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HomeMy WebLinkAboutCT 82-23; Plaza Paseo Real; Preliminary Drainage Study; 1989-06-01PRELIMINARY DRAINAGE STUDY FOR PLAZA PASEO REAL P.E2.8920 ENGINEERING OEPT. LIBRARY City of Carlsbad 2075 Las Palrnas Drive Carlsbad, CA 92009-4859 Prepared by: RICK ENGINEERING COMPANY 365 S. Rancho Santa Fe Road, Suite 100 San Marcos, California 92069 Phone: (6 191744-4800 June 1, 1989 Job Number 108940 TABLE OF CONTENTS 1. Rough Grading Drainage SUnuIIary 2. Off-Site Hydrology 3. Miscellaneous Hydrology 4. On-Site Hydrology 5. Brow Ditch Capacity Calculations 6. Hydraulics 7. Desiltation Basin Calculations RICK ENGINEERING COMPANY I wo cwr~ INO~IIIS 365 SO. RANCHO SANTA FE ROAD 0 SUITE 100 .UN*,NDcOII.YLTI*n Date 5-22-89 - Job No. /QY9qC L) Page No. ,.. .. - Job No. /08Pl/ b Page No. - Date 5-22-89 - Job No. 10894 0 Page No. I RICK ENGINEERING COMPANY I AND cwn INOIWIII 365 SO. RANCHO SANTA FE ROAD SUITE 101 .UII"I*OCO*.YL,AIII Date 5-22- 89 - Job No. i089Jd Page No. I " ". - RICK ENGINEERING COMPANY I AND CIVIL CNOIYE~R 365 SO. RANCHO SANTA FE ROAD SUITE 10( PUNIIWO COUlULIlNr ~~~ ~ ~ ~ 365 so. RANCHO SANTA~ FE ROAD SUITE loo ~~~~~~ SAN MARCOS. CALIFORNIA 92069 619/744-4800 I "" . ~. . .. - ZDdd - 2m \ \ \ -/OD - 5-0 - 40 '1 5 4 &? 3 ~ Bo 70 / LO 50 600 - /b - N r L SAN DIECO COUNTY OF T:ME OF CONCENTRATION (Tc) DEPARTMENT Of SPECIAL DISTRICT SERVICES NOMOGFfAW FOR DETERMINLLnm ,." ,-., .. . .,I:. . FCR NATURAL WATERSHEDS I I SAN DIEGO COUNTY 1 EPARTMEM OF SPECIAL DISTRICT SERVICES I URBAN AREAS OVERLAND TIME OF FLOW CURVES YYY PUN I u h) - I . - Job No. \Of394 D Page No. I 5 Re1erenre:NOAA Altos 2,Vool~me ~-Californio.1973. RAINFALL DEPTH VERSUS RCFC 8 WCD PARTIAL DURATION SERIES HYDROLOGY MANUAL RETURN PERIOD FOR ........................................................................ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-88 Advanced Engineering Software (aes) Uer. 4.1A Release Date: 1/09/89 Serlal # 3020 Analysis prepared by: Rick Engineering Company 5620 Friars Road, San Diego, CA 92110 Water Resources Division (619) 291-0707 * RATIONAL METHOD FOR PLAZA PASEO REAL, WESTERN DRAINAGE BASIN ONSITE FLOWS, ROUGH GRADING CONDITION x * JOB NUMBER 108340 6W * XXIX**XIXIXXXXXXX**~I~~X*X DESCRIPTION OF STUDY ***X********************** .......................................................................... FILE NAME: A:l0894.001 TIME/DATE OF STUDY: 11:59 3/30/1986 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ....................................... 1985 SAN OIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.200 SPECIFIED PERCENT OF GRAOIENTS(DEC1MAL) TO USE FOR FRICTION SLOPE = .90 SPECIFIED MINIMUM PIPE SIZE(1NCH) = 18.00 SAN DIEGD HYDROLOGY MANUAL "C"-VALUES USED ****X**************I***********************~******************************** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SU8AREA): """""" .......................................................................... MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .5000 INITIAL SUBAREA FLOW-LENGTH(FEET) = 300.00 UPSTREAM ELEVATION = 189.60 DOWNSTREAM ELEVATION = 182.00 ELEVATION DIFFERENCE = 7.60 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 15.434 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.528 SUBAREA RUNOFF( CFS ) = .69 TOTAL AREA(ACRES ) = .90 TOTAL RUNOFF(CFS) = .69 ***X*********X**********~*****~**~**~*~*********~*~~******~**********~*,***~ FLOW PROCESS FROM NDOE 120.00 TO NODE 140.00 IS CODE = 3 """"""""_""""""""""""~"""""""""""""~"""~ i>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<c4.'< :> ". ,,.,.,..USING '\ COMPUTER-ESTIMATE0 PIPESIZE (NON-PRESSURE FLOW)i(<i< ............................................................................ ESTIMATED PIPE DIAMETER(1NCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 4.5 UPSTREAM NODE ELEVATION = 182.00 DOWNSTREAM NODE ELEVATION = 175.00 FLOWLENGTH(FEET) = 280.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(1NCH) = 18.00 NUMBER GF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = .69 TRAVEL TIME(M1N.) = 1.05 TC(MIN.) = 16.48 *******I***********X******~*~*********~*****************~*~****~******~***** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS COOE = 1 >?>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE'::<.<I<. CONFLUENCE VALUES USE0 FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 16.48 RAINFALL INTENSITY (INCH./HOUR) = 1.46 TOTAL STREAM AREA (ACRES) = TOTAL STREAM RUNOFF(CF5) AT CONFLUENCE = .90 .G9 "~""_"""_""""""""""""""""""""""""""""""~ ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 2 _""""__"""""""""""""""~""""""""""""""""" >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ............................................................................ SOIL CLASSIFICATION IS "0" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 INITIAL SUBAREA FLOW-LENGTH(FEET) = 520.00 UPSTREAM ELEVATION = 192.00 DOWNSTREAM ELEVATION = 175.00 ELEVATION DIFFERENCE = 17.00 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 13.697 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH *CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED SUBAREA RUNOFF( CFS ) = 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.661 3.93 TOTAL AREA(ACRES) = 3.40 TOTAL RUNOFF( CFS ) = 3.93 ............................................................................ FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCE0 STREAM VALUES<<<<< >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<(<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 13.70 RAINFALL INTENSITY (INCH./HOUR) = 1.65 TOTAL STREAM AREA (ACRES ) = 3.40 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 3.93 ""_"""""""""""""""""""""""""""""""""""~ ........................................................................... - - - - - - - CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS ) (MIN. ) ( INCHIHOUR) 1 .69 16.48 1.465 2 3.93 13.70 1.651 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USE0 FOR 2 STREAMS VARIOUS CONFLUENCE0 RUNOFF VALUES ARE AS FOLLOWS: 4.17 4.54 COMPUTE0 CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFFCCFS ) = 4.54 TIME(M1NUTES) = 13.697 TOTAL AREA(ACRES ) = 4.30 ............................................................................ FLOW PROCESS FROM NODE 140.00 TO NODE 250.80 IS CODE = 3 :X>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<C<<:< ....................................... ::.?>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW )<<:':<,< ........................................................................ ESTIMATEO PIPE DIAMETER(1NCH) INCREASEO TO 18.000 OEPTH OF FLOW IN 18.0 INCH PIPE IS 6.6 INCHES PIPEFLOW VELOCITY!FEET/SEC.) = 7.7 UPSTREAM NOOE ELEVATION = 175.00 DOWNSTREAM NODE ELEVATION = 173.00 FLOWLENGTHCFEET) = 80.00 MANNINGS N = .013 ESTIMATEO PIPE DIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.54 TRAVEL TIME(M1N. ) = .17 TC(M1N.) = 13.87 ............................................................................ FLOW PROCESS FROM NOOE 320.00 TO NODE 310.00 IS CODE = 7 ............................................................................ FLOW PROCESS FROM NODE 310.00 TO NOOE 160.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATE0 PIPESIZE (NON-PRESSURE FLOW)<<<<( """""""_""""""""""~""""""""""""~"""""""~ ............................................................................ ESTIMATED PIPE DIAMETER(1NCH) INCREASEO TO 18.000 OEPTH OF FLOW IN 18.0 INCH PIPE IS 6.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17.3 UPSTREAM NODE ELEVATION = 205.00 DOWNSTREAM NODE ELEVATION = 179.00 FLOWLENGTH(FEET) = 200.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 9.81 TRAVEL TIME(M1N.) = .I9 TC(M1N.) = 12.43 FLOW PROCESS FROM NOOE 160.00 TO NODE 160.00 IS COOE = 1 """"_"""""""""""""""""""""""""""""""""- >>?>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCEC.<(.<<' ........................................................................... CONFLUENCE VALUES USEO FOR INOEPENOENT STREAM 1 ARE: RAINFALL INTENSITY (INCH./HOUR) = 1.76 TIME OF CONCENTRATION(M1NUTES) = 12.43 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = TOTAL STREAM AREA (ACRES ) = 5.36 9.81 ***~***************X******************************~********~***~*********~*~ FLOW PROCESS FROM NOOE 150.00 TO NOOE 160.00 IS COOE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS((C<< *USER SPECIFIED(SUBAREA ): ____"__""""___""""""""""""""""""""""""""""~ ............................................................................ MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .5000 UPSTREAM ELEVATION = INITIAL SUBAREA FLOW-LENGTH(FEET1 = 260.00 195.00 DOWNSTREAM ELEVATION = 179.00 ELEVATION OIFFERENCE = 16.00 URBAN SUBAREA OVERLANO TIME OF FLOW(M1NUTES) = 14.084 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USEO. 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.621 SUBAREA RUNOFF(CFS ) = TOTAL AREA(ACRES ) = .81 1 .OO TOTAL RUNOFF( CFS ) = .81 ............................................................................ FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AN0 COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENOENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 14.08 RAINFALL INTENSITY (INCH./HOUR) = 1.62 TOTAL STREAM AREA (ACRES) = 1 .OO TOTAL STREAM RUNOFF(CF5) AT CONFLUENCE = .81 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 2 1 9.81 12.43 1.757 .81 14.08 1.621 ......................................................................... ""~"""_"""""""""""""""""""""""""""""""" RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USEO FOR 2 STREAMS VARIOUS CONFLUENCE0 RUNOFF VALUES ARE AS FOLLOWS: COMPUTE0 CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF( CFS ) = TOTAL AREA(ACRES) = 10.56 TIME(M1NUTES) = 12.432 6.36 10.56 9.86 ............................................................................ FLOW PROCESS FROM NOOE 160.00 TO NODE 250.00 IS COOE = 3 ""_"""___"_"""""""""""""""""""""""""""""~ >>~.~.?>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA?IC"Y >?X~>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW )<.If.(< ............................................................................ ESTIMATED PIPE DIAMETER(1NCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.3 UPSTREAM NODE ELEVATION = 179.00 DOWNSTREAM NODE ELEVATION = 173.00 FLOWLENGTH(FEET) = 200.00 MANNINGS N = .013 PIPEFLOW THRU SUBAREA(CFS) = ESTIMATED PIPE DIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 10.56 TRAVEL TIME(M1N. ) = .33 TC(MIN.1 = 12.76 ............................................................................ FLOW PROCESS FROM NODE 170.00 TO NODE 250.00 IS CODE = 2 >>>?>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<,'{i< *USER SPECIFIED(SUBAREA): ...................................... ............................................................................ MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .5000 INITIAL SUBAREA FLOW-LENGTH(FEET) = 530.00 UPSTREAM ELEVATION = 186.00 DOWNSTREAM ELEVATION = 173.00 ELEVATION DIFFERENCE = URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 20.750 13.00 *CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. SUBAREA RUNOFF( CFS ) = 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.263 TOTAL AREA(ACRES ) = 1.60 TOTFIL RUNOFF( CFS ) = 1 .O1 1.01 ............................................................................ FLOW PROCESS FROM NODE 250.00 TO NODE 250.00 IS CODE = 7 ....................................... >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ............................................................................ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.00 RAIN INTENSITY(INCH/HOUR) = 1.71 TOTAL AREA(ACRES ) = 12.30 TOTAL RUNOFF(CFS) = 16.11 ............................................................................ FLOW PROCESS FROM NODE 250.00 TO NODE 270.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ....................................... """""~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ """"" PIPEFLOW VELOCITY(FEET/SEC.) = 11.5 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.4 INCHES UPSTREAM NODE ELEVATION = 173.00 DOWNSTREAM NODE ELEVATION = 163.00 ESTIMATED PIPE DIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 FLOWLENGTH(FEET) = 310.00 MANNINGS N = .013 PIPEFLOW THRU SUBAREA(CF5) = 16.11 TRAVEL TIME(M1N. ) = .45 TC(M1N.) = 13.45 FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE = 1 >>;>,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<.<3,, CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: RAINFALL INTENSITY (INCH./HOUR) = 1.67 TIME OF CONCENTRATION(M1NUTES) = 13.45 TOTAL STREAM AREA (ACRES) = 12.30 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 16.11 ............................................................................ ............................................................................. FLOW PROCESS FROM NODE 260.00 TO NODE 270.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<.' *USER SPECIFIED( SUBAREFI!: MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = ,5000 ............................................................................ UPSTREAM ELEVATION = 174.00 DOWNSTREAM ELEVATION = ELEVATION OIFFERENCE = 163.00 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 14.507 11.00 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH INITIAL SUBAREA FLOW-LENGTH(FEET) = 280.00 DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.591 SUBAREA RUNOFF( CFS ) = TOTAL AREA(ACRES ) = .36 .45 TOTAL RUNOFF( CFS ) = .36 ............................................................................ FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUESC<<<< >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 14.51 RAINFALL INTENSITY (INCH./HOUR) = 1.59 TOTAL STREAM AREA (ACRES ) = .45 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = .36 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER ( CFS ) (MIN. ) (INCH/HOUR) ....................................... ............................................................................ ....................................... 1 16.11 13.45 1.670 2 .36 14.51 1.591 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF( CFS ) = 16.45 TIME(M1NUTES) = 13.451 TOTAL AREA(ACRES ) = 12.75 16.45 15.70 ............................................................................ FLOW PROCESS FROM NODE 270.00 TO NODE 310.00 IS CODE = 3 :>'" >>>>?USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)i:<i< ,.,,',.COMPUTE PIPEFLOW TRA'JELTIME THAU SUBAREA,Cl'..'i ............................................................................. DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.9 INCHES PIPEFLOW UELOCITY(FEET/SEC.) = 9.8 UPSTREAM NOOE ELEVATION = 163.00 DOWNSTREAM NOOE ELEVATION = 159.00 FLOWLENGTH(FEET) = 200.00 MANNINGS N = ,013 ESTIMATED PIPE OIAMETER(1NCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUEAREA(CFS) = 16.45 TRAVEL TIME(M1N.) = .34 TC(M1N.) = 13.79 ............................................................................ FLOW PROCESS FROM NOOE 310.00 TO NOOE 310.00 IS CODE = 1 """"""""_"""""""""""""""""""""""""""""~ >>>>>DESIGNATE INOEPENDENT STREAM FOR CONFLUENCE'<<((< ............................................................................ CONFLUENCE VALUES USE0 FOR INOEPENOENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 13.79 RAINFALL INTENSITY ( INCH. /HOUR) = 1.64 TOTAL STREAM AREA (ACRES) = 12.75 TOTAL STREAM RUNOFF(CFS1 AT CONFLUENCE = 16.45 **.*I************X***************~******~*********~*~****************~****** FLOW PROCESS FROM NOOE 290.00 TO NODE 300.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED( SUBAREA ): ....................................... ............................................................................ MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .5000 UPSTREAM ELEVATION = 185.00 DOWNSTREAN ELEVATION = ELEVATION DIFFERENCE = 168.40 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 16.601 16.60 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.458 INITIAL SUBAREA FLOW-LENGTHCFEET) = 365.00 SUBAREA RUNOFF( CFS ) = TOTAL AREA(ACRES ) = 2.26 3.10 TOTAL RUNOFF( CFS ) = 2.26 X*X*******.********l*******************************************~**********~* FLOW PROCESS FROM NODE 300.00 TO NOOE 310.00 IS CODE = 3 >>?>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATE0 PIPESIZE (NON-PRESSURE FLOW)<<<<:< ............................................................................ ESTIMATED PIPE DIAMETER(1NCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.4 UPSTREAM NOOE ELEVATION = 168.40 DOWNSTREAM NODE ELEVATION = 159.00 FLOWLENGTH(FEET) = 240.00 MANNINGS N = .013 ESTIMATED PIPE OIAMETER(1NCH) = 18.00 NUMEER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.26 TRAVEL TIME(M1N. ) = .54 TC(M1N.) = 17.14 *****XX****X***************XXIX**~**~***~*********~**~~~~**~**~*~~** FLOW PROCESS FROM NOOE 310.00 TO NOOE 310.00 IS COOE = 1 ............................................................................ FLOW PROCESS FROM NOOE 300.00 TO NOOE 310.00 IS COOE = 2 """"""""_"_"""""""""""""""""""""""""""" ;,>>>.RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<((<' ............................................................................ MULTI-UNITS OEUELOPMENT RUNOFF COEFFICIENT = ,5000 *USER SPECIFIEO(SUBAREA): INITIAL SUBAREA FLOW-LENGTH(FEET) = 180.00 UPSTREAM ELEVATION = 168.40 DOWNSTREAM ELEVATION = 159.00 ELEVATION DIFFERENCE = 9.40 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 11.565 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.841 SUBAREA RUNOFF( CFS ) = TOTAL AREA(ACRES ) = .55 .60 TOTAL RUNOFF( CFS ) = .55 I*********X**************************~*************~t*~~*~~*~*********~**~~* FLOW PROCESS FROM NOOE 310.00 TO NOOE 310.00 IS COOE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCEO STREAM VALUES<<<<< CONFLUENCE VALUES USE0 FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(M1NUTES) = 11.56 RAINFALL INTENSITY (INCH./HOUR) = 1.84 TOTAL STREAM AREA (ACRES) = .60 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = .55 CONFLUENCE INFORMATION: NUMBER STREAM RUNOFF (CFS) TIME INTENSITY (MIN.) (INCH/HDUR) ....................................... ............................................................................ ....................................... 1 16.45 13.79 1.643 3 2 2.26 17.14 1.428 .55 11.56 1 .E41 VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS 18.91 16.99 16.99 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: *********X*********XIXlllll.lfltX******~*~*****~********************~**~*********~**** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-88 Advanced Engineering Software (aes) Uer. 4.1A Release Date: 1/09/89 Serial # 3020 Analysis prepared by: Rick Engineering Company Water Resources Division 5620 Friars Road, San Olego, CA 92110 (619) 291-0707 XIXI*****XX~X*~XIX~~****** DESCRIPTION OF STUDY X*~XXIXXIXX**XIXIIIXIX**XX * RATIONAL METHOD FOR PLAZA PASEO REAL, EASTERN DRAINAGE BASIN ONSITE FLOWS, ROUGH GRADED CONDITION JOB NUMBER 108940 BW * ****X******X*I***************~***~**~*************~****~*********~*~****** FILE NAME: A:10894.D02 TIME/DATE OF STUDY: 20:55 3/24/1986 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ...................................... 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EUENT(YEAR) = 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.200 SPECIFIED PERCENT OF GRADIENTS(DEC1MAL) TO USE FOR FRICTION SLOPE = .90 SPECIFIED MINIMUM PIPE SIZE(1NCH) = 18.00 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED ............................................................................ FLOW PROCESS FROM NODE 170.00 TO NODE 180.00 IS CODE = 2 ....................................... >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<?<<< ............................................................................. MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .SO00 +USER SPECIFIED(SUBAREA): INITIAL SUBAREA FLOW-LENGTH(FEET) = 220.00 UPSTREAM ELEVATION = 186.00 DOWNSTREAM ELEVATION = 180.00 ELEVATION DIFFERENCE = 6.00 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 13.072 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.701 SUBAREA RUNOFF( CFS ) = TOTAL AREA(ACRES) = 1.45 1.70 TOTAL RUNOFF( CFS ) = 1.45 *****t**X*tt***tt****~**********~*~*~**~***~~~*****~***~***~*************~** FLOW PROCESS FROM NODE 180.00 TO NODE 190.00 IS CODE = 3 "~""__""__""~"""""""""""""""""""""""""""" ;>)>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<*:< >,>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< "~""___~~~~~~~~""""~~""""~ """"""""""""""""""" """"" ---"----~__"_____"""""""""""""~" ESTIMATED PIPE DIAMETER(1NCH) INCREASED TO 18.000 PIPEFLOW VELOCITY(FEET/SEC.) = 5.9 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.5 INCHES DOWNSTREAM NODE ELEVATION = 168.00 UPSTREAM NODE ELEVATION = 180.00 FLOWLENGTH(FEET) = 400.00 MANNINGS N = ,013 ESTIMATE0 PIPE DIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.45 TRAVEL TIME(M1N. ) = 1.12 TC(MIN.) = 14.20 **XI***************t**~**********~*****************~~***~*****~************* FLOW PROCESS FROM NODE 190.0Q TO NODE 190.00 IS CODE = 1 >i>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE'<C<C CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 14.20 RAINFALL INTENSITY (INCH./HOUR) = 1.61 TOTAL STREAM AREA (ACRES) = TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1.70 1.45 """""""""""""""""""""""""""~""""""""""_ ............................................................................ ............................................................................ FLOW PROCESS FROM NOOE 180.00 TO NODE 190.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIEO(SU8AREA): __"_"~""~~~~E~~~~~~~_=~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ """""" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .SO00 UPSTREAM ELEVATION = INITIAL SUBAREA FLOW-LENGTH(FEET) = 400.00 180.00 DOWNSTREAM ELEVATION = 168.00 ELEVATION DIFFERENCE = 12.00 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 17.652 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 2 YEAR RAINFALL INTENSITY(INCH/HDUR) = 1.401 SUBAREA RUNOFF( CFS ) = TOTAL AREA(ACRES) = .60 TOTAL RUNOFF(CFS ) = .42 .42 ............................................................................ FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 >>>>>AND COMPUTE VARIOUS CONFLUENCE0 STREAM VALUES<<<<< >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< """""_"""___"""""""""""""""""""""""""""" CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: RAINFALL INTENSITY (INCH./HOUR) = 1.40 TIME OF CDNCENTRATION(M1NUTES) = 17.65 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = TOTAL STREAM AREA (ACRES) = .60 .42 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) ( INCH/HOUR) 1 1.45 14.20 2 1.613 .42 17.65 1.401 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTE0 CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF( CFS ) = TOTAL AREA(ACRES ) = 1.81 TIME(M1NUTES) = 14.197 2.30 1.81 1.68 ****x*********x*************~~**~********~******************~**************~ FLOW PROCESS FROM NODE 190.00 TO NODE 240.00 IS CODE = 3 ...................................... ,,,,, '>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW):<<<.:: >,,/,+COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA^.'<^^<^: ............................................................................ ESTIMATED PIPE OIAMETER(1NCH) INCREASED TO 18.000 OEPTH OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.1 UPSTREAM NODE ELEVATION = 168.00 DOWNSTREAM NODE ELEVATION = 160.80 FLOWLENGTH(FEET) = 440.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1 .81 TRAVEL TIME(M1N.) = 1.44 TC(M1N.) = 15.63 ............................................................................ FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ....................................... ............................................................................ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 15.63 RAINFALL INTENSITY (INCH./HOUR) = 1.52 TOTAL STREAM AREA (ACRES) = 2.30 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = I .81 ............................................................................ FLOW PROCESS FROM NODE 190.00 TO NODE 240.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIEO(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .SO00 ............................................................................ UPSTREAM ELEVATION = INITIAL SUBAREA FLOW-LENGTH(FEET) = 440.00 OOWNSTREAM ELEVATION = 168.00 ELEVATION DIFFERENCE = 160.80 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 20.291 7.20 SUBAREA RUNOFF( CFS ) = .45 TOTAL AREA(ACRES) = .70 TOTAL RUNOFF( CFS ) = .45 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.281 FLOW PROCESS FROM NODE 240.00 TO NOOE 240.00 IS CODE = I """"""""_""""""""""""""""~""""""""""""" >??>>,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ............................................................................ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: RAINFALL INTENSITY (INCH./HOUR) = 1.28 TIME OF CONCENTRATION(M1NUTES) = 20.29 TOTAL STREAM AREA (ACRES) = TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = .70 .45 *********t****X************~**************************~**********~~********* FLOW PROCESS FROM NODE 230.00 TO NODE 330.00 IS CODE = 2 ?>?>.>RATIONAL METHOD INITIAL SUBAREA ANALYSISI'i.:<. ............................................................................ *USER SPECIFIEO(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = ,5000 UPSTREAM ELEVATION = DOWNSTREAN ELEVATION = 170.00 ELEVATION DIFFERENCE = 161.20 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 17.873 8.80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 390.00 SUBAREA RUNOFF( CFS ) = 1.88 TOTAL AREA(ACRES) = 2.70 TOTAL RUNOFF( CFS ) = 1.88 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.390 ............................................................................ FLOW PROCESS FROM NODE 330.00 TO NODE 240.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ....................................... ............................................................................ ESTIMATED PIPE DIAMETER(1NCH) INCREASED TO 18.000 PIPEFLOW VELOCITY(FEET/SEC.) = 4.3 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES DOWNSTREAM NODE ELEVATION = 160.80 UPSTREAM NODE ELEVATION = 161.20 ESTIMATED PIPE DIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 FLOWLENGTH(FEET) = 40.00 MANNINGS N = .013 PIPEFLOW THRU SUBAREA(CFS) = 1.88 TRAVEL TIME(MIN.) = .15 TC(MIN.) = 18.0% ********I**************************~***********~**********************~***** FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>,AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CDNCENTRATION(M1NUTES) = 18.03 RAINFALL INTENSITY (INCH./HOUR) = 1.38 TOTAL STREAM AREA (ACRES ) = 2.70 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1.88 CONFLUENCE INFORMATION: NUMBER STREAM RUNOFF TIME INTENSITY (CFS ) (MIN.) (INCH/HOUR) ............................................................................ 1 1.81 15.63 1.516 2 .45 20.29 3 1.281 1.88 18.03 I. 383 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS VARIOUS CONFLUENCE0 RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF( CFS ) = 3.94 TIME(M1NUTES) = 18.027 TOTAL AREA(ACRES ) = 5.70 3.90 3.72 3.94 ***~X****X********X**~***~***********~**************~*********~**~**~******* FLOW PROCESS FROM NODE 240.00 TO NODE 220.00 IS CODE = 3 >?>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA,<<i-( >>>>>USING COMPUTER-ESTIMATE0 PIPESIZE (NON-PRESSURE FLOW)<<ii< ___""""_""__""""""""""""""""""""""""""""" ............................................................................ ESTIMATE0 PIPE DIAMETER(1NCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.2 DOWNSTREAM NODE ELEVATION = 159.00 UPSTREAM NODE ELEVATION = 160.80 ESTIMATED PIPE DIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 FLOWLENGTH(FEET) = 120.00 MANNINGS N = .013 PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(M1N. 1 = 3.94 .32 TC(M1N.) = 18.35 ............................................................................ FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 1 >>>>>DESIGNATE INDEPENOENT STREAM FOR CONFLUENCE<<<(< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: RAINFALL INTENSITY (INCH./HOUR) = 1.37 TIME OF CONCENTRATION(MINUTE5) = 18.35 TOTAL STREAM AREA (ACRES) = 5.70 TOTAL STREAM RUNOFF(CF5) AT CONFLUENCE = 3.94 """_""""""""""""""""""""""""""""""""""- """"""____"_""""""~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ """"""_""""""""" ............................................................................ FLOW PROCESS FROM NODE 200.00 TO NODE 210.00 IS CODE = 2 """""""""-""""""""""""""""""""""""""""- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ............................................................................. *USER SPECIFIED(5UBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .5000 UPSTREAM ELEVATION = DOWNSTREAM ELEVATION = 171.00 ELEVATION DIFFERENCE = 162 .OO URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTE5) = 20.160 9.00 SUBAREA RUNOFF( CFS ) = 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.286 TOTAL AREA(ACRES) = 2.30 TOTAL RUNOFF(CFS) = 1.48 1.48 INITIAL SUBAREA FLOW-LENGTH(FEET) = 470.00 FLOW PROCESS FROM NOOE 210.00 TO NOOE 220.00 IS CODE = 3 s'>>>.>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ?ij>>USING COMPUTER-ESTIMATE0 PIPESIZE (NON-PRESSURE FLOW)<<<:(< ESTIMATED PIPE DIAMETER(1NCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.! = 4.4 UPSTREAM NOOE ELEVATION = 162.00 OOWNSTREAM NDOE ELEVATION = 159.00 FLOWLENGTH(FEET) = 240.00 MANNING5 N = .013 ESTIMATED PIPE OIAMETER(1NCH) = 18.00 NUMBER OF PIPES = I PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(M1N.) = 1.48 .91 TC(MIN.) = 21.07 - ......................................................................... - - - - - - ****I*X*********XI****~********~**~*******~************~***********~**~**~** FLOW PROCESS FROM NODE 220.00 TO NOOE 220.00 IS CODE = 1 """""_~"~""_""""""""""""""""""""""-"""""- .X>>.>>OESIGNATE INOEPENOENT STREAM FOR CONFLUENCE<<<<<< ............................................................................ CONFLUENCE VALUES USEO FOR INOEPENOENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 21.07 TOTAL STREAM AREA (ACRES) = 2.30 RAINFALL INTENSITY (INCH./HOUR) = 1.25 TOTAL STREAM RUNOFF(CFS! AT CONFLUENCE = 1.48 ***I*********************************************************************~** FLOW PROCESS FROM NODE 190.00 TO NODE 220.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): ...................................... ............................................................................ MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .5000 INITIAL SUBAREA FLOW-LENGTH(FEET! = 520.00 UPSTREAM ELEVATION = 168.00 ELEVATION DIFFERENCE = DOWNSTREAM ELEVATION = 159.00 9.00 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 21.796 *CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USEO. 2 YEhR RAINFALL INTENSITY(INCH/HOUR) = 1.223 SUBAREA RUNOFF( CFS ) = TOTAL hREA(ACRE5) = 1.53 2.50 TOTAL RUNDFF(CFS) = 1.53 ............................................................................ FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(M1NUTES) = 21.80 RAINFALL INTENSITY ( INCH. /HOUR ) = 1.22 TOTAL STREAM AREA (ACRES) = 2.50 TOTAL STREAM RUNOFF(CF5) AT CONFLUENCE = 1.53 CONFLUENCE INFORMATION: """"""""""""""""""""""""""""""""""-"""~ ............................................................................ STREAM RUNOFF NUMBER (CFS) TIME INTENSITY (MIN. ) ( INCH/HOUR) 1 3.94 18.35 1.367 2 1.48 21.07 1 .Z50 3 1.53 21.80 1.223 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USE0 FOR 3 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF( CFS ) = 6.67 TIME(M1NUTES) = 18.352 TOTAL AREA(ACRES ) = 10.50 6.67 6.58 6.51 ............................................................................ FLOW PROCESS FROM NOOE 220.00 TO NODE 340.00 IS COOE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<C<?< >>>):USING COMPUTER-ESTIMATE0 PIPESIZE (NON-PRESSURE FLOW)<<<<: ESTIMATED PIPE DIAMETER(1NCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.2 UPSTREAM NOOE ELEVATION = 159.00 DOWNSTREAM NODE ELEVATION = 158.30 FLOWLENGTH(FEET) = 45.00 MANNINGS N = ,013 ESTIMATED PIPE OIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 6.67 TRAVEL TIME(M1N. ) = .10 TC(M1N.) = 18.46 END OF RATIONAL METHOD ANALYSIS ^""__""""""""""""""""""""""""""""""""""~ """__"""""""""""""""""""""""""""""""""" """"""_""""""""""""~""""""""""""""""""" """"___""""""""""""""""""""""""~"~"""~ .............................. """""*==I== ~****~*******X*******~*~**~***~*****~*****~****~********~*f****~*~********** RATIONAL METHOD HYOROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL OISTRICT (c) Copyright 1982-88 Advanced Engineering Software (des) Uer. 4.1A Release Date: 1/09/89 Serial # 3020 Analysis prepared by: 1985,1981 HYOROLOGY MANUAL Rick Engineering Company 5620 Friars Road, San Oiego, CA 92110 Water Resources Oivision (619) 291-0707 XX*OIII*****XXXXII***~XX*X DESCRIPTION OF STUDY *xxx~~~~~xx~~*x~~~xx~xx~x~ * ONSITE FLOWS, ROUGH GRAOEO CONDITION RATIONAL METHOD FOR PLAZA PASEO REAL, BASIN "P" * JOB NUMBER 108940 BW * *~********X*X******~*******~*************~*******~***~*****~*~*****~****** FILE NAME: A: 10894.D03 TIME/OATE OF STUDY: 20:59 3/24/1986 USER SPECIFIED HYDROLOGY AN0 HYDRAULIC MODEL INFORMATION: ...................................... ....................................... 1985 SAN DIEGO MANUAL CRITERIA 6-HOUR DURATION PRECIPITATION (INCHES) = 1.200 USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED PERCENT OF GRADIENTS(DEC1MAL) TO USE FOR FRICTION SLOPE = .90 SPECIFIED MINIMUM PIPE SIZE(1NCH) = 18.00 SAN DIEGD HYDROLOGY MANUAL "C"-VALUES USED ............................................................................ FLOW PROCESS FROM NODE 350.00 ID NODE 360.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<?<<< *USER SPECIFIED(SU8AREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .5000 ...................................... """"_"""""""""""""""""""""""""""""""" """"""""""""""""""""""""""""""""""""-=== UPSTREAM ELEVATION = INITIAL SUBAREA FLOW-LENGTH(FEET) = 375.00 DOWNSTREAM ELEVATION = 158.50 164.70 ELEVATION DIFFERENCE = 6.20 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 18.639 TOTAL AREA(ACRES) = SUBAREA RUNOFF( CFS) = .60 TOTAL RUNOFF(CFS) = .41 .41 EN0 OF RATIONAL METHOD ANALYSIS 2 YEAR RAINFALL INTENSITY(INCHIH0UR) = 1.353 .............................................. ............................... "" L __ Date - Job No. /of94 Page No. 1 - I . Date 5-22-89 - Job No. /089./ 4 Page No. 365 SO. RANCHO SANTA FE ROAD 0 SUITE lo( RICK ENGINEERING COMPANY I %%~%~!~ - Date 5-22. B9 Job No. /OUL/ Page No. - Date - Job No. /af9+ d Page No. - . I - 365 SO. RANCHO SANTA FE ROAD 0 SUITE 10' RICK ENGINEERING COMPANY I %%,:":::%