DEFAULT VALUE. THIS FORMULA YILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOY. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. . ** PEAK STREAM NUM8ER 1 2 3 FLOY RATE RUNOFF (CFS) 25.17 25.84 37.41 TABLE ** Tc CMIN.) 7.01 7.38 16.06 INTENSITY (INCH/HOUR) 4.229 4.112 2.682 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 37.41 Tc(MIN.) = 16.06 TOTAL AREACACRES) = 14.73 LONGEST FLOYPATH FROM NODE 1201.00 TO NOOE 1218.00 = 2860.00 FEET. **************************************************************************** FLOY PROCESS FROM NODE 1218.00 TO NODE 1227.00 IS CODE = 61 .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA===== .....CSTANOARD CUR8 SECTION USEO)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1249.18 DOWNSTREAM ELEVATION(FEET) = 1236.21 STREET LENGTH(FEET) = 275.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFYIDTHCFEET) = 30.00 DISTANCE FROM CROYN TO CROSS FALL GRADEBREAKCFEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKYAY CROSSFALLCDECIMAL) = 0.020 eManning/S FRICTION FACTOR for Streetflow Section(curb-to-curb) = . Manning's FRICTION FACTOR for Back~of-Walk Flow Section = 0.0200 0.0150 37.64 '?~ -'TRAVEL TIME COMPUTED USING ESTIMATED FLOYCCFS) = STREETFLOY MODEL RESULTS USING ESTIMATED FLOY: STREET FLOY OEPTH(FEET) = 0.74 HALF STREET FLOOD WIDTH(FEET) = 20.56 AVERAGE FLOW VELOCITY(FEET/SEC.) 8.35 PRODUCT OF OEPTH&VELOCITY(FT*FT/SEC.) = 6.15 STREET FLOW TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) 4IIIllOO YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.633 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8870 SOIL CLASSIFICATION IS "D" SU8AREA AREA(ACRES) = 0.20 TOTAL AREA(ACRES) = 14.93 16.61 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 0.47 37.87 END OF SUBAREA STREET FLOW HYORAULICS: DEPTH(FEET) = 0.74 HALFSTREET FLOOD WIDTH(FEET) = 20.66 FLOW VELOCITY(FEET/SEC.) = 8.34 DEPTH*VELOCITY(FT*FT/SEC.) 6.15 LONGEST FLOWPATH FROM NOOE 1201.00 TO NODE 1227.00 = 3135.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1227.00 TO NODE 1227.00 IS CODE = .....DESIGNATE INDEPENOENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- u TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEO FOR INDEPENOENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.61 RAINFALL INTENSITY(INCH/HR) = 2.63 TOTAL STREAM AREA(ACRES) = 14.93 PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.87 **************************************************************************** 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)J"".2 = 5.979 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.617 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8605 SOIL CLASSIFICATION IS no" SUBAREA RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.40 **************************************************************************** FLOW PROCESS FROM NODE 1229.00 TO NODE 1227.00 IS CODE = 61 44444COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1240.39 DOWNSTREAM ELEVATION(FEET) = 1236.21 STREET LENGTH(FEET) = 150.00 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 = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = ~anning,S FRICTION FACTOR tor Back-ot-Walk FLow Section 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATEO FLOW(CFS) 1.33 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIOTH(FEET) = 2.70 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.90 PRODUCT OF OEPTH&VELOCITYCFT'FT/SEC.) 0.98 STREET FLOW TRAVEL TIMECMIN.) = 0.64 TcCMIN.) = 6.62 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.366 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8584 SOIL CLASSIFICATION IS non SUBAREA AREA(ACRES) = 0.50 TOTAL AREA(ACRES) = 0.60 0.0150 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 1.87 2.27 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALF STREET FLOOD WIOTH(FEET) 3.42 FLOW VELOCITY(FEET/SEC.) = 4.39 DEPTH'VELOCITYCFT'FT/SEC.) = 1.36 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 = .....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 INTENSITYCINCH/HR) = 4.37 TOTAL STREAM AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.27 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 37.B7 2 2.27 Tc (MIN.) 16.61 6.62 INTENSITY (INCH/HOUR) 2.633 4.366 AREA (ACRE) 14.93 0.60 *********************************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 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 17.36 6.62 4.366 .2 39.24 16.61 2.633 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE AS FOLLOWS: = 39.24 Tc(MIN.) = 15.53 16.61 ~~ ~ LONGEST FLOUPATH FROM NODE 1201.00 TO NOOE 1227.00 = 3135.00 FEET. **************************************************************************** . FLOU PROCESS FROM NODE 1227.00 TO NODE 1227.00 IS CODE = 10 ----------------------------------------.-------------.-------------------- .....MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOU PROCESS FROM NODE 1212.00 TO NODE 1212.00 IS CODE = 7 .....USER SPECIFIEO HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOUS: TC(MIN) = 12.99 RAIN INTENSITY(INCH/HOUR) = 3.01 TOTAL AREA(ACRES) = 3.54 TOTAL RUNOFF(CFS) = 10.53 **************************************************************************** FLOU PROCESS FROM NODE 1212.00 TO NODE 1212.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INOEPENOENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.99 RAINFALL INTENSITY(INCH/HR) = 3.01 TOTAL STREAM AREA(ACRES) = 3.54 PEAK FLOU RATE(CFS) AT CONFLUENCE = 10.53 . e*************************************************************************** FLOW PROCESS FROM NODE 1223.00 TO NODE 1224.00 IS CODE = 21 eeeeeRATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMEO INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOU-LENGTH = 110.00 UPSTREAM ELEVATION = 1287.50 DOUNSTREAM ELEVATION = 1283.96 ELEVATION DIFFERENCE = 3.54 TC = 0.393*[( 110.00**3)/( 3.54)]**.2 5.117 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.029 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8224 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.83 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.83 **************************************************************************** FLOU PROCESS FROM NODE 1212.00 TO NODE 1224.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ============================================================================ i. I , i I I 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 FLOU RATE(CFS) AT CONFLUENCE = 0.83 ~ ** CONFLUENCE DATA ** STREAM RUNOFF .NUMBER (CFS) 1 10.53 2 0.83 Tc (MIN. ) 12.99 5.12 INTENSITY (INCH/HOUR) 3.014 5.029 AREA (ACRE) 3.54 0.20 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USEO FOR 2 STREAMS. ** PEAK FLOW RATE STREAM RUNOFF NUMBER (CFS) 1 4.97 2 11.03 TABLE ** Tc (MIN.) 5.12 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 = 3135.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1224.00 TO NOOE 1225.00 IS COOE = 61 e------------------..------------------------------------------------------ ~~tttCOMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....CSTANDARO CURB SECTION USEO) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1283.46 DOWNSTREAM ELEVATIONCFEET) = 1250.03 STREET LENGTH(FEET) = 1100.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKCFEET) INSIDE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 18.00 SPECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow SectionCcurb-to-curb) 0.0150 Manning'S FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTEO USING ESTIMATED FLOWCCFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.61 HALFSTREET FLOCO WIDTHCFEET) = 12.97 AVERAGE FLOW VELOCITYCFEET/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 INTENSITYCINCH/HOUR) = 2.710 . SINGLE.FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8366 SOIL CLASSIFICATION IS "0" SUBAREA AREACACRES) = 4.70 TOTAL AREA(ACRES) = 8.44 16.35 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 10.66 21.68 END OF SUBAREA STREET FLOW HYDRAULICS: 7~ OEPTHCFEET) = 0.67 HALFSTREET FLOOO WIDTHCFEET) = 16.36 FLOW VELOCITYCFEET/SEC.) = 6.64 OEPTH'VELOCITYCFT'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 = 4235.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1225.00 TO NODE 1226.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....CSTANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1250.03 OOWNSTREAM ELEVATIONCFEET) = 1236.31 STREET LENGTHCFEET) = 275.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTHCFEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) 18.00 INSIOE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCOECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLCDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section{curb.to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-af-Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTEO USING ESTIMATEO FLOWCCFS) STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHCFEET) = 0.63 HALFSTREET FLOOD WIDTHCFEET) = 13.79 AVERAGE FLOW VElOCITY(FEET/SEC.) 8.48 22.46 . PRODUCT OF OEPTH&VELOCITYCFT'FT/SEC.) = 5.33 STREET FLOW TRAVEL TIMECMIN.) = 0.54 TcCMIN.) = 16.30 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.660 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8356 SOIL CLASSIFICATION IS "DR SUBAREA AREACACRES) = 0.70 TOTAL AREACACRES) = 9.14 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 1.56 23.24 END OF SUBAREA STREET FLOW HYORAULICS: DEPTHCFEET) = 0.63 HALFSTREET FLOOD WIDTHCFEET) = 14.20 FLOW VELOCITYCFEET/SEC.) = 8.48 OEPTH'VELOCITYCFT'FT/SEC.) = 5.38 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1226.00 = 4510.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1227.00 TO NOOE 1227.00 IS CODE = 11 .....CONFLUENCE MEMORY BANK # 1 WITH THE MAIN. STREAM MEMORY ===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER CCFS) CMIN.) (I NCH/HOUR) CACRE) 1 23.24 16.30 2.660 9.14 . LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1227.00 = 4510.0D FEET. ** MEMORY BANK # CONFLUENCE DATA " STREAM RUNOFF Tc INTENSITY AREA NUMBER CCFS) CMIN.) (INCH/HOUR) CACRE) e-zfP 1 39.24 16.61 2.633 15.53 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1227.00 = 3135.00 FEET. *********************************WARNI NG********************************** .IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED N THE RCFC&WCO FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc I NTENSI TY NUMBER (CFS) (MIN. ) (J NCH/HOUR) 1 61. 74 16.30 2.660 2 62.24 16.61 2.633 COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 62~24 Tc(MIN.) = 16.61 TOTAL AREA(ACRES) = 24.67 **************************************************************************** FLOW PROCESS FROM NODE 1230.00 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) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 eINSIDE STREET CROSSFALL(OECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(OECIMAl) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Yalk Flow Section 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATEO FLOW(CFS) = STREET FLOW MODEL RESULTS USING ESTIMATEO FLOW: STREET FLOW OEPTH(FEET) = 0.83 HALFSTREET FLOOD WIDTH(FEET) = 17.88 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.97 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 5.77 STREET FLOW TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 17.19 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.584 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8340 SOIL CLASSIFICATION IS HOH SUBAREA.AREA(ACRES) = 1.80 TOTAL AREA(ACRES) = 26.47 64.18 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 3.88 66.12 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.83 HALFSTREET FLOOO WIOTH(FEET) 18.37 FLOW VELOCITY(FEET/SEC.) = 6.97 OEPTH'VELOCITY(FT'FT/SEC.) = 5.82 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1231.00 = 4750.00 FEET. .e************************************************************************** FLOW PROCESS FROM NODE 1231.00 TO NODE 1231.00 IS CODE = 1 <<<<<DESIGNATE INDEPENOENT STREAM FOR CONFLUENCE====: '?~" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEO FOR INDEPENOENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.19 . RAINFALL INTENSITY(INCH/HR) = 2.58 TOTAL STREAM AREA(ACRES) = 26.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 66.12 .*************************************************************************** FLOW PROCESS FROM NODE 1317.00 TO NODE 1317.00 IS CODE = 7 tttttUSER 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) = 16.16 **************************************************************************** FLOW PROCESS FROM NODE 1317.00 TO NODE 1231.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INOEPENOENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.72 RAINFALL INTENSITY(INCH/HR) = 3.35 TOTAL STREAM AREA(ACRES) = 0.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.16 . ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUM8ER (CFS) (MIN.) (I NCH/HOUR) (ACRE) 1 66.12 17.19 2.584 26.47 2 16.16 10.72 3.350 0.00 ~********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED 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 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 57.40 10.n 3.350 2 78.59 17.19 2.584 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 78.59 Tc(MIN.) = 17.19 TOTAL AREA(ACRES) = 26.47 LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1231.00 = 4750.00 FEET. ~*************************************************************************** FLOW PROCESS FROM NODE 1317.00 TO NODE 1231.00 IS CODE = 1 .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE 4jo'V ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEO FOR INDEPENOENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 17.19 .RAINFALL INTENSITY(INCH/HR) = 2.58 OTAL STREAM AREA(ACRES) = 26.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 78.59 **************************************************************************** FLOW PROCESS FROM NODE 1317.00 TO NODE 1317.00 IS CODE = 7 ) ------'\,-----------------------------------------------------------:i'----- .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE ;f --------j~--------------------------------------------------------~--------- ---------\-------------------------------------------------------f---------- USER-SPE,IFIED VALUES ARE AS FOLLOWS: If TC(MIN) =\,10.72 RAIN INTENSITY(INCH/HOUR) = 3.35 j! TOTAL AREA(ACRES) = 16.83 TOTAL RUNOFF(CFS) = 33.60 \ /' **************~~*******************************************Z**************** \ t FLOW PROCESS F80M NODE 1231.00 TO NODE 1231.00 IS CODE = \ ; -----------------,,-------------------------------------j------------------- .....OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE I '" = .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES t ---------------------~------------------------------~---------------------- ----------------------\-----------------------------~r---------------------- TOTAL NUMBER OF STREA~S = 2 I CONFLUENCE VALUES USED\FOR INDEPENOENT STREAM 2 ARE: \ i TIME OF CONCENTRATION(Mi~.) = 10.72 i RAINFALL INTENSITY(INCH/HR) = 3.35 j TOTAL STREAM AREA(ACRES) ~\ 16.83 ( PEAK FLOY RATE(CFS) AT CONFhuENCE = 33.60/ \ f !NTENSITY j AREA (INCH/HOUR) ! (ACRE) \2.584 i 26.47 \;350 I 16.83 \ i *********************************WARNt~G*'******************************** \ , IN THIS COMPUTER PROGRAM, THE CONFLUENCE/VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l ASYDEFAULT VALUE. THIS FORMULA ~~ WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ***************************************J**~******************************* i' \ l \ f " RAINFALL INTENSITY ANO TIME OF CONCENTRATION'RATIO f "- CONFLUENCE FORMULA USED FOR 2 STREAMS. , i \ ! \, .. PEAK FLOW RATE TABLE *. i " /'" STREAM RUNOFF Tc INTENSITY \ NUMBER (CFS) (MIN.) (INCJ/HOUR) \ 1 82.62 10.72 31.350, 2 104.51 17.19 {584 '\ COMPUTED CONFLUENCE ESTIMATES ARE\AS FOLLOWS: \\ PEAK FLOW RATE(CFS) = 104.51 rC(MIN.) = 17.19 \ TOTAL AREA(ACRES) = 43.30 \ LONGEST FLOWPATH FROM NODE 1201.00 TO NODE 1231.00 = 4750.00 FEET. .===================================f======================================== END OF STUDY SUMMARY: , TOTAL AREA(ACRES) = 43.30 TC(MIN.) = 17.19 PEAK FLOW RATE(CFS) = 104.51 e** CONFLUENCE DATA ** STREAM RUNOFF Te NUM8ER (CFS) 1 78.59 2 33.60 t , (MIN.) 17.19 10.72 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ,?c,"J ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS . . . ~fA. **************************************************************************** . HYORAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 TIME/DATE OF STUDY: 11:42 07/11/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * nodes 1230 * 100-year . 1231 . . . ************************************************************************** **************************************************************************** ((((SUMP TYPE BASIN INPUT INFORMATION==== . Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = BASIN OPENING(FEET) = DEPTH OF WATER(FEET) = 39.30 0.83 0.83 <((<CALCULATED ESTlMATEO SUMP BASIN WIDTH(FEET) 16.75 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ~ **************************************************************************** . RATIONAL METHOO HYOROLOGY COMPUTER PROGRAM BASED ON RIVERSIOE 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 1300 . * 10-YEAR * . . ************************************************************************** FILE NAME: 10L1300.DAT TIME/OATE OF STUDY: 16:00 06/07/2001 USER SPECIFIED HYOROLOGY AND HYDRAULIC MOOEL 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-OURATION 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&WCO HYOROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOO 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 CROSS FALL IN- 1 OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE 1 SIOEI 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 1301.00 TO NODE 1302.00 IS CODE = 21 --.-----------------.------------------------------------------------------- tt4ttRATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) ie = K*[(LENGTH**3)f(ELEVATJON CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 125.00 .PSTREAM ELEVATION = 1263.00 OWNSTREAM ELEVATION = 1260.52 ELEVATION 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 "D" 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 (((((COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: t(444(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 HALFWIDTH(FEET) = 30.00 OISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIOE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 .anning,s FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning'S FRICTION FACTOR for Back-af-walk Flow Section = 0.0200 0.0150 ""TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.43 STREET FLOW MOOEL 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-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .B357 SOIL CLASSIFICATION IS "OH SUBAREA AREA(ACRES) = TOTAL AREA(ACRES) = 1.69 1.89 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 NODE 1301.00 TO NODE 1303.00 = 675.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1303.00 TO NODE 1303.00 IS CODE = .....OESIGNATE INDEPENOENT STREAM FOR CONFLUENCE====: .========================================================================== OTAL NUMBER OF STREAMS = 2 CONFLUENCE 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 ~ PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.31 **************************************************************************** FLOW PROCESS FROM NODE 1304.00 TO NODE 1305.00 IS CODE = 21 ~------------------------------------------------------------------------- .....RATIONAL METHOO INITIAL SUBAREA ANALYSIS====- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMEO 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 DIFFERENCE = 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 "OH 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 COOE = 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 ~STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 18.00 INSIOE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIOE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIEO 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) ~ STREETFLOU MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 2.BB 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 noN 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 eFLOW VELOCITY(FEET/SEC.) = 7.97 DEPTH*VELOCITY(FT*FT/SEC.) = 2.64 LONGEST FLOWPATH FROM NODE 1304.00 TO NODE 1303.00 = 622.00 FEET. **************************************************************************** ? FLOW PROCESS FROM NODE 1303.00 TO NODE 1303.00 IS CODE = .....OESIGNATE INOEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCEO STREAM VALUES===== 4111i;~;:~=:~::;:=~;=;;:;::;=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.22 RAINFALL INTENSITY(INCH/HR) = 2.85 TOTAL STREAM AREA(ACRES) = 1.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.73 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (I NCH/HOUR) (ACRE) 1 4.31 8.15 2.668 1.89 2 4.73 7.22 2.852 1.95 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ********~***************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) . 1 8.55 7.22 2.852 2 8.73 8.15 2.668 COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.55 Tc(MIN.) = 7.22 TOTAL AREA(ACRES) = 3.84 LONGEST FLOWPATH FROM NODE 1301.00 TO NODE 1303.00 675.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1303.00 TO NODE 1303.00 IS COOE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.22 RAINFALL INTENSITY(INCH/HR) = 2.85 TOTAL STREAM AREA(ACRES) = 3.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.55 **************************************************************************** FLOW PROCESS FROM NODE 1306.00 TO NODE 1307.00 IS COOE = 21 .....RATIONAL METHOD INITIAL SU8AREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) Te = K*((lENGTH**3)/(ElEVATION CHANGE)]**.2 INITIAL SU8AREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 1255.00 DOWNSTREAM ELEVATION = 1253.12 ,?<i- ELEVATION OIFFERENCE 0 1.88 TC 0 0.393"[( 140.00""3)/( 1.88)J"".2 6.711 10 YEAR RAINFALL INTENSITY(INCH/HOUR) 0 2.969 eSINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT 0 .8414 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) 0 0.40 TOTAL AREA(ACRES) 0 0.16 TOTAL RUNOFF(CFS) 0 0.40 **************************************************************************** FLOW PROCESS FROM NOOE 1307.00 TO NODE 1303.00 IS CODE 0 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) 0 1252.63 DOWNSTREAM ELEVATION(FEET) 0 1247.34 STREET LENGTH(FEET) 0 550.00 CURB HEIGHT(INCHES) 0 6.0 STREET HALFWIDTH(FEET) 0 30.00 OISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 0 18.00 INSIDE STREET CROSSFALL(OECIMAL) 0 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 0 1 STREET PARKWAY CROSSFALL(DECIMAL) 0 0.020 Manning's FRICTION FACTOR for Streetflow Section(c~rb-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 0.43 HAlFSTREET FLOOD WIDTH(FEET) = 4.98 AVERAGE FLOW VELOCITY(FEET/SEC.) 0 3.23 PRODUCT OF DEPTH&VELOCITY(FT"FT/SEC.) 0 1.40 STREET FLOW TRAVEL TIME(MIN.) 0 2.83 Tc(MIN.) 0 9.55 10 YEAR RAINFALL INTENSITY(INCH/HOUR) 0 2.445 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT 0 .8308 SOIL CLASSIFICATION IS RO" SUBAREA AREA(ACRES) 0 2.90 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) 0 3.06 PEAK FLOW RATE(CFS) 3.37 5.89 6.29 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) 0 0.54 HALFSTREET FLOOD WIOTH(FEET) 8.56 FLOW VELOCITY(FEET/SEC.) 0 3.67 DEPTH"VELOCITY(FT"FT/SEC.) 2.00 "NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L 0 550.0 FT WITH ELEVATION-DROP 0 5.3 FT, IS 5.0 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 1303.00 LONGEST FLOWPATH FROM NODE 1306.00 TO NODE 1303.000 690.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1303.00 TO NODE 1303.00 IS CODE 0 .....DESIGNATE INOEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) 9.55 RAINFALL INTENSITY(INCH/HR) 0 2.45 TOTAL STREAM AREA(ACRES) 0 3.06 PEAK FLOW RATE(CFS) AT CONFLUENCE 0 STREAM 2 ARE: '7~ 6.29 ** CONFLUENCE DATA ** STREAM RUNOff Tc INTENSITY AREA .NUMB~R (CFS) (MIN.) (I NCH/HOUR) (ACRE) 8.55 7.22 2.852 3.84 2 6.29 9.55 2.445 3.06 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASEO ON THE RCFC&~CD FORMULA OF PLATE D-' AS DEFAULT VALUE. THIS FORMULA ~ILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLO~. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLO~ RATE TABLE ** STREAM RUNOff Tc INTENSITY NUMBER (CFS) (MIN.) (I NCH/HOUR) 1 13.31 7.22 2.852 2 13.62 9.55 2.445 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLO~S: PEAK FLO~ RATE(CFS) : 13.31 Tc(MIN.) : 7.22 TOTAL AREA(ACRES) : 6.90 LONGEST FLO~PATH FROM NOOE 1306.00 TO NODE 1303.00 : 690.00 FEET. **************************************************************************** FLO~ PROCESS FROM NODE 1303.00 TO NODE 1308.00 IS CODE: 61 ~~::::~~~~~~-~~~~~~-~~~-~~:~~~-~:~~-~:~~-:::::~:------------------------- ~~~~~(STANDARO CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) : 1247.34 DO~NSTREAM ELEVATION(FEET) : 1234.06 STREET LENGTH(FEET): 800.00 CURB HEIGHT(INCHES) = 6.0 STREET HALF~IDTH(FEET) : 30.00 DISTANCE FROM CRO~N TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL): 0.020 OUTSIOE STREET CROSSFALL(DECIMAL) : 0.080 SPECIFIEO 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 FLO~(CFS) STREETFLO~ MODEL RESULTS USING ESTIMATED FLOW: STREET FLO~ OEPTH(FEET): 0.67 HALFSTREET FLOOD ~IOTH(FEET): 16.15 AVERAGE FLO~ VELOCITY(FEET/SEC.): 4:8B PROOUCT OF DEPTH&VELOCITY(FT'FT/SEC.) 3.25 STREET FLO~ TRAVEL TIME(MIN.): 2.73 Tc(MIN.): 9.95 10 YEAR RAINFALL INTENSITY(INCH/HOUR): 2.390 eSINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT: .B294 SOIL CLASSIFICATION IS non SUBAREA AREA(ACRES) : _ 2.40 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES): 9.30 PEAK FLO~ RATE(CFS) 15.69 4.76 18.07 /}p ^"" END OF SUBAREA STREET FLO~ HYORAULICS: OEPTHCFEET) = 0.69 HALFSTREET FLOOD YIDTHCFEET) = 17.89 FLOY VELOCITYCFEET/SEC.) = 4.90 DEPTH*VELOCITYCFT*FT/SEC.) = 3.40 LONGEST FLOYPATH FROM NOOE 1306.00 TO NODE 1308.00 = 1490.00 FEET. .************************************************************************** FLOY PROCESS FROM NODE 1308.00 TO NODE 1308.00 IS COOE = 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 INTENSITYCINCH/HR) = 2.39 TOTAL STREAM AREACACRES) = 9.30 PEAK FLOY RATECCFS) AT CONFLUENCE = 18.07 **************************************************************************** FLOY PROCESS FROM NODE 1309.00 TO NODE 1310.00 IS CODE = 21 t(((tRATIONAL METHOD INITIAL SUBAREA ANAlYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) TC = K*[CLENGTH**3)/CELEVATION CHANGE))**.2 INITIAL SUBAREA FLOY-LENGTH = 130.00 UPSTREAM ELEVATION = 1240.00 DOYNSTREAM ELEVATION = 1237.29 ELEVATION DIFFERENCE = 2.71 TC = 0.393*[C 130.00**3)/C 2.71)J**.2 = 5.967 . 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.167 SINGlE~FAMIlY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7882 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) 1.12 TOTAL AREACACRES) = 0.45 TOTAL RUNOFFCCFS) = 1.12 **************************************************************************** FLOY PROCESS FROM NODE 1310.00 TO NODE 1308.00 IS CODE = 61 .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA===== .....CSTANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1236.79 OOYNSTREAM ELEVATIONCFEET) = 1234.06 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFYIOTHCFEET) = 30.00 OISTANCE FROM CROYN TO CROSSFALL GRADE8REAKCFEET) = 18.00 INSIOE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKYAY 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 FLOW(CFS) STREETFLOY MODEL RESULTS USING ESTIMATED FLOY: STREET FLOY DEPTH(FEET) = 0.41 HALFSTREET FLOOD YIDTHCFEET) = 4.67 AVERAGE FLOY VELOCITYCFEET/SEC.) 2.80 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 1.15 2.58 4 STREET FLOW TRAVEL TIME(MIN.) = 2.08 Tc(MIN.) = 8.05 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.686 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7737 .SOIL CLASSIFICATION IS "B" UBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 1.85 PEAK FLOW RATE(CFS) = 2.91 4.03 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIOTH(FEET) = 5.57 FLOW VELOCITY(FEET/SEC.) = 3.12 DEPTH*VELOCITY(FT*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 CODE = .....DESIGNATE INOEPENOENT 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.) = 8.05 RAINFALL INTENSITY(INCH/HR) = 2.69 TOTAL STREAM AREA(ACRES) = 1.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.03 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 18.07 2 4.03 Tc (MIN.) 9.95 8.05 INTENSITY (INCH/HOUR) 2.390 2.686 AREA (ACRE) 9.30 1.85 . *********************************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 USEO FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) CINCH/HOUR) 1 18.65 8.05 2.686 2 21.65 9.95 2.390 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.65 Tc(MIN.) = 9.95 TOTAL AREA(ACRES) = 11.15 LONGEST FLOWPATH FROM NODE 1306.00 TO NODE 1308.00 1490.00 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 1308.00 TO NODE 1308.00 IS CODE = .=====~:=~:~:::=~~~:::~~:~:=::::::=:~:=~~~:~~:~~:========================== 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(ACRES) = 11.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.65 **************************************************************************** ~FLOW PROCESS FROM NODE 1311.00 TO NODE 1312.00 IS COOE = 21 tttttRATIONAl 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 FLOW-LENGTH = 170.00 UPSTREAM ELEVATION = 1239.50 OOWNSTREAM ELEVATION = 1236.55 ELEVATION DIFFERENCE = 2.95 TC = 0.393*[( 170.00**3)/( 2.95)]**.2 = 6.891 10 YEAR RAINFALL INTENSITY(INCH/HDUR) = 2.926 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT .7814 SOIL CLASSIFICATION IS nBn SUBAREA RUNOFF(CFS) 0.69 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.69 **************************************************************************** FLOW PROCESS FROM NODE 1312.00 TO NODE 1308.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1236.05 DOWNSTREAM ELEVATION(FEET) = 1234.06 ~STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6.0 ~STREET HALFYIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIOE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-Yalk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATEO FLOW(CFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: 1.20 STREET FLOW OEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 3.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.56 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.76 STREET FLOW TRAVEL TIME(MIN.) = 1.30 Tc(MIN.) = 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.660 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = SOIL CLASSIFICATION IS "8" SUBAREA AREA(ACRES) = 0.50 TOTAL AREA(ACRES) = 0.80 8.19 .7729 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 1.03 1. 71 END OF SUBAREA STREET FLaY HYDRAULICS: eDEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 3.77 FLOW 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. ~~ **************************************************************************** FLOW PROCESS FROM NODE 1312.00 TO NODE 1308.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE====: ~:::::~~=~~::~::=~:::~~:=~~~:~~:~~:~=::::::=~:~~::======================== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 8.19 RAINFALL INTENSITYCINCH/HR) = 2.66 TOTAL STREAM AREACACRES) = O.BO PEAK FLOW RATECCFS) AT CONFLUENCE = 1.71 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 21.65 2 1.71 Tc (MIN.) 9.95 8.19 INTENSITY (I NCH/HOUR) 2.390 2.660 AREA (ACRE) 11.15 0.80 *********************************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 .UMB~R (CFS) (MIN. ) (lNCH/HOUR) 19.54 8.19 2.66D 2 23.19 9.95 2.390 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 23.19 TcCMIN.) = 9.95 TOTAL AREACACRES) = 11.95 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 = .....OESIGNATE INDEPENOENT STREAM fOR CONfLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER Of STREAMS = 2 CONfLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME Of CONCENTRATIONCMIN.) = 9.95 RAINfALL INTENSITYCINCH/HR) = 2.39 TOTAL STREAM AREA(ACRES) = 11.95 PEAK fLGW RATE(CfS) AT CONfLUENCE = 23.19 **************************************************************************** fLOW PROCESS fROM NODE 1313.00 TO NODE 1314.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS====: ~=======:;;:::~=;:;;;::=;::::::=::;;~::==================================== DEVELOPMENT IS SINGLE fAMILY Cl/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA fLOW-LENGTH = 110.00 UPSTREAM ELEVATION = 1258.10 ~~ DOYNSTREAM 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 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8455 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.13' TOTAL RUNOFF(CFS) = 0.35 **************************************************************************** FLO~ PROCESS FROM NODE 1314.00 TO NODE 1315.00 IS CODE = 61 .....COMPUTE STREET FLO~ TRAVEL TIME THRU SUBAREA===== .....(STANOARO CUR8 SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1255.66 DO~NSTREAM ELEVATION(FEET) = 1234.06 STREET LENGTH(FEET) = 1150.00 CURB HEIGHT(INCHES) = 6.0 STREET HALF~IDTH(FEET) = 30.00 DISTANCE FROM CRO~N 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 PARK~AY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-af-Yalk Flow Section = 0.0200 . **TRAVEL TIME COMPUTED USING ESTIMATED FLO~(CFS) = STREETFLO~ MODEL RESULTS USING ESTIMATED FLO~: STREET FLOW DEPTH(FEET) = 0.40 3.83 HALFSTREET FLOOD ~IOTH(FEET) = 4.59 AVERAGE FLOY VELOCITY(FEET/SEC.) 4.29 PRODUCT OF OEPTH&VELOCITY(FT*FT/SEC.) 1.73 STREET FLO~ 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 SUBAREA RUNOFF(CFS) PEAK FLO~ RATE(CFS) = 6.82 7.18 END OF SUBAREA STREET FLOY HYORAULICS: DEPTH(FEET) = 0.51 HALFSTREET FLOOD ~IDTH(FEET) = 6.20 FLO~ VELOCITY(FEET/SEC.) = 5.01 OEPTH*VELOCITY(FT*FT/SEC.) = 2.54 LONGEST FLO~PATH 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===== 4eeeeAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INOEPENDENT STREAM 2 ARE: . TIME OF CONCENTRATION(MIN.) = 10.24 RAINFALL INTENSITY(INCH/HR) = 2.35 TOTAL STREAM AREA(ACRES) = 3.63 PEAK FLO~ RATE(CFS) AT CONFLUENCE = 7.18 ~~ ** CONFLUENCE DATA ** STREAM NUMBER 1 2 RUNOFF (CFS) 23.19 7.1B Tc INTENSITY (! NCH/HOUR) 2.390 2.353 AREA (ACRE) 11.95 3.63 . *********************************WARNI NG********************************** (MIN. ) 9.95 10.24 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 (CFSl (MIN.l (! NCH/HOUR) 1 30.17 9.95 2.390 2 30.01 10.24 2.353 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 30.17 TcCMIN.l = 9.95 TOTAL AREA(ACRES) = 15.58 LONGEST FLOWPATH FROM NODE 1306.00 TO NODE 1316.00 = 1490.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1316.00 TO NODE 1317.00 IS COOE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== ......(STANDARD CURB SECTION USEDl===== -========================================================================== UPSTREAM ELEVATION(FEET) = 1234.06 OOWNSTREAM ELEVATIONCFEET) = 1231.48 STREET LENGTH(FEETl = 230.00 CURB HEIGHT{INCHESl = 6.0 STREET HALFWIDTHCFEETl = 30.00 OISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEETl INSIOE STREET CROSSFALL(DECIMALl = 0.020 OUTSIDE STREET CROSSFALLCDECIMALl = 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-af-Walk Flow Section = 0.0200 ""TRAVEL TIME COMPUTEO USING ESTIMATED FLOW(CFSl STREET FLOW MODEL. RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEETl = 0.70 HALF STREET FLOOD WIOTHCFEET) = 18.51 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.04 PRODUCT OF DEPTH&VELOCITY(FT"FT/SEC.) 2.84 STREET FLOW TRAVEL TIME{MIN.) = 0.95 Tc(MIN.l 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.273 SINGLE.FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7580 SOIL CLASSIFICATION IS "8" . SUBAREA AREACACRES) = 1.25 TOTAL AREA{ACRES) = 16.83 31. 25 10.90 SUBAREA RUNOFF(CFSl PEAK FLOW RATE{CFS) = 2.15 32.32 END OF SU8AREA STREET FLOW HYORAULICS: DEPTH(FEET) = 0.71 HALFSTREET FLOOD WIDTH(FEET) = 18.92 FLOW VELOCITYCFEET/SEC.l = 4.05 DEPTH"VELOCITY(FT"FT/SEC.) 2.88 ~'\ LONGEST FLOWPATH FROM NOOE 1306.00 TO NODE 1317.00 = 1720.00 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ENO OF STUDY SUMMARY: . TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) = 16.83 TC(MIN.) = 32.32 10.90 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS . . ~ **************************************************************************** . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License IO 1264 Analysis prepared by: RBF & Associ ates 14725 Alton Parkway Irvine, CA 92618 TIME/OATE Of STUOY: 16:15 06/07/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** . NODE 1317 . 1f ". n ID"-Y'Af . . . . ************************************************************************** **************************************************************************** ....STREETfLOW MOOEL INPUT INFORMATION==== . CONSTANT STREET GRADE(FEET/FEET) = 0.010000 CONSTANT STREET fLOW(CFS) = 32.32 AVERAGE STREET FLOW FRICTION fACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALf-WIDTH(fEET) = 20.00 DISTANCE fROM CROWN TO CROSS FALL GRADEBREAK(fEET) = 18.00 INTERIOR STREET CROSSfALL(DECIMAL) = 0.020000 OUTSIOE STREET CROSSfALL(DECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(fEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(fEET) = 0.12500 fLOW ASSUMEO 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 OUTSIOE Of THE STREET CHANNEL. THAT IS, ALL fLOW ALONG THE PARKWAY, ETC:. IS NEGLECTED. STREET fLOW DEPTH(fEET) = 0.53 HALf STREET fLOOO WIOTH(fEET) = 20.00 AVERAGE fLOW VELOCITY(fEET/SEC.) = 3.72 PRODUCT Of DEPTH&VELOCITY = 1.96 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ~~ **************************************************************************** . RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOO CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982.2000 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2000 License ID 1264 Analysis prepared by: RBF & Associates 14725 Alton ,Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** * BASI IN 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 .10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0_880 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) ~ 1.300 SLOPE OF 10-YEAR INTENSITY-OURATION CURVE = 0.5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 I-HOUR INTENSITY(INCH/HOUR) = 1.300 SLOPE OF INTENSITY DURATION CURVE = 0.5496 RCFC&WCD HYOROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL ANO IGNORE OTHER CONFLUENCE COM8INATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPE FLaY AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIOTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) --------- --------- ----------------- ----------------- GLOBAL STREET FLDW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-af-Curb) 2. (Depth)*(Velocity) Constraint = 0.0 (FT*FT/S) .SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* .*************************************************************************** FLOW PROCESS FROM NODE 1301.00 TO NODE 1302.00 IS CODE = 21 t~~etRATIONAL METHOD INITIAL SUBAREA ANALYSIS ASSUMEO INITIAL SUBAREA UNIFORM ~\ --.-------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEVELOPMENT IS SINGLE fAMILY (1/4 ACRE) Te = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA fLOW-LENGTH = 125.00 .PSTREAM ELEVATION = 1263.00 OWN STREAM ELEVATION = 1260.52 ELEVATION DIffERENCE = 2.48 TC = 0.393*[( 125.00**3)/( 2.48)]**.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===== ttfff(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 IIALfWIDTH(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 HALf STREETS CARRYING RUNOff = 1 STREET PARKWAY CROSSfALL(DECIMAL) = 0.020 ~anning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = ""'Mannin9'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) = 0.38. HALf STREET 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.) 100 YEAR RAINfALL INTENSITY(INCH/HOUR) = 3.954 SINGLE-fAMILY(1/4 ACRE LOT) RUNOff COEffICIENT = .8545 SOIL CLASSIFICATION IS HOH SUBAREA AREA(ACRES) = 1.69 TOTAL AREA(ACRES) = 1.89 3.66 7.93 SUBAREA RUNOff(CfS) = PEAK fLOW RATE(CfS) 5.71 6.51 END Of SUBAREA STREET fLOW HYDRAULICS: DEPTH(fEET) = 0.47 HALf STREET fLOOD WIOTH(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 NOOE 1303.00 IS CODE = .....DESIGNATE INDEPENOENT STREAM fOR CONfLUENCE===== ~;~;=:=::::;:=~;=;;:;::;=:==;============================================== CONfLUENCE 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 r"Jp~1I PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.51 **************************************************************************** .FLOW PROCESS FROM NOOE 1304.00 TO NODE 1305.00 IS CODE = 21 -----------------------------------.----.--------------------------_.----- .....RATIONAL METHOO 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 = 122.00 UPSTREAM ELEVATION = 1255.00 DOWNSTREAM ELEVATION = 1252.B9 ELEVATION DIFFERENCE = 2.11 TC = 0.393*[( 122.00**3)/( 2.11)]**.2 6.03B 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.592 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8603 SOIL CLASSIFICATION IS HOR SU8AREA RUNOFF(CFS) 0.99 TOTAL AREA(ACRES) = 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====: .....(STANDARD CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1289.39 DOWNSTREAM ELEVATION(FEET) = 1247.34 STREET LENGTH(FEET) = 500.00 CURB HEIGHTCINCHES) = 6.0 .STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 18.00 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(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back~of-~alk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOY(CFS) STREETFLO~ MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 3.46 AVERAGE FLOW VELOCITY(FEET/SEC.) 7.65 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 2.39 STREET FLOW TRAVEL TIMECMIN.) = 1.09 TcCMIN.) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.192 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8569 SOIL CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 1.70 TOTAL AREA(ACRES) = 1.95 4.05 7.13 SUBAREA RUNOFFCCFS) = PEAK FLOW RATE(CFS) = 6.11 7.~ END OF SUBAREA STREET FLOW HYDRAULICS: . DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 4.36 FLOW VELOCITY(FEET/SEC.) = 8.74 DEPTH*VELOCITY(FT*FT/SEC.) 3.37 LONGEST FLOWPATH FROM NODE 1304.00 TO NODE 1303.00 = 622.00 FEET. **************************************************************************** ~ FLOW PROCESS FROM NODE 1303.00 TO NODE 1303.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCEO STREAM VALUES===== ~~;::=::::::=~;=;;::::;=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 7.13 RAINFALL INTENSITY(INCH/HR) = 4.19 TOTAL STREAM AREACACRES) = 1.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.09 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS), 1 6.51 2 7.09 Tc (MIN.) 7.93 7.13 INTENSITY (INCH/HOUR) 3.954 4.192 AREA CACRE) 1.89 1.95 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS OEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY ANO TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER CCFS) CMIN. ) (INCH/HOUR) . 1 12.95 7.13 4.192 2 13.20 7.93 3.954 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.95 TcCMIN.) = 7.13 TOTAL AREACACRES) = 3.84 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 INDEPENOENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENOENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 7.13 RAINFALL INTENSITYCINCH/HR) = 4.19 TOTAL STREAM AREACACRES) = 3.84 PEAK FLOW RATECCFS) AT CONFLUENCE = 12.95 **************************************************************************** FLOW PROCESS FROM NODE 1306.00 TO NODE . 1307.00 IS CODE = 21 .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ASSUMED INITIAL SUBAREA UNIFORM , DEVELOPMENT IS SINGLE FAMILY Cl/4 ACRE) Tt = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 1255.00 DOWNSTREAM ELEVATION = 1253.12 # ELEVATION OIFFERENCE = 1.BB TC = 0.393'[( 140.00"3)/( 1.BB)]".2 6.711 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.333 . SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .B5B1 SOIL CLASSIFICATION IS "0" SUBAREA RUNOFF(CFS) = 0.59 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.59 **************************************************************************** FLOY PROCESS FROM NODE 1307.00 TO NODE 1303.00 IS CODE = 61 .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA===== .....CSTANDARD CURB SECTION USEO)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1252.63 OOYNSTREAM ELEVATION(FEET) = 1247.34 STREET lENGTH(FEET) = 550.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFYIDTH(FEET) = 30.00 DISTANCE FROM CROYN TO CROSS FALL GRADEBREAKCFEET) = 1B.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = O.OBO 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-Yalk FLow Section = 0.0200 . "TRAVEL TIME COMPUTEO USING ESTIMATED FLOY(CFS) STREETFLOY MODEL RESULTS USING ESTIMATED FLOY: STREET FLOY DEPTHCFEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 6.10 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.57 PRODUCT OF OEPTH&VELOCITYCFT'FT/SEC.) = 1.BO STREET FLOW TRAVEL TIME(MIN.) = 2.57 TcCMIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.627 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .B509 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 2.90 TOTAL AREA(ACRES) = 3.06 5.09 9.2B SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = B.95 9.54 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 13.48 FLOY VELOCITY(FEET/SEC.) = 3.70 DEPTH'VELOCITY(FT'FT/SEC.) = 2.30 'NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 550.0 FT YITH ELEVATION-DROP = 5.3 FT, IS 7.6 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 CONFLUENCEO STREAM VALUES===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATIONCMIN.) = 9.2B RAINFALL INTENSITY(INCH/HR) = 3.63 TOTAL STREAM AREA(ACRES) = 3.06 PEAK FLOY RATE(CFS) AT CONFLUENCE = 9.54 2 ARE: '?~ ** CONFLUENCE DATA ** STREAM RUNOFF .NUMBE1R (CFS) 12.95 2 9.54 Tc (MIN.) 7.13 9.2B I NTENS ITY (INCH/HOUR) 4.192 3.627 AREA (ACRE) 3.84 3.06 *********************************WARNI NG***************.***********..*...* IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS 8ASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ****-***********-*.*****-*******_.*_..**********._**********_.****-**--*** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE *- STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 20.28 7.13 4.192 2 20.75 9.28 3.627 COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK ~LOW 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 .....---------------------------------------------------------------------- 44444COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== .....(STANOARD CUR8 SECTION USEO)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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 CROSS FALL GRADE8REAK(FEET) = 18.00 INSIDE STREET CROSSFALL(OECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(OECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to.curb) 0.0150 Manning/s FRICTION FACTOR for Back-of-Watk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.75 HALFSTREET 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) 7 3.519 ." SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8495 SOIL CLASSIFICATION IS "0" SU8AREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 9.30 PEAK FLOW RATE(CFS) 23.87 7.17 27.45 END OF SU8AREA STREET FLOW HYDRAULICS: ~ OEPTHCFEET) = 0.78 HALFSTREET FLOOD WIDTH(FEET) = 23.23 FLOW VELOCITY(FEET/SEC.) = 5.05 DEPTH*VELOCITYCFT*FT/SEC.) 3.93 LONGEST FLOWPATH FROM NOOE 1306.00 TO NODE 1308.00 = 1490.00 FEET. ~************************************************************************** FLOW PROCESS FROM NODE 1308.00 TO NODE 1308.00 IS CODE = 1 .....DESIGNATE INOEPENOENT STREAM FOR CONFLUENCE====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 9.80 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 (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2 INITIAL SUBAREA FLOW-LENGTH = 130.00 UPSTREAM ELEVATION = 1240.00 OOWNSTREAM ELEVATION = 1237.29 ELEVATION DIFFERENCE = 2.71 TC = 0.393*[C 130.00**3)/( 2.71)J**.2 5.967 . 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.622 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8169 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) 1.70 TOTAL AREA(ACRES) = 0.45 TOTAL RUNOFFCCFS) = 1.70 **************************************************************************** FLOW PROCESS FROM NODE 1310.00 TO NODE 1308.00 IS CODE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....CSTANDARD CURB SECTION USED) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATIONCFEET) = 1236.79 DOWNSTREAM ELEVATIONCFEET) = 1234.06 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADE8REAK(FEET) = 18.00 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 Section(curb-ta-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 DEPTHCFEET) = 0.48 HALFSTREET FLOOD WIDTHCFEET) = 5.53 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.10 PRODUCT OF DEPTH&VELOCITYCFT*FT/SEC.) = 1.48 3.~ ~ STREET FLOW TRAVEL TIMECMIN.) = 1.88 TcCMIN.) = 7.85 100 YEAR RAINFALL INTENSITY(lNCH/HOUR) = 3.976 SINGLE-FAMILYC1/4 ACRE LOT) RUNOFF COEFFICIENT = .8062 .SOIl CLASSIFICATION ~S "8" UBAREA AREA(ACRES) = 1.40 SUBARE! RUNOFFCCFS) = TOTAL AREACACRES) = 1.85 PEAK FLOW RATECCFS) = 4.49 6.19 END OF SUBAREA STREET FLOW HYORAULICS: DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTHCFEET) = 9.59 FLOW VELOCITY(FEET/SEC.) = 3.32 DEPTH*VELOCITYCFT*FT/SEC.) = 1.86 LONGEST FLOWPATH FROM NODE 1309.00 TO NODE 1308.00 = 480.00 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 1308.00 TO NODE 1308.00 IS CODE = .....OESIGNATE 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 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 NUMBER CCFS) 1 27.45 2 6.19 Tc (MIN. ) 9.80 7.85 INTENSITY (INCH/HOUR) 3.519 3.976 AREA CACRE) 9.30 1.85 . *********************************WARN1 NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCO FORMULA OF PLATE D-l AS OEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA US EO FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 28.17 32.93 TABLE ** Tc (MIN.) 7.85 9.80 INTENSITY (INCH/HOUR) 3.976 3.519 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 32.93 TcCMIN.) = 9.80 TOTAL AREA(ACRES) = 11.15 LONGEST FLOWPATH FROM NODE 1306.00 TO NODE 1308.00 = 1490.00 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 1308.00 TO NODE 1308.00 IS CODE = . ~::::~:=~:~:::=:~~:::~~:~:==:::::=:~:=~~~:~~:~~:========================== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.80 RAINFALL INTENSITY(INCH/HR) = 3.52 ~ TOTAL STREAM AREA(ACRES) = 11.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.93 .************************************************************************** FLOW PROCESS FROM NODE 1311.00 TO NODE 1312.00 IS CODE = 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 FLOW-LENGTH = 170.00 UPSTREAM ELEVATION = 1239.50 OOWNSTREAM ELEVATION = 1236.55 ELEVATION DIFFERENCE = 2.95 TC = 0.393*[( . 170.00**3)/( 2.95)J**.2 = 6.891 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.270 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF CDEFFICIENT = .8114 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.04 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 1.04 **************************************************************************** FLOW PROCESS FROM NODE 1312.00 TO NOOE 1308.00 is COOE = 61 .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA====: .....(STANOARO CURB SECTION USED)====: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1236.05 OOWNSTREAM ELEVATION(FEET) = 1234.06 .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(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 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) = 1.83 STREETFLOY MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WiOTH(FEET) = 3.B7 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.82 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.97 STREET FLOW TRAVEL TIME(MIN.) = 1.18 Tc(MIN.) = 8.07 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.914 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICiENT = .B050 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) TOTAL AREA(ACRES) = 0.50 0.80 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) 1.5B 2.61 . END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 4.48 FLOW VELOCITY(FEET/SEC.) = 3.06 DEPTH*VELOCITY(FT*FT/SEC.) = LONGEST FLOWPATH FROM NODE 1311.00 TO NODE 130B.00 = 370.00 1.21 FEET. 4pfJJ.., **************************************************************************** FLOW PROCESS FROM NODE 1312.00 TO NODE 1308.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....ANO COMPUTE VARIOUS CONFLUENCED STREAM VALUES .========================================================================= TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INOEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.07 RAINFALL INTENSITY(INCH/HR) = 3.91 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.61 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 32.93 2 2.61 Tc (MIN.) 9.80 8.07 INTENSITY (INCH/HOUR) 3.519 3.914 AREA (ACRE) 11.15 0.80 *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY .NUMB~R (CFS) (MIN.) (INCH/HOUR) 29.75 8.07 3.914 2 35.28 9.80 3.519 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 35.28 Tc(MIN.) = 9.80 TOTAL AREA(ACRES) = 11.95 LONGEST FLOWPATH FROM NODE 1306.00 TO NODE 1308.00 = 1490.00 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 1308.00 TO NOOE 1308.00 IS CODE = .....OESIGNATE INDEPENOENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.80 RAINFALL INTENSITY(INCH/HR) = 3.52 TOTAL STREAM AREA(ACRES) = 11.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 35.28 **************************************************************************** FLOW PROCESS FROM NODE 1313.00 TO NODE 1314.00 IS CODE = 21 .....RATION~L METHOD INITIAL SUBAREA~NALYSIS===== ============================================================================ . ASSU~ED INITIAL SUBAREA UNIFORM DEVELJPMENT IS SINGLE FAMILY (1/4 ACRE) TC K*[(LENGTH**3)f(ELEVATION CHANGE)]**.2 INITIAL SUBA,EA FLOW-LENGTH = 110.00 UPSTREAM ELEVATION = 1258.10 ,?oP DOYNSTREAM ELEVATION = 1256.16 ELEVATION DIFFERENCE = 1.94 TC = 0.393*[( 110.00**3)/( 1.94)]**.2 = 5.771 . 100 YEAR RAINFALL INTENSITY(INCH/HOURl = 4.708 SINGLE-FAMILY(1/4 ACRE LOT) RUNDFF COEFFICIENT = .8612 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 0.53 TOTAL AREA(ACRESl = 0.13 TOTAL RUNOFF(CFS) = 0.53 **************************************************************************** FLOY PROCESS FROM NODE 1314.00 TO NODE 1315.00 IS CODE = 61 .....COMPUTE STREET FLOY TRAVEL TIME THRU SUBAREA===== .....(STANDARD CURB SECTION USEDl===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEETl = 1255.66 DOYNSTREAM ELEVATION(FEET) = 1234.06 STREET LENGTH(FEETl = 1150.00 CURB HEIGHT(INCHESl = 6.0 STREET HALFYIDTH(FEETl = 30.00 DISTANCE FROM CROYN TO CROSSFALL GRADE8REAK(FEETl = 18.00 INSIOE STREET CROSSFALL(OECIMALl = 0.020 OUTSIDE STREET CROSSFALL(OECIMALl = 0.080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKYAY CROSSFALL(OECIMALl = 0.020 Manning's FRICTION FACTOR for Streetflow Sectlon(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-at-Walk Flow Section = 0.0200 . **TRAVEL TIME COMPUTED USING ESTIMATED FLOY(CFS) STREETFLOY MODEL RESULTS USING ESTIMATEO FLOY: STREET FLOW DEPTH(FEET) = 0.47 HALFSTREET FLOOD YIDTH(FEET) = 5.43 AVERAGE FLOY VELOCITY(FEET/SEC.l 4.75 PROOUCT OF OEPTH&VELOCITY(FT*FT/SEC.) = 2.23 STREET FLOY TRAVEL TIME(MIN.) = 4.04 Tc(MIN.l 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.517 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8495 SOil CLASSIFICATION IS "OH SUBAREA AREA(ACRES) = 3.50 TOTAL AREA(ACRESl = 3.63 5.83 9.81 SUBAREA RUNOFF(CfS) = PEAK FLOY RATE(CfSl = 10.46 10.98 END OF SU8AREA STREET fLOY HYDRAULICS: OEPTH(FEETl = 0.59 HALF STREET fLOOD YIDTH(FEET) = 11.13 FLOY VELOCITY(FEET/SEC.) = 5.19 DEPTH*VELOCITY(FT*FT/SEC.l = 3.04 *NOTE: INITIAL SUBAREA NOMOGRAPH YITH SUBAREA PARAMETERS, AND L = 1150.0 FT YITH ELEVATION-DROP = 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 INOEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ~=;~;=~=:~::;:=~;=;;:;=:;=:==;============================================== CONFLUENCE VALUES USED fOR INDEPENDENT STREAM 2 ARE: TIME Of CONCENTRATION(MIN.) = 9.81 RAINfALL INTENSITY(INCH/HRl = 3.52 TOTAL STREAM AREA(ACRES) = 3.63 ~ PEAK FLOW RATE(CFS) AT CONFLUENCE 10.98 ** CONFLUENCE DATA ** .STREAM RUNOFF NUMBER (CFS) , 35.28 2 10.98 Tc (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&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) 46.25 46.25 TABLE ** Tc (MIN.) 9.80 9.81 INTENSITY (INCH/HOUR) 3.519 3.517 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 46.25 Tc(MIN.) = 9.80 TOTAL AREA(ACRES) = 15.58 LONGEST FLOWPATH FROM NODE 1306.00 TO NODE 1316.00 = 1490.00 FEET. **************************************************************************** . FLOW PROCESS FROM NODE 1316.00 TO NOOE 1317.00 IS CODE = 61 --------------------------------._----------------------------------------- .....COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA===== ttttt(STANDARD CURB SECTION USED)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1234.06 DOWNSTREAM ELEVATION(FEET) = 1231.48 STREET LENGTH(FEET) = 230.00 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 = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's rRICTION 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) = 0.79 HALF STREET FLOOD WIDTH(FEET) = 24.05 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.17 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) 3.30 STREET FLOW TRAVEL TIME(MIN.) = 0.92 Tc(MIN.) = 10.72 . 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.349 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7928 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.25 TOTAL AREA(ACRES) = 16.83 47.91 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) = 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 NODE 1306.00 TO NODE 1317.00 = 1720.00 FEET. ========================================================================== END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 16.83 TC(MIN.) = 49.57 10.72 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS . . ~ **************************************************************************** . HYORAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982.2000 Advanced Engineering Software (aes) Ver. 8.0 ReLease Date: 01/01/2000 License 10 1264 AnaLysis prepared by: RBF & Associates 14725 ALton Parkway Irvine, CA 92618 TIME/DATE OF STUDY: 16:20 06/07/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** . NODE 1317 . * 100-YEAR * . . ************************************************************************** **************************************************************************** ....STREETFLOW MODEL INPUT INFORMATION==== . CONSTANT STREET GRAOE(FEET/FEET) = 0.010000 CONSTANT STREET FLOW(CFS) = 49.57 AVERAGE STREET FLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 1B.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIOE STREET CROSSFALL(DECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES ***STREET FLOWING FULL*** ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOU MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE 8ASEO ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIOE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.20 PRODUCT OF DEPTH&VELOCITY = 2.54 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . 7J~~ **************************************************************************** . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. B.O Release Date: 01/01/2000 License 10 1264 Analysis prepared by: RBF & Associates 14725 Alton Parkway Irvine, CA 92618 -------------~-------------------------------------------------------------- TIME/DATE OF STUDY: 16:21 06/07/2001 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** . NODE 1317 . 100-YEAR . . . . ************************************************************************** **************************************************************************** ....FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION==== ---------.------------------------.----------.-.---------------------------- . Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for fLowby basins and sump basins. STREETFLOW(CFS) = 24.88 GUTTER FLOWDEPTH(FEET) = 0.60 BASIN LOCAL OEPRESSION(FEET) = 0.33 FLOWBY BASIN WIOTH(FEET) = 21.00 ....CALCULATED BASIN WIOTH FOR TOTAL INTERCEPTION = 42.4 ttttCALCULATED ESTIMATED INTERCEPTION(CFS) = 16.8 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . I ~ **************************************************************************** . RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT IRCFC&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 ************************** * 100~YEAR FLOYS * * PROPOSED & EXISTING STORM DRAINS * " DRAINAGE BASIN 1200 & 1300 " ************************************************************************** FILE NAME: 1200FD.DAT TIME/DATE OF STUDY: 15:04 07/19/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENTIYEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZEIINCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 . 10-YEAR STORM 10-MINUTE INTENSITYIINCH/HOUR) = 2.360 10-YEAR STORM 60-MINUTE INTENSITYCINCH/HOUR) = 0.880 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480 10D-YEAR STORM 6D-MINUTE INTENSITYIINCH/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 oCR-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. IFT) IFT) SIDE I SIDE/ WAY IFT) IFT) IFT) (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 UP~TREAM TRIBUTARY PIPE." +------------------------------------~-------------------------------------+ . lbo-year surface flows for basin 1200 ,. ~ data per Rational output file:1200.dat ,. , , +---~----------------------------------------------------------------------+ 'D~ **************************************************************************~* FLOW PROCESS FROM NOOE 1230.00 TO NODE 1231.00 IS CODE = 7 ------------------------------------------------------~--------------------- ~~tttUSER SPECIFIED HYDROLOGY INFORMATION AT NODE ~:;:::;;:~;;;:~=:::::;=:::=:;=;~::~:;~===================================== TC(MIN) = 19.20 RAIN INTENSITY(INCH/HOUR) = 2.43 TOTAL AREAIACRES) = 26.47 TOTAL RUNOFF(CFS) = 67.00 **************************************************************************** FLOW PROCESS FROM NODE 1230.00 TO NODE 1231.00 IS CODE = -----------------------------~~------------------------------------------~-- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM I ARE: TIME OF CONCENTRATION(MIN.) = 19.20 RAINFALL INTENSITYIINCH/HR) = 2.43 TOTAL STREAM AREAIACRES) = 26.47 PEAK FLOW RATEICFS) AT CONFLUENCE = 67.00 **************************************************************************** FLOW PROCESS FROM NOOE 1232.00 TO NODE 1233.00 IS CODE = 41 ---------------------------------------------------------------------------- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMIFEET) = 1214.00 DOWNSTREAM(FEET) = 1213.50 FLOW LENGTHIFEET) = 70.00 MANNING'S N = 0.D13 . ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 9.48 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 67.00 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 19.32 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1233.00 = 70.00 FEET. +-------------------_._-----------------------~-~------~---~---------------+ , , , , , , +------------------------------------------------------------------------~-+ **************************************************************************** FLOW PROCESS FROM NODE 1233.0D TO NODE 1234.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1213.50 DOWNSTREAM(FEET) 1212.76 FLOW LENGTHIFEET) = 38.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 23.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.04 GIVEN PIPE DIAMETERIINCH) = 36.0D NUMBER OF PIPES = PIPE-FLOW(CFS) = 67.00 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 19.37 ~ LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1234.00 = 108.00 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 1234.00 TO NODE 1234.00 IS CODE = <1p~'\ .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 19.37 RAINFALL INTENSITYIINCH/HR) = 2.42 TOTAL STREAM AREA(ACRES) = 26.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 1 ARE: 67.00 +-----...---------------------------------------------------------------~--+ , flows in catch basin , data from HydroLgy/hydraulics study , canpac 02/22/90 , , , +--------------------------------------------------------------------------+ **************************************************************************** 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 INTENSITYIINCH/HOUR) = 2.59 TOTAL AREA(ACRES) = 4.70 TOTAL RUNOFFCCFS) = 11.63 **************************************************************************** FLOW PROCESS FROM NODE 1234.0D TO NODE 1234.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== 4111J=;~;::=::::::=~;=;;::::;=:==:============~================================= CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.l 17.10 RAINFALL INTENSITY(INCH/HR) = 2.59 TOTAL STREAM AREA(ACRES) = 4.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.63 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 67.00 2 11.63 Tc (MIN.) 19.37 17.1D INTENSITY IINCH/HOUR) 2.420 2.591 AREA IACRE) U.~ 4.7D *********************************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 RUNOFF (CFSl ro.ro n.M TABLE ** Tc IMIN.) 17.10 19.37 INTENSITY (INCH/HOUR) 2.591 2.420 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATEICFS) = 77.86 TCIMIN.) = 19.37 ~ TOTAL AREA(ACRES) = 31.17 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1234.00 = 108.00 FEET. **************************************************************************** . FLOW PROCESS FROM NODE 1234.0D TO NODE 1235.00 IS CODE = 41 --------------------------------------------------------.---.--------------. tttt~COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1212.76 DOWNSTREAM I FEET) 1212.30 FLOW LENGTHIFEET) = 24.DO MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.33 GIVEN PIPE DIAMETER(INCH) = 36.DD NUMBER OF PIPES PIPE-FLOWICFS) = 77.86 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 19.40 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1235.00 132.00 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 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 10.72 RAIN INTENSITY(INCH/HOUR) = 3.35 TOTAL AREA(ACRES) = B.42 TOTAL RUNOFFICFS) = 16.80 **************************************************************************** FLOW PROCESS FROM NODE 1317.00 TO NODE 1318.00 IS CODE = 41 ~ttt~COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMCFEET) = 1226.10 DOWNSTREAMIFEET) = 1222.18 FLOW LENGTHIFEET) = 30.50 MANNING'S N = 0.013 DEPTH OF FLDW IN 42.D INCH PIPE IS 4.5 INCHES PIPE-FLOW VELOCITYIFEET/SEC.) = 15.27 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 2 PIPE-FLOWCCFS) = 16.80 PIPE TRAVEL TIME(MIN.) = 0.03 TCIMIN.) = 10.75 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1318.00 = 162.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 131B.OD TO NODE 1319.00 IS CODE = 41 ~t~t~COMPUTE PIPE-FLaY TRAVEL TIME THRU SUBAREA====: .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ELEVATION DATA: UPSTREAM(FEET) = 1222.18 OOWNSTREAMCFEET) FLOW LENGTH(FEET) = 41.63 MANNING'S N = 0.D13 . DEPTH OF FLOW IN 42.0 INCH PIPE IS 10.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.07 GIVEN PIPE DIAMETERCINCH) = 42.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 16.80 1221.50 ~ PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 0.08 Tc(MIN.) = 0.00 TO NODE 10.83 1319.00 = 2D4.13 FEET. **************************************************************************** . FLOW PROCESS FROM NODE 1319.00 TO NODE 1319.00 IS CODE = 1 ----------------------~---------------------------------_._~-----~~--------- ~ t~tttDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) 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 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) = 8.42 TOTAL RUNOFF(CFS) = 16.80 **************************************************************************** FLOW PROCESS FROM NOD" 1319.00 TO NODE 1319.00 IS CODE = .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== .....AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES===== ~=;~;:~=::::;:=~;=;;::::;=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = lD.72 RAINFALL INTENSITY(INCH/HR) = 3.35 TOTAL STREAM AREACACRES) = 8.42 PEAK FLOW RATECCFS) AT CONFLUENCE = 16.BO ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER ICFS) 1 16.8D 2 16.80 Tc (MIN.) 10.83 10.72 INTENSITY CINCH/HOUR) 3.331 3.350 AREA (ACRE) 8.42 8.42 *********************************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 2 STREAMS. ** PEAK STREAM NUMBER .~ FLOW RATE RUNOFF ICFS) 33.43 33.51 TABLE ** Tc (MIN.) 10.72 10.83 INTENSITY (INCH/HOUR) 3.350 3.331 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 33.51 TCIMIN.) = 10.83 ~ TOTAL AREA(ACRES) = 16.84 LONGEST FLOWPATH FROM NODE O.DD TO NODE 1319.DO = 204.13 FEET. **************************************************************************** ~-~=~~-~~~~:~~-~~~~-~~:_--~~~~:~~-~~-~~~:_--~~~~:~~-~~-~~~:_:__:~---------- .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1221.44 DOWNSTREAM(FEET) 1219.73 FLOW LENGTH(FEET) = lD7.71 MANNING'S N = 0.D13 DEPTH OF FLOW IN 42.0 INCH PIPE IS 14.9 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 10.92 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 33.51 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 10.99 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1320.0D = 311.84 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1320.00 TO NODE 1321.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE CEXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1219.73 DOWNSTREAM(FEET) 1219.59 FLOW LENGTHCFEET) = 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.DD NUMBER OF PIPES = . PIPE-FLOWICFS) = 33.51 PIPE TRAVEL TIME(MIN.) = 0.01 TcCMIN.) = 11.01 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1321.DD 321.DD 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) = 1219.59 DOWNSTREAM(FEET) = FLOY LENGTH(FEET) = 836.99 MANNING'S N = 0.013 DEPTH OF FLOY 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) = 33.51 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 1212.05 1.57 Tc(MIN.) = 0.00 TO NODE 12.57 1322.00 = 1157.99 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 LONGEST STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) 33.51 12.57 3.068 FLOWPATH FROM NODE 0.00 TO NODE AREA (ACRE) 16.84 1235.00 1157.99 FEET. t:>P' ** MEMORY BANK # CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 77.B6 19.40 2.418 31.17 . LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1235.00 = 132.00 FEET. *********************************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 WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) IMIN.) (INCH/HOUR) 1 83.98 12.57 3.068 2 104.27 19.40 2.418 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE AS FOLLOWS: = 104.27 TcCMIN.) = 48.01 19.40 **************************************************************************** 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 CONCENTRATIONCMIN.) = 19.40 RAINFALL INTENSITYIINCH/HR) = 2.42 TOTAL STREAM AREACACRES) = 48.01 PEAK FLOW RATEICFS) AT CONFLUENCE = 104.27 **************************************************************************** FLOW PROCESS FROM NODE 1322.00 TO NODE 1323.00 IS CODE = 41 .....COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMIFEET) = 1211.80 DOWNSTREAMIFEET) = 1211.34 FLOW LENGTH(FEET) = 14.45 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.57 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES PIPE"FLOW(CFS) = 104.27 PIPE TRAVEL TIME(MIN.) = 0.01 TCIMIN.) = 19.41 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1323.00 = 122.45 FEET. +-----------------------------.---------------------------------------.----+ , data from ranpac 02/22/90 hydro study ~ ~ , ~ ~ +--.------------------------------..-------------------~---~---------------+ ~************************************************************************** FLOW PROCESS FROM NODE 1323.00 TO NODE 1323.00 IS CODE = 7 .....USER SPECIFIED HYDROLOGY INFORMATION AT NODE===== ~"V ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 17.12 RAIN INTENSITY(INCH/HOUR) = 2.59 TOTAL AREACACRES) = 4.50 TOTAL RUNOFF(CFS) = 11.41 e************************************************************************** FLOW PROCESS FROM NODE 1323.00 TO NODE 1323.00 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 CONCENTRATIONIMIN.) = 17.12 RAINFALL INTENSITY(INCH/HR) = 2.59 TOTAL STREAM AREACACRES) = 4.50 PEAK FLOW RATECCFS) AT CONFLUENCE = 11.41- ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER CCFS) 1 104.27 2 11.41 Tc IMIN.) 19.40 17.12 INTENSITY liNCH/HOUR) 2.418 2.590 AREA (ACRE) 4B.Ol 4.50 *********************************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 CONFLUENCE FORMULA USED FOR 2 STREAMS. RATIO ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER ICFS) (MIN. ) liNCH/HOUR) 1 103.44 17.12 2.590 2 114.92 19.40 2.418 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATEICFS) 114.92 Tc(MIN.) = 19.40 TOTAL AREA(ACRES) = 52.51 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1323.00 = 1157.99 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1323.00 TO NODE 1324.0D IS CODE = 41 t~tttCOMPUTE PIPE-FlOY TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESI2E (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAMIFEET) = 1211.34 DOWNSTREAM(FEET) = 1197.66 FLOW LENGTHCFEET) = 41.47 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 13.7 INCHES PIPE-FLOW VELOCITYIFEET/SEC.) = 46.5D GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 114.92 _.PIPE TRAVEL TIME(MIN.) = 0.01 TcCMIN.) = LONGEST FLOWPATH FROM NODE 0.00 TO NODE 19.41 1324.00 1199.46 FEET. FLOW PROCESS FROM NODE 1324.DD TO NODE 1325.00 IS CODE = 41 /:>'0'1;) **************************************************************************** tttttCQMPUTE PIPE-FlOY TRAVEL TIME THRU SUBAREA===== .....USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)===== ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ELEVATION DATA: UPSTREAM(FEET) = 1197.66 DOWNSTREAM(FEET) = 1196.00 FLOW LENGTHIFEET) = 28.53 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 22.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 24.23 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPE-FLOWICFS) = 114.92 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 19.43 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1325.DD = 1227.99 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 52.51 TC(MIN.) = 114.92 19.43 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS . . ~ I]T2QO~~---' ~,,~--- ~ - -~".. . ~~~".. .c._f'~g~ J . o T1 BASIN 1200 FOX ROAD KNUCKLE T2 LINE S 100-YEAR T3 7/17/01 FPG FILE: S1200.wSP Q FILE = QS1200.wSP SO 1000.001214.00 1 .013 1227.2 R 1058.421222.58 1 .013 JX 1061.581223.00 1 1 .013 39.3 1226.50 90. R 1128.361224.00 1 .013 20. SH 1 CD 1 4 3.5 00 . . f><o~ I,~(Y~--_:...~-:=:::"_-_.. _._-=~ _~_~.="":._____~:..___:~._____.. . . . ~-~~ _'_~~_'__N . F0515P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- BASIN 1200 FOX ROAD KNUCKLE HEADING LINE NO 2 IS - LINE S 100-YEAR HEADING LINE NO 3 IS - 7/17/01 FPG FILE: S1200WSP Q FILE = QS1200WSP ---- - ..:.-. .- -=-- . "'-' - PAGE NO 3 _ _.f_~g-~: wI' 110. . . . _..~~~~~ _ .~n_="~_." ~--~ --- Pag~' - _-:: -~--~-:------------"-- F0515P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET' . U/S DATA STATION INVERT SECT 1000.001214.00 1 . W S ELEV 1227.20 ELEMENT NO 2 IS A REACH ' .. U/S DATA STATION INVERT SECT ANG PT MAN H N RADIUS ANGLE 1058.42 1222.58 1 0.013 0.00 0.00 0.00 0 ELEMENT NO 3 IS A JUNCTION ' ... , U/S DATA STATION INVERT SECT LAT-1 LAT-2 N INVERT-4 PHI3 PHI4 1061.58 1223.00 1 . , Q3 Q4 INVERT-3 o 0.013 39.3 0.0 1226.50 0.00 90.00 0.00 ELEMENT NO 4 IS A REACH . " U/S DATA STATION INVERT SECT ANG PT MAN H N RADIUS ANGLE 1128.361224.00 1 0.013 0.00 0.00 20.00 0 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 1128.361224.00 1 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING ,. WARNING NO.2" - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC , . W S ELEV pp'\ 12.._...._=-...... ,.__...~=,.- ..--=.........-.-- '"-,-_.~~ ~~_:._._._==.._-- ~~~~,'~~.~ Page ~ . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO PAGE 1 F0515P WATER SURFACE PROFILE LISTING BASIN 1200 FOX ROAD KNUCKLE LINE S 100-YEAR 7/17/01 FPG FILE: S1200.wSP Q FILE = QS1200.wSP STATION INVERT DEPTH W.S. HGT/ BASEl ZL NO AVBPR ELEV OF FLOW ELEV Q VEL VEL ENERGY SUPER CRITICAL HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER UELEM SO SF AVE HF NORM DEPTH ZR ***********..************************************************************************************************************ ********** 1000.00 1214.00 13.200 1227.200 78.6 8.17 1.036 1228.236 0.00 2.772 3.50 0.00 0.00 0 0.00 58.42 0.14687 .006103 0.36 1.071 0.00 1058.42 1222.58 4.977 1227.557 78.6 8.17 1.036 1228.593 0.00 2.772 3.50 0.00 0.00 0 0.00 JUNCT STR 0.13291 .003815 0.01 0.00 1061.58 1223.00 6.123 1229.123 39.3 4.08 0.259 1229.382 0.00 1.949 3.50 0.00 . 0.00 0 0.00 66.78 0.01498 .001526 0.10 1.360 0.00 1128.36 1224.00 5.242 1229.242 39.3 4.08 0.259 1229.(j01 0.00 1.949 3.50 0.00 0.00 0 0.00 fV1;1x () <; (p~tEL ~ IZZr.Zyzl+;,z.(4() :: /2 zqf.. I . bl"'b LQ...__~..~._" - ~--~.~--~ ~,-~- _. -"Eigi . BASIN 1200 FOX ROAD KNUCKLE LINE S 100-YEAR 7/17/01 FPG FILE: S1200WSP Q FILE = QS1200WSP 1000.00 .I C H W E R 1002.62 1005.24 1007.86 1010.48 1013.10 1015.72 1018.34 1020.96 1023.58 1026.20 1028.82 1031.44 1034.05 1036.67 1039.29 1041.91 1044.53 1047.15 1049.77 . 1052.39 1055.01 1057.63 1060.25 C H w- E JX 1062.87 C H WE. R 1065.49 1068.11 1070.73 1073.35 1075.97 1078.59 1081.21 1083.83 1086.45 1089.07 1091.69 1094.31 1096.92 1099.54 1102.16 1104.78 1107.40 1110.02 1112.64 1115.26 1117.88 1120.50 . 1123.12 1125.74 [).po>" I~~wmain.yy~p"-___ . . . -=- --= o T1 CROWNE HILL PROJECT WORK ORDER # 151-00245.001 T2 LINE F IN FOX ROAD PER TRACT 23143-3 & AD 159 T3 FILE:NEWMAINWSP 7/10/01 SO 906.471196.00 1 .013 1199.00 R 935.001197.66 1 .013 R 976.471211.34 1 .013 JX 960.471211.47 1 4 .013 10.6 1214.47 90. R 990.921211.60 1 .013 JX 996.921211.93 1 1 .013 26.4 1212.05 45. R 1044.141212.36 1 .013 R 1066.141212.76 1 .013 JX 1066.141212.76 1 1 .013 10.9 1215.76 90. R 1106.731213.50 1 .013 R 1176.731214.00 1 .013 60. SH 1 CD 1 4 3.0 CD 4 4 1 .5 DO == -..-. -- -=---=- ._"~~ .-. ~= . --~""9ii' _ __ .....__..___._-E_",9!J J>...,p 1:.9..Q.. . . . '~'.._--' -_._---=---~.__...._::_.~ - -- ~~__=____...._~_.__ ._.__"E'~g", · ,.- F0515P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS- CROWNE HILL PROJECT WORK ORDER # 151-00245,001 PAGE NO 3 HEADING LINE NO 2 IS - LINE F IN FOX ROAD PER TRACT 23143-3 & AD 159 HEADING LINE NO 3 IS - FILE,:NEWMAINWSP 7/10/01 />.. ,-' tiOe -- ~~__~_.~"._. ~__..___ =~gi . . . --- ----,-~,.~ F0515P WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * U/S DATA STATION INVERT SECT 906.47 1196.00 1 . 1199.00 ELEMENT NO 2 IS A REACH . . * U/S DATA STATION INVERT SECT ANG PT MAN H N 935.001197.66 1 0.013 0.00 0.00 0.00 0 RADIUS ANGLE ELEMENT NO 3 IS A REACH * . * U/S DATA STATION INVERT SECT ANG PT MAN H N 0.00 0.00 0.00 0 . . 976.471211.34 1 0.013 ELEMENT NO 4 IS A JUNCTION . . * . . U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 INVERT -4 PHI 3 PHI 4 980.471211.47 1 4 0 0.013 10.6 0.0 1214.47 ELEMENT NO 5 IS A REACH . *. U/S DATA STATION INVERT SECT ANG PT MAN H N 0.00 0.00 0.00 0 * . 990.92 1211.80 1 0.013 ELEMENT NO 6 IS A JUNCTION . * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 INVERT-4 PHI3 PHI4 998.921211.93 1 00.013 26.4 0.0 1212.05 ELEMENT NO 7 IS A REACH * * * U/S DATA STATION INVERT SECT ANG PT MAN H N 1044.141212.38 1 0.013 ELEMENT NO 8 IS A REACH . . * U/S DATA STATION INVERT SECT ANG PT MAN H N 1068.141212.76 1 0.013 PAGE NO 2 W S ELEV RADIUS ANGLE 04 INVERT-3 0.00 90.00 0.00 RADIUS ANGLE 04 INVERT-3 0.00 45.00 0.00 RADIUS ANGLE 0.00 0.00 0.00 0 RADIUS ANGLE 0.00 0.00 0.00 0 ELEMENT NO 9 IS A JUNCTION . . * * . U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4 PHI3 PHI4 1068.141212.76 1 1 0 0.013 10.9 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 10 IS A REACH . . * U/S DATA STATION INVERT SECT ANG PT MAN H N * . RADIUS ANGLE J>..,1..- ~Oo - - -~~--_._~, ._____ Pag~ .~, _ v_ ~_~~ 1106.731213.50 1 . . . - ~-- 0.013 0.00 0.00 0.00 0 /x\~ l~^ , 00._ _,_,__ ~~pii-E ^ ,9- . . . ~---~ ,-,~~ ._~-~=-=-:-~_.., _-..- F0515P PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 11 IS A REACH . .. U/S DATA STATION INVERT SECT ANG PT MAN H N RADIUS ANGLE 1176.731214.00 1 0,013 0,00 0,00 60.00 0 ELEMENT NO 12 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 1176,731214,00 1 0,00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING .. WARNING NO, 2" - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W,S,ELEV = INV + DC . . W S ELEV po." l>... IlQ~-'::-=:~-- -. -~._--.~ ~~- ~~----'" _~____l'?g.E1.: . LICENSEE: R.B.F. & ASSOC. - SAN DIEGO PAGE 1 F0515P WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151-00245.001 LINE F IN FOX ROAD PER TRACT 23143-3 & AD 159 FILE:NEWMAIN.wSP 7/10/01 STATION INVERT DEPTH W.S. HGT/ BASEl ZL NO AVBPR ELEV OF FLOW ELEV Q VEL VEL ENERGY SUPER CRITICAL HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER UELEM SO SF AVE HF NORM DEPTH ZR ************************************************************************************************************************* ********** 906.47 1196.00 1.564 1197.564 114.9 30.84 14.766 1212.330 0.00 2.939 3.00 0.00 0.00 0 0.00 1.39 0.05818 .103424 0.14 1.873 0.00 907.86 1196.08 1.561 1197.642 114.9 30.90 14.822 1212.464 0.00 2.939 3.00 0.00 0.00 0 0.00 27.14 0.05818 .110695 3.00 1.873 0.00 . 935.00 1197.66 1.504 1199.164 114.9 32.40 16.303 1215.467 0.00 2.939 0.00 0.00 0 0.00 3.00 2.50 0.32988 .114958 0.29 1.125 0.00 937.50 1198.49 1.524 1200.010 114.9 31.84 15.739 1215.749 0.00 2.939 3.00 0.00 0.00 0 0.00 6.12 0.32988 .105560 0.65 1.125 0.00 943.62 1200.50 1.583 1202.086 114.9 30.36 14.309 1216.395 0.00 2.939 3.00 0.00 0.00 0 0.00 5.23 0.32988 .093085 0.49 1.125 0.00 948.85 1202.23 1.645 1203.874 114.9 28.94 13.007 1216.881 0.00 2.939 3.00 0.00 0.00 0 0.00 4.51 0.32988 .082157 0.37 1.125 0.00 953.36 1203.72 1.710 1205.427 114.9 27.59 11.823 1217.250 0.00 2.939 3.00 0.00 0.00 0 0.00 3.91 0.32988 .072595 0.28 1.125 0.00 957.27 1205.01 1.779 1206.786 114.9 26.31 10.749 1217.535 0.00 2.939 3.00 0.00 0.00 0 0.00 . 3.41 0.32988 .064219 0.22 1.125 0.00 b."~ Ii_go --- ~,=~ ~-- -~-~ '.--."" -~. -- ._-~-~ -- -_._-"" Pag~ . 960.68 1206.13 1.851 1207.982 114.9 25.09 9.773 1217.755 0.00 2.939 3.00 0.00. 0.00 0 0.00 2.97 0.32988 .056902 0.17 1.125 0.00 963.65 1207.11 1.929 1209.039 114.9 23.92 8.883 1217.922 0.00 2.939 3.00 0.00 0.00 0 0.00 2.59 0.32988 .050517 0.13 1.125 0.00 966.24 1207.97 2.011 1209.978 114.9 22.81 8.077 1218.055 0.00 2.939 3.00 0.00 0.00 0 0.00 2.27 0.32988 .044939 0.10 1.125 0.00 . . ~f.t ICQQ" . . . ~'-'- --~ =.- ..J'.a."9~ LICENSEE: R.B.F. & ASSOC. - SAN DIEGO PAGE 2 F0515P WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151-00245.001 LINE F IN FOX ROAD PER TRACT 23143-3 & AD 159 FILE:NEWMAINWSP 7/10/01 STATION INVERT DEPTH W.S. HGT/ BASEl ZL NO AVBPR ELEV OF FLOW ELEV Q VEL VEL ENERGY SUPER CRITICAL HEAD GRD.EL ELEV DEPTH DIA ID NO. PIER UELEM SO SF AVE HF NORM DEPTH ZR ************************************************************************************************************************* ********** 968.51 1208.71 2.099 1210.814 114.9 21.74 7.342 1218.156 0.00 2.939 3.00 0.00 0.00 0 0.00 1.98 0.32988 .040092 0.08 1.125 0.00 970.49 1209.37 2.194 1211.561 114.9 20.73 6.675 1218.236 0.00 2.939 3.00 0.00 0.00 0 0.00 1.71 0.32988 .035906 0.06 1.125 0.00 972.20 1209.93 2.298 1212.229 114.9 19.77 6.067 1218.296 0.00 2.939 3.00 0.00 0.00 0 0.00 1.46 0.32988 .032337 0.05 1.125 0.00 973.66 1210.41 2.414 1212.828 114.9 18.85 5.517 1218.345 0.00 2.939 3.00 0.00 0.00 0 0.00 1.23 0.32988 .029362 0.04 1.125 0.00 974.89 1210.82 2.545 1213.365 114.9 17.97 5.014 1218.379 0.00 2.939 3.00 0.00 0.00 0 0.00 0.99 0.32988 .027056 0.03 1.125 0.00 975.88 1211.15 2.702 1213.848 114.9 17.13 4.559 1218.407 0.00 2.939 3.00 0.00 0.00 0 0.00 0.59 0.32988 .026325 0.02 1.125 0.00 976.47 1211.34 2.939 1214.279 114.9 16.33 4.143 1218.422 0.00 2.939 3.00 0.00 0.00 0 0.00 JUNCT STR 0.03250 .025506 0.10 0.00 980.47 1211.47 4.399 1215.869 104.3 14.75 3.380 1219.249 0.00 2.911 3.00 0.00 0.00 0 0.00 10.45 0.03158 .024453 0.26 2.183 0.00 ~'\ I' -- iOo .... __.. -,~,~:... -~--_.. ----~:~~ .. --::=-~-=--="- ..__._- ....._I:'2~= . 990.92 1211.80 4.325 1216.125 104.3 14.75 3.380 1219.505 0.00 2.911 0.00 0 0.00 3.00 0.00 JUNCT STR Om625 .019047 0.15 0.00 998.92 1211.93 7.031 1218.961 77.9 11.02 1.886 1220.847 0.00 2.750 3.00 0.00 0.00 0 0.00 45.22 0.00995 .013641 0.62 3.000 0.00 1044.14 1212.38 7.197 1219.577 77.9 11.02 1.886 1221.463 0.00 2.750 0.00 0 0.00 3.00 0.00 24.00 0.01583 .013641 0.33 2.284 0.00 . . I>. ,CO I!:Q.o Page ". . . ,:. ~---~-~- ~~. --,--~,_:::~ "=-., = .~~ ~~o__ .....~____~__.. ,,~. LICENSEE: R.B.F, & ASSOC. - SAN DIEGO PAGE 3 F0515P WATER SURFACE PROFILE LISTING CROWNE HILL PROJECT WORK ORDER # 151-00245.001 LINE F IN FOX ROAD PER TRACT 23143-3 & AD 159 FILE:NEWMAIN,WSP 7/10/01 STATION INVERT DEPTH W.S. HGT/ BASEl ZL NO AVBPR ELEV OF FLOW ELEV PIER UELEM SO Q VEL VEL ENERGY SUPER CRITICAL HEAD GRD.EL. ELEV DEPTH DIA 10 NO. SF AVE HF NORM DEPTH ZR ************************************************************************************************************************* ********** 1068.14 1212.76 7.145 1219.905 0.00 0 0.00 JUNCT STR 0.00000 1068.14 1212.76 8.126 1220.886 0.00 0 0.00 38.59 0.01918 1106.73 1213.50 7.776 1221.276 0.00 0 0.00 70.00 0.00714 1176.73 1214.00 8.258 1222.258 0.00 0 0.00 77.9 11.02 1.886 1221.791 0.00 2.750 3.00 0.00 .011866 0.00 0.00 67.0 9.48 1.395 1222.281 0.00 2.616 3.00 0.00 .010091 0.39 1.893 0.00 67.0 9.48 1.395 1222.671 0.00 2.616 3.00 0.00 .010091 0.71 3.000 0.00 67.0 9.48 1.395 1223.653 0.00 2.616 3.00 0.00 1*~