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; Appendix H - Calcs - Buena Vista Creek Basin; Storm Water; 1991-01-01
MASIER PLAN OF DRAINAGE FOR .- BUE" VISTA CREER BASIN PROPOSED LINE PAGES AA A?A AAAA ?iAB AB AC AD ADA AE AFA AFB ................. ................. ................. ................. ................. ................. ................. ................. ................. ................. ................. 142-145 146-149 153-155 149-151 151-153 151 145-146 138-142 135-137 121-132 118-120 109-117 107-109 103-107 USER SPECIFIED RUNOFF COEFFICIENT CALCS. 167-168 i ............................................................................ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT (c) Copyright 1982-88 Advanced Engineering Software (aes) Analysis prepared by: FRASER ENGINEERING, INC. 2191 EL CAMINO REAL OCEANSIDE, CA 92054 (619) 722-3495 ~ 1985,1981 HYDROLOGY MANUAL Ver. 4.1A Release Date: 1/09/69 Serial # 3454 .......................... DESCRIPTION OF STUDY .......................... * CARLSBAD MASTER DRAINAGE PLAN * * BUENA VISTA CREEK BASIN * * * .......................................................................... FILE NAME: CB100S.DAT TIME/DATE OF STUDY: 15:56 3/20/1990 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ............................................................................ ............................................................................ - 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) 2.800 SPECIFIED MINIMUM PIPE SIZE(1NCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DEC1MAL) TO USE FOR FRICTION SLOPE = -90 SAN DIEGO HYDROLOGY MANUAL "C"-VAWES USED ............................................................................ FLOW PROCESS FROM NODE 101.00 TO NODE 101.10 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: (INITIAL BASIN): TC(M1N) = 13.18 RAIN INTENSITY(INCH/HOUR) = 3.95 TOTAL AREA(ACRES) = 8.19 TOTAL RUNOFF(CFS) = 17.46 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = -5400 ............................................................................ ..................................................................... L (FEET) = 450.00 s = 4.3% STREET LENGTH(FEET) = 650.00 CURB HEIGTH(1NCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DEC1MAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5400 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 40.50 STREET FLOWDEPTH(FEET) = .45 HALFSTREET FLOODWIDTH (FEET) = 16.24 PRODUCT OF DEPTH&VELOCITY = 3.31 - AVERAGE FLOW VELOCITY (FEET/SEC. ) = 7.35 STREETFLOW TRAVELTIME(M1N) = 1.47 TC(M1N) = 14.65 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.687 *USER SPECIFIED(SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5400 SUBAREA AREA(ACRES) = 23.18 SUBAREA RUNOFF(CFS) = 46.15 SUMMED AREA(ACRES) = 31.37 TOTAL RUNOFF(CFS) = 63.61 END OF SUBAREA STREETFLOW HYDRAULICS: DEFT"(FEET) = .52 HALFSTREET FLoODWIDTH(FEET) = 19.71 FMW VELOCITY(FEET/SEC.) = 7.94 DEPTH*VELOCITY = 4.14 ............................................................................ FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.9 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 20.2 ?OWNSTREAM NODE ELEVATION = 245.00 FLOWLENGTH(FEET) = 200.00 MANNINGS N = -012 ESTIMATED PIPE DIAMETER(1NCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 63.61 TRAVEL TIME(M1N.) = .16 TC(M1N.) = 14.82 .............................................................. - UPSTREAM NODE ELEVATION = 255.00 ............................................................................ FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ __________________--_----__-------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.661 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4900 SUBAREA AREA(ACRES) = 17.60 SUBAREA RUNOFF(CFS) = 31.57 TOTAL AREA(ACRES) = 48.97 TOTAL RUNOFF(CFS) = 95.18 TC(M1N) = 14.82 ............................................................................ FLOW PROCESS FROM NODE 103.00 TO NODE 103.20 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.3 INCHES CITY OF OCEANSIDE PIPEFLOW VELOCITY (FEET/SEC. ) = 22.2 ............................................................................ .................................. ...................................................................... _- 102 UPSTREAM NODE ELEVATION = 245.00 DOWNSTREAM NODE ELEVATION = 135.00 FLOWLENGTH(FEET) = 2300.00 MANNINGS N = -012 PIPEFLOW THRU SUBAREA(CFS) = 95.18 - ESTIMATED PIPE DIAMETER(1NCH) = 33.00 NUMBER OF PIPES = TRAVEL TIME(M1N.) = 1.72 TC(M1N.) = 16.54 1 ............................................................... *** FLOW PROCESS FROM NODE 200.00 TO NODE 200.10 IS CODE = 7 * * * ** ............................................................................ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< BEGIN LINE APE USER-SPECIFIED VALUES ARE AS FOLLOWS : (INITIAL BASIN) : TC(M1N) = 12.30 RAIN INTENSITY(INCH/HOUR) = 4.13 L (FEET) = 500.00 S = 7.2% SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5100 TOTAL AREA(ACRES) = 2.60 TOTAL RUNOFF(CFS) = 5.47 ............................................................................ FLOW PROCESS FROM NODE 200.10 TO NODE 201.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 375.00 DOWNSTREAM ELEVATION = 250.00 STREET LENGTH(FEET) = 1800.00 CURB HEIGTH(1NCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DEC1MAL) = .0200 - SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5100 ............................................................................ **TRAVELTIME COMPUTED USING MEAN FLOW(CF.5) = 24.21 STREET FLOWDEPTH(FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 12.77 AVERAGE FLOW VELOCITY (FEET/SEC.) = 6.92 PRODUCT OF DEPTH&VELOCITY = 2.64 STREETFLOW TRAVELTIME(M1N) = 4.34 TC(M1N) = 16.64 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.397 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5100 SUBAREA AREA(ACRES) = 21.66 SUBAREA RUNOFF(CFS) = 37.53 SUMMED AREA(ACRES) = 24.26 TOTAL RUNOFF(CFS) = 43.00 END OF SUBAREA STREETFLOW HYDRAULICS: DEF'TH(FEET) = .45 HALFSTREET FLOODWIDTH(FEET) = 16.24 FLOW VELOCITY(FEET/SEC.) = 7.80 DEFTH*VELOCITY = 3.52 ............................................................................ FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 5 ............................................................................ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< APE UPSTREAM NODE ELEVATION = 225.00 - DOWNSTREAM NODE ELEVATION = 200.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 400.00 GPD - OS CHANNEL BASE(FEET) = .OO "Z" FACTOR = 4.000 NATURAL CHANNEL MANNINGS FACTOR = .035 MAXIMUM DEPTH(FEET) = 9.00 POTEMTIAL REHBDIAL 103 -----------_____________________________------------------------------------ CHANNEL FLOW THRU SUBAREA(CFS) = 43.00 WORK FLOW VELOCITY(FEET/SEC) = 7.31 FLOW DEPTH(FEET) = 1.21 TRAVEL TIME(M1N.) = .91 TC(M1N.) = 17.55 rr************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.282 *USER SPECIFIED(SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4600 SUBAREA AREA(ACRES) = 29.31 SUBAREA RUNOFF(CFS) = 44.26 TOTAL AREA(ACRES) = 53.57 TOTAL RUNOFF(CFS) = 87.26 TC(M1N) = 17.55 ............................................................................ FLOW PROCESS FROM NODE 202.00 TO NODE 202.10 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.8 INCHES GPD - OS PIPEFLOW VELOCITY(FEET/SEC.) = 25.3 (EXIST. 18" UNDER UPSTREAM NODE ELEVATION = 200.00 TAMARACK AVE.) DOWNSTREAM NODE ELEVATION = 175.00 FLOWLENGTH (FEET) = 350.00 MANNINGS N = .012 PIPEFLOW THRU SUBAREA(CFS) = 87.26 TRAVEL TIME(M1N.) = .23 TC(M1N.) = 17.78 ............................................................................ ........................................................................... -ESTIMATED PIPE DIAMETER(1NCH) = 30.00 NUMBER OF PIPES = 1 ............................................................................ FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 5 ............................................................................ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< AFB ............................................. UPSTREAM NODE ELEVATION = 175.00 GPD - OS DOWNSTREAM NODE ELEVATION = 150.00 NATURAL CHANNEL CHANNEL LENGTH THRU SUBAREA(FEET) = 1000.00 WTEHTIAL REMEDIAL WORK CHANNEL BAsE(FEET) = 4.00 "2" FACTOR = 2.000 MANNINGS FACTOR = .035 MAXIMUM DEPTH(FEET) = 4.00 CHANNEL FLOW THRU SUBAREA(CFS) = 87.26 FLOW VELOCITY(FEET/SEC) = 7.11 FLOW DEPTH(FEET) = 1.67 TRAVEL TIME(M1N.) = 2.35 TC(M1N.) = 20.12 ............................................................................ FLOW PROCESS FROM NODE 204.00 TO NODE 203.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ .......................................................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.005 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4900 104 SUBAREA AREA(ACRES) = 66.57 SUBAREA RUNOFF(CFS) = 98.02 TOTAL AREA(ACRES) = 120,.14 TOTAL RUNOFF(CFS) = 185.27 TC(M1N) = 20.12 ,-- ............................................................................ FLOW PROCESS FROM NODE 203.00 TO NODE 205.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< AFB UPSTREAM NODE ELEVATION = 150.00 GPD - OS DOWNSTREAM NODE ELEVATION = 100.00 NATURAL CHANNEL CHANNEL LENGTH THRU SUBAREA(FEET) = 1100.00 POTENTIAL REMEDIAL WORK CHANNEL BASE(FEET) = 6.00 "2" FACTOR = 2.000 MA"1NGS FACTOR = .035 MAXIMUM DEPTH(FEET) = 4.00 CHANNEL FLOW THRU SUBAREA(CFS) = 185.27 FLOW VELOCITY(FEET/SEC) = 10.50 FLOW DEF'TH(FEET) = 1.83 TRAVEL TIME(M1N.) = 1.75 TC(M1N.) = 21.87 ............................................................................ ________________________________________--------------_------------_-------- _____---________--------- ............................................................................ FLOW PROCESS FROM NODE 208.00 TO NODE 205.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.848 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5300 'TOTAL AREA(ACRES) = 156.49 TOTAL RUNOFF(CFS) = 240.14 TC(M1N) = 21.87 - SUBAREA AREA(ACRES) = 36.35 SUBAREA RUNOFF(CFS) = 54.87 ............................................................................ FLOW PROCESS FROM NODE 205.00 TO NODE 209.00 IS CODE = 5 ............................................................................ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UB UPSTREAM NODE ELEVATION = 100.00 GPD - OS DOWNSTREAM NODE ELEVATION = 80.00 NATURAL CHANNEL CHANNEL LENGTH THRU SUBAREA(FEET) = 1100.00 POTENTIAL REMEDIAL CHANNEL BASE(FEET) = 6.00 "2" FACTOR = 2.000 WORK MA"1NGS FACTOR = .035 MAXIMUM DEPTH(FEET) = 6.00 CHANNEL FLOW THRU SUBAREA(CFS) = 240.14 FLOW VELOCITY (FEET/SEC) = 8.08 FLOW DEPTH( FEET) = 2.64 TRAVEL TIME(M1N.) = 2.27 TC(M1N.) = 24.14 ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 205.00 TO NODE 209.00 IS CODE = 8 ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ________________________________________----------------------_------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.672 *USER SPECIFIED(SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5400 105 SUBAREA AREA(ACRES) = 72.55 SUBAREA RUNOFF(CFS) = 104.69 TOTAL AREA(ACRES) = 229.04 TOTAL RUNOFF(CFS) = 344.83 TC(M1N) = 24.14 - x*************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 209.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.672 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 9.93 SUBAREA RUNOFF(CFS) = 14.59 TOTAL =(ACRES) = 238.97 TOTAL RUNOFF(CFS) = 359.42 TC(M1N) = 24.14 ............................................................................ FLOW PROCESS FROM NODE 209.00 TO NODE 211.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ABB DEPTH OF FLOW IN 66.0 INCH PIPE IS 53.4 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 17.5 NATURAL CHANNEL UPSTREAM NODE ELEVATION = 80.00 PROPOSE ENHANCED NATURAL mL DOWNSTREAM NODE ELEVATION = 70.00 FLOWLENGTH(FEET) = 900.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 66.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 359.42 TRAVEL TIME (MIN. ) = .86 TC(M1N.) = 25.00 ............................................................................ -----------_--__________________________------------------------------------ GPD-OS - ............................................................................ FLOW PROCESS FROM NODE 209.00 TO NODE 211.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FMW<<<<< ............................................................................ ----------------_----------------- ----__________________________________I_------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.613 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5100 SUBAREA =(ACRES) = 16.20 SUBAREA RUNOFF(CFS) = 21.58 TOTAL AREA(ACRES) = 255.17 TOTAL RUNOFF(CFS) = 381.00 TC(M1N) = 25.00 ............................................................................ FLOW PROCESS FROM NODE 211.00 TO NODE 111.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< AFB DEPTH OF FLOW IN 66.0 INCH PIPE IS 53.4 INCHES GPD-OS UPSTREAM NODE ELEVATION = 70.00 PROPOSE ENHANCED NATURAL CEANSEL DOWNSTREAM NODE ELEVATION = 35.00 FLOWLENGTH(FEET) = 2800.00 MANNINGS N = .012 -~ PIPEFLOW VELOCITY (FEET/SEC. ) = 18.5 NATURAL CHANNEL 106 ESTIMA.TED PIPE DIAMETER(1NCH) = 66.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 381.00 TRAVEL TIME(M1N.) = 2.52 TC(M1N.) = 27.52 - ............................................................................ FLOW PROCESS FROM NODE 213.00 TO NODE 111.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLQW<<<<< ............................................................................ ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.456 *USER SPECIFIED (SUBAREA) : COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7100 SUBAREA AREA(ACRES) = 61.88 SUBAREA RUNOFF(CFS) = 107.89 TOTAL AREA(ACRES) = 317.05 TOTAL RUNOFF(CFS) = 488.89 TC(M1N) = 27.52 TO BUENA VISTA CREEK ............................................................................ FLOW PROCESS FROM NODE 213.00 TO NODE 111.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ............................................................................ .......................................................................... TIME OF CONCENTRATION(M1NUTES) = 27.52 RAINFALL INTENSITY (INCH./HOUR) = 2.46 TOTAL STREAM AREA (ACRES) = 317.05 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 488.89 TO BUENA VISTA CREEK - ........................................................................... FLOW PROCESS FROM NODE 300.00 TO NODE 300.10 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< BEGIN LINE APA *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5000 ............................................................................ _____________________________________I__---------_----------------------- NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 11.77(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 UPSTREAM ELEVATION = 255.00 WWNSTREAM ELEVATION = 160.00 ELEVATION DIFFERENCE = 95.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.246 SUBAREA RUNOFF(CFS) = 11.04 TOTAL AREA(ACRES) = 5.20 TOTAL RUNOFF(CFS) = 11.04 ............................................................................ FLOW PROCESS FROM NODE 300.10 TO NODE 301.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(1NCIX) INCREASED TO 18.000 (EXIST. 21" h 18" RCP) ............................................................................ ...................................................... DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.2 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 12.1 UPSTREAM NODE ELEVATION = 160.00 107 DOWNSTpJUM NODE ELEVATION = 100.00 FLOWLENGTH(FEET) = 1550.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 TRAVEL TIME(M1N.) = 2.13 TC(M1N.) = 13.90 - PIPEFMW THRU SUBAREA(CFS) = 11.04 ............................................................................ FLOW PROCESS FROM NODE 300.10 TO NODE 301.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ___________________-_____I______________-------------------------------- 100 YEAR RAINFALL INTENSITYfINCH/HOUR) = 3.815 ~~~ ~~~~ ~ *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = -5000 SUBAREA AREA(ACRES) = 52.58 SUBAREA RUNOFF(CFS) = 100.29 TOTAL AREA(ACRES) = 57.78 TOTAL RUNOFF(CFS) = 111.33 TC(M1N) = 13.90 ' ............................................................................ FLOW PROCESS FROM NODE 301.00 TO NODE 111.00 IS CODE = 5 ............................................................................ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< APA ........................................................................ UPSTREAM NODE ELEVATION = 100.00 PROPOBE mmmn ~TVIUL CHA#WEL DOWNSTREAM NODE ELEVATION = 35.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2000.00 t4A"INGS FACTOR = .035 MAXIMUM DEPTH(FEET) = 4.00 CHANNEL FLOW THRU SUBAREA(CFS) = 111.33 TO BUENA VISTA CREEK FLOW VEMCITY (FEET/SEC) = 8.37 FLOW DEPTH (FEET) = 1.77 TRAVEL TIME(M1N.) = 3.98 TC(M1N.) = 17.88 - CHANNEL BASE(FEET) = 4.00 "Z" FACTOR = 2.000 ............................................................................ FLOW PROCESS FROM NODE 301.00 TO NODE 111.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.243 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .6500 SUBAREA =(ACRES) = 26.68 SUBAREA RUNOfl(CFS) = 56.24 TOTAL AREA(ACRES) = 84.46 TOTAL RUNOFF(CFS) = 167.57 TC(M1N) = 17.88 TO BUENA VISTA CREEK ............................................................................ FLOW PROCESS FROM NODE 302.00 TO NODE 111.00 IS CODE = 8 ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ................................................................ . 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.243 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .6500 SUBAREA AREA(ACRES) = 31.90 SUBAREA RUNOFF(CFS) = 67.24 108 TOTAL -(ACRES) = 116.36 TOTAL RUNOFF(CFS) = 234.81 TC(M1N) = 17.88 TO BUENA VISTA CREEK e .......................................................................... FLOW PROCESS FROM NODE 301.00 TO NODE 111.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 17.88 ............................................................................ ........................................................................... RAINFALL INTENSITY (INCH./HOUR) = 3.24 TOTAL STREAM AREA (ACRES) = 116.36 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 234.81 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) ............................................................................ 1 488.89 27.52 2.456 2 234.81 17.88 3.243 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 666.70 TIME(M1NUTES) = 27.520 TOTAL AREA(ACRES) = 433.41 TO BUENA VISTA CREEK 666.70 605.02 - ............................................................................ FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.456 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5900 SUBAREA AREA(ACRES) = 28.04 SUBAREA RUNOFF(CFS) = 40.62 TOTAL =(ACRES) = 461.45 TOTAL RUNOFF(CFS) = 707.32 TC(M1N) = 27.52 ............................................................................ FMW PROCESS FROM NODE 400.00 TO NODE 400.10 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< BEGIN LINE AE *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 ............................................................................ ...................... ........................................................... INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 UPSTREAM ELEVATION = 283.00 DOWNSTREAM ELEVATION = 271.00 ' URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 18.613 - ELEVATION DIFFERENCE = 12.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.160 SUBAREA RUNOFF(CFS) = 22.26 109 TOTAL ,AREA (ACRES ) = 12.81 TOTAL RUNOFF(CFS) = 22.26 ............................................................................. FLOW PROCESS FROM NODE 400.10 TO NODE 400.02 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.8 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 15.3 UPSTREAM NODE ELEVATION = 272.58 WWNSTREAM NODE ELEVATION = 260.00 FLOWLENGTH(FEET) = 260.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 22.26 TRAVEL TIME(M1N.) = .28 TC(M1N.) = 18.90 ............................................................................ ........................................................................... ............................................................................ FLOW PROCESS FROM NODE 400.20 TO NODE 400.03 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.8 UPSTREAM NODE ELEVATION = 258.50 236.00 FLOWLENGTH(FEET) = 375.00 MANNINGS N = -012 ESTIMATED PIPE DIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 22.26 TRAVEL TIME (MIN. ) = .37 TC(M1N.) = 19.27 ............................................................................ .......................................................................... - WWNSTREAM NODE ELEVATION = ............................................................................ FLOW PROCESS FROM NODE 400.03 TO NODE 400.04 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.4 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 9.7 UPSTREAM NODE ELEVATION = 236.00 DOWNSTREAM NODE ELEVATION = 234.60 FLOWLENGTH(FEET) = 100.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 22-26 TRAVEL TIME (WIN. ) = -17 TC(M1N.) = 19.44 ............................................................................ FLOW PROCESS FROM NODE 400.40 TO NODE 401.00 IS CODE = 3 ............................................................................ . >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES ........................................................................... 110 PIPEFLQW VELOCITY (FEET/SEC. ) = 19.2 UPSTREAM NODE ELEVATION = 234.60 WWNSTREAM NODE ELEVATION = 203.00 TSTIMATED PIPE DIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 TRAVEL TIME(M1N.) = .32 TC(M1N.) = 19.77 - FLOWLENGTH(FEET) = 375.00 MANNINGS N = .012 PIPEFLOW THRU SUBAREA(CFS) = 22.26 ............................................................................ FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ --_____--------__-------------------------------- .......................................................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.040 *USER SPECIFIED(SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA =(ACRES) = 40.64 SUBAREA RUNOFF(CFS) = 67.95 TOTAL AREA(ACRES) = 53.45 TOTAL RUNOFF(CFS) = 90.22 TC(M1N) = 19.77 ............................................................................ FLOW PROCESS FROM NODE 401.00 TO NODE 401.10 IS CODE = 3 ............................................................................ ' >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 39.0 INCH PIPE IS 31.0 INCHES (EXIST. 36" RCP) -PIPEFLOW VELOCITY(FEET/SEC.) = 12.8 JPSTREAM NODE ELEVATION = 235.00 DOWNSTREAM NODE ELEVATION = 233.80 FLOWLENGTH(FEET) = 100.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 39.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 90.22 TRAVEL TIME(M1N.) = .13 TC(M1N.) = 19.90 ..................................... ........................................................................ ............................................................................ FMW PROCESS FROM NODE 401.10 TO NODE 401.20 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.8 INCHES (EXIST. 36" RCPI PIPEFLOW VELOCITY (FEET/SEC. ) = 18.9 UPSTREAM NODE ELEVATION = 23 3.80 WWNSTREAM NODE ELEVATION = 225.86 FLOWLENGTH(FEET) = 240.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 90.22 TRAVEL TIME(M1N.) = -21 TC(M1N.) = 20.11 ............................................................................ ------- .................................................................. ............................................................................. 'MW PROCESS FROM NODE 401.20 TO NODE 401.30 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ 111 >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.7 INCHES (EXIST. 36" RCP) - PIPEFLOW VELOCITY(FEET/SEC.) = 25.0 UPSTREAM NODE ELEVATION = 225.86 DOWNSTREAM NODE ELEVATION = 208.23 FLOWLENGTH(FEET) = 260.00 MAN?JINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 90.22 TRAVEL TIME(M1N.) = .17 TC(M1N.) = 20.28 --------____ ........................................................................ ............................................................................ FLOW PROCESS FROM NODE 401.30 TO NODE 401.40 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.2 INCHES (EXIST. 36" RCP) PIPEFLOW VELOCITY(FEET/SEC.) = 33.4 UPSTREAM NODE ELEVATION = 208.23 DOWNSTREAM NODE ELEVATION = 184.71 FLOWLENGTH(FEET) = 150.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 90.22 TRAVEL TIME(M1N.) = .07 TC(M1N.) = 20.36 ............................................................................ __--------___----_----------__--------___-----~---______-----------__-_--___ ________________________________________------ ............................................................................ - FLOW PROCESS FROM NODE 401.40 TO NODE 401.50 IS CODE = 3 .......................................................................... >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 45.0 INCH PIPE IS 34.6 INCHES (EXIST. 48" RCP) PIPEFLOW VELOCITY(FEET/SEC.) = 9.9 UPSTREAM NODE ELEVATION = 184.71 DOWNSTREAM NODE ELEVATION = 184.53 FLOWLENGTH (FEET) = 30.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 45.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 90.22 TRAVEL TIME(M1N.) = .05 TC(M1N.) = 20.41 ........................................................................ ............................................................................ FLOW PROCESS FROM NODE 401.50 TO NODE 402.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< AE DEPTH OF FLOW IN 36.0 INCH PIPE IS 29.4 INCHES (EXIST. EARTHEN CHANNEL) PIPEFLOW VELOCITY(FEET/SEC.) = 14.6 (EXIST. SEDIMENTATION BASIN) UPSTREAM NODE ELEVATION = 160.00 DOWNSTREAM NODE ELEVATION = 152.00 ESTIMATED PIPE DIAMETER(1NCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 90.22 TRAVEL TIME(M1N.) = -53 TC(M1N.) = 20.93 ............................................................................ ___________________________________I______ =is============ - FLoWLENGTH(FEET) = 460.00 MANNINGS N = -012 112 ............................................................................ - FLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 8 .......................................................................... >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< _______--___________--------------_ ...................................................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.930 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5400 SUBAREA AREA(ACRES) = 47.72 SUBAReA RUNOFF(CFS) = 75.49 TOTAL AREA(ACRES) = 101.17 TOTAL RUNOFF(CFS) = 165.71 TC(M1N) = 20.93 ............................................................................ FLOW PROCESS FROM NODE 402.10 TO NODE 402.20 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.3 INCHES (EXIST. 66" RCP) PIPEFLOW VELOCITY(FEET/SEC.) = 22.3 UPSTREAM NODE ELEVATION = 137.32 DOWNSTREAM NODE ELEVATION = 134.26 FLOWLENGTH (FEET) = 90.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER( INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 165.71 ............................................................................ - TRAVEL TIME(M1N.) = .07 TC(M1N.) = 21.00 ............................................................................ FLOW PROCESS FROM NODE 402.20 TO NODE 402.30 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.9 INCHES (EXIST. 66" RCP) PIPEFLOW VELOCITY(FEET/SEC.) = 25.1 UPSTREAM NODE ELEVATION = 134.26 DOWNSTREAM NODE ELEVATION = 120.10 FLOWLENGTH(FEET) = 300.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 39.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 165.71 TRAVEL TIME(M1N.) = .20 TC(M1N.) = 21.20 ............................................................................ ................................... ..................................................................... ............................................................................ FLOW PROCESS FROM NODE 402.30 TO NODE 402.40 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 48.0 INCH PIPE IS 36.2 INCHES (EXIST. 66" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 16.3 UPSTREAM NODE ELEVATION = 120.10 DOWNSTREAM NODE ELEVATION = 118.15 FLOWLENGTH(FEET) = 130.00 MANNINGS N = .012 ............................................................................ ...................................................................... 113 ESTIMATED PIPE DIAMETER(1NCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 165.71 TRAVEL TIME(M1N.) = .13 TC(M1N.) = 21.33 ............................................................................ FLOW PROCESS FROM NODE 402.40 TO NODE 402.50 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.9 INCHES (EXIST. 42" RCP) PIPEFLOW VELOCITY(FEET/SEC.) = 25.1 UPSTREAM NODE ELEVATION = 118.15 DOWNSTREAM NODE ELEVATION = 105.93 FLOWLENGTH(FEET) = 260.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 39.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 165.71 TRAVEL TIME(M1N.) = .17 TC(M1N.) = 21.50 ................................................................... ............................................................................ FLOW PROCESS FROM NODE 402.50 TO NODE 402.60 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.5 INCHES (EXIST. 42" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 19.4 DOWNSTREAM NODE ELEVATION = 97.00 FLOWLENGTH(FEET) = 380.00 MANNINGS N = .,012 ESTIMATED PIPE DIAMETER(1NCH) = 45.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 165.71 TRAVEL TIME(M1N.) = .33 TC(M1N.) = 21.83 ............................................................................ ......................................................................... .- UPSTREAM NODE ELEVATION = 105.93 ............................................................................ FLOW PROCESS FROM NODE 402.00 TO NODE 402.60 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ --------_----____---__I___ -------I---------------------- ......................... --------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.851 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5300 SUBAREA -(ACRES) = 74.30 SUBAREA RUNOFF(CFS) = 112.28 TOTAL AREA(ACRES) = 175.47 TOTAL RUNOFF(CFS) = 277.99 TC(M1N) = 21.83 ............................................................................ FLOW PROCESS FROM NODE 402.60 TO NODE 403.10 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< - >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ?a _____________ ....................................................................... DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.3 INCHES PROPOSE 36" RCP PIPEFLOW VELOCITY(FEET/SEC.) = 54.7 (EXIST. 24" INADEQUATE) 114 UPSTREAM NODE ELEVATION = 97.00 DOWNSTREAM NODE ELEVATION = 71.20 FLOWLENGTH(FEET) = 100.00 MANNINGS N = .012 PIPEFLOW THRU SUBAREA(CFS) = 277.99 - ESTIMATED PIPE DIAMETER(1NCH) = 36.00 NUMBER OF PIPES = 1 TRAVEL TIME(M1N.) = .03 TC(M1N.) = 21.86 DEPTH OF FLOW IN 60.0 INCH PIPE IS 44.7 INCHES (EXIST. 54" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 17.7 UPSTREAM NODE ELEVATION = 71.20 DOWNSTREAM NODE ELEVATION = 69.88 FLOWLENGTH(FEET) = 100.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 60.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 277.99 TRAVEL TIME(M1N.) = .09 TC(M1N.) = 21.95 ............................................................................ FLOW PROCESS FROM NODE 403.20 TO NODE 403.30 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 60.0 INCH PIPE IS 44.9 INCHES (EXIST. 54" RCP) PIPEFLOW VELOCITY(FEET/SEC.) = 17.6 UPSTREAM NODE ELEVATION = 69.88 WWNSTREAM NODE ELEVATION = 65.97 FLOWLENGTH(FEET) = 300.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER( INCH) = 60.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 277.99 TRAVEL TIME(M1N.) = .28 TC(M1N.) = 22.24 ............................................................................ - ------ .......................... ............................................................................ FLOW PROCESS FROM NODE 403.30 TO NODE 403.40 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 51.0 INCH PIPE IS 39.9 INCHES (EXIST. 54" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 23.3 UPSTREAM NODE ELEVATION = 65.97 DOWNSTREAM NODE ELEVATION = 42.12 FLOWLENGTH(FEET) = 850.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER( INCH) = 51.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 277.99 TRAVEL TIME(M1N.) = .61 TC(M1N.) = 22.84 ............................................................................ ================3==-==========5.===1====================== ............................................................................ FLOW PROCESS FROM NODE 403.00 TO NODE 405.00 IS CODE = 8 115 ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< -------__-----__--__ - 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.769 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5600 SUBAREA AREA(ACRES) = 53.80 SUBAREA RUNOFF(CFS) = 83.42 TOTAL AREA(ACRES) = 229.27 TOTAL RUNOFF(CFS) = 361.41 TC(M1N) = 22.84 ............................................................................ FMW PROCESS E'ROM NODE 405.00 TO NODE 406.00 15 CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ----------c----------------------------------------------------------------- >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 60.0 INCH PIPE IS 43.7 INCHES (EXIST. 54" RCP) PIPEFLOW VEMCITY(FEET/SEC.) = 23.6 UPSTREAM NODE ELEVATION = 41.11 DOWNSTREAM NODE ELEVATION = 38.76 FMWLENGTH(FEET) = 100.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 60.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 361.41 TRAVEL TIME(M1N.) = .07 TC(M1N.) = 22.92 ............................................................................ ............................................................................ FMW PROCESS FROM NODE 407.00 TO NODE 406.00 IS CODE = 8 .......................................................................... - >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ......................................................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.763 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 27.58 SUBAREA RUNOFF(CFS) = 41.92 TOTAL =(ACRES) = 256.85 TOTAL RUNOFF(CFS) = 403.33 TC(M1N) = 22.92 ............................................................................ FMW PROCESS FROM NODE 406.00 TO NODE 406.10 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 60.0 INCH PIPE IS 48.3 INCHES (EXIST. 54" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 2 3.8 UPSTREAM NODE ELEVATION = 38.76 DOWNSTREAM NODE ELEVATION = 34.06 FLOWLENGTH(FEET) = 200.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 60.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 403.33 TRAVEL TIME(M1N.) = * 14 TC(N1N.) = 23.06 ............................................................................ --------_- ---- ........................................................... ............................................................................ FLOW PROCESS FROM NODE 406.10 TO NODE 406.20 IS CODE = 3 116 ............................................................................ >>>>>COMPUTE PIPEFMW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 60.0 INCH PIPE IS 48.3 INCHES (EXIST. 54" RCP) PIPEFMW VEMCITY(FEET/SEC.) = 23.8 UPSTREAM NODE ELEVATION = 39.06 DOWNSTREAM NODE ELEVATION = 27.31 FLOWLENGTH(FEET) = 500.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 60.00 NUMBER OF PIPES = 1 PIPEFMW THRU SUBAREA(CFS) = 403.33 TRAVEL TIME(M1N.) = .35 TC(M1N.) = 23.41 ........................................................ - ............................................................................ FLOW PROCESS FROM NODE 406.20 TO NODE 406.30 IS CODE = 3 >>>>>COMPUTE PIPEFMW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 57.0 INCH PIPE IS 42.9 INCHES (EXIST. 66" RCP) PIPEFMW VEMCITY(FEET/SEC.) = 28.2 UPSTREAM NODE ELEVATION = 27.31 DOWNSTREAM NODE ELEVATION = 15.91 FLOWLENGTH(FEET) = 320.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 57.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 403.33 TRAVEL TIME(M1N.) = .19 TC(M1N.) = 23.59 ............................................................................ ........................................................................... ............................................................................ - FLOW PROCESS FROM NODE 406.30 TO NODE 113.00 IS CODE = 3 .......................................................................... >>>>>COMPUTE PIPEFMW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 60.0 INCH PIPE IS 48.1 INCHES (EXIST. 66" RCP) PIPEFMW VEMCITY(FEET/SEC.) = 23.9 UPSTREAM NODE ELEVATION = 15.91 DOWNSTREAM NODE ELEVATION = 10.00 FMWLENGTH(FEET) = 250.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 60.00 NUMBER OF PIPES = 1 PIPEFMW THRU SUBAREA(CFS) = 403.33 TO BUENA VISTA CREEK TRAVEL TIME(M1N.) = .17 TC(M1N.) = 23.77 ............................................................................ FLOW PROCESS FROM NODE 406.00 TO NODE 113.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ~~~~~~~~~~~~~~~~~~~~~~ ~~ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.699 *USER SPECIFIED (SUBAREA) : COMMERCIAL DEVEMPMENT RUNOFF COEFFICIENT = .7300 SUBAREA AREA(ACRES) = 31.30 SUBAREA RUNOFF(CFS) = 61.67 TOTAL -(ACRES) = 288.15 TOTAL RUNOFF(CFS) = 465.00 TC(M1N) = 23.77 TO BUENA VISTA CREEK ............................................................................ FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE = 7 117 ............................................................................ BEGIN LINE ADA >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ____I_--________----------------------------------------------------------- ____________________-------------------------------------------------------- - USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(M1N) = 20.52 RAIN INTENSITY(INCH/HOUR) = 2.97 TOTAL AREA (ACRES) = 12.49 TOTAL RUNOFF(CFS) = 14.82 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 TC = 1.8 (1.1-C) IL)"' L (FEET) = 700.00 s = 4.3% [s(w ............................................................................ FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 163.00 DOWNSTREAM ELEVATION = 159.00 STREET LENGTH(FEET) = 1075.00 CURB HEIGTH(1NCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DEC1MAL) = -0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4800 ............................................................................ **TRAVELTIME COMPUTED USING MEAN FMW(CFS) = 25.87 NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW AMNG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEFTH(FEET) = .58 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 2.54 PRODUCT OF DEPTH&VELOCITY = 1.46 ***STREET FLOWING FULL*** - HALFSTREET FLOODWIDTH (FEET) = 20.00 STREETFLOW TRAVELTIME(M1N) = 7.06 TC(M1N) = 27.58 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.452 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4800 SUBAREA AREA(ACRES) = 18.77 SUBAREA RUNOFF(CFS) = 22.10 SUMMED AREA(ACRES) = 31.26 TOTAL RUNOFF(CFS) = 36.92 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .63 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.95 DEPTH*VELOCITY = 1.87 ............................................................................ FUlW PROCESS FROM NODE 502.00 TO NODE 502.10 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.8 INCHES (EXIST. 36" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 6.1 UPSTREAM NODE ELEVATION = 159.00 DOWNSTREAM NODE ELEVATION = 158.00 FUlWLENGTH(FEET) = 330.00 MANNINGS N = .012 PIPEFLOW THRU SUBAREA(CFS) = 36.92 ............................................................................ ------- ....................................................................... - ESTIMATED PIPE DIAMETER(1NCH) = 36.00 NUMBER OF PIPES = 1 TRAVEL TIME (MIN. ) = .90 TC(M1N.) = 28.48 118 ............................................................................ FLOW PROCESS FROM NODE 502.10 TO NODE 504.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.0 INCHES (EXIST. 36" RCP) PIPEFLOW VELOCITY(FEET/SEC.) = 8.0 UPSTREAM NODE ELEVATION = 158.00 DOWNSTREAM NODE ELEVATION = 154.55 FLOWLENGTH(FEET) = 575.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 36.92 TRAVEL TIME(M1N.) = 1.20 TC(M1N.) = 29.68 ............................................................................ ......................................................................... ............................................................................ FLOW PROCESS FROM NODE 502.00 TO NODE 502.20 IS CODE = 8 ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ........................................................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.339 *USER SPECIFIED(SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4800 SUBAREA AREA(ACRES) = 13.64 SUBAREA RUNOFF(CFS) = 15.31 TOTAL AREA(ACRES) = 44.90 TOTAL RUNOFF(CFS) = 52.23 TC(M1N) = 29.68 - ........................................................................... FLOW PROCESS FROM NODE 503.00 TO NODE 504.00 IS CODE = 3 >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ma ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< .......................... DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.8 INCHES PROPOSE 36" RCP PIPEFLOW VELOCITY(FEET/SEC.) = 14.4 UPSTREAM NODE ELEVATION 154.55 WWNSTREAM NODE ELEVATION = 148.50 FLoWLF.NGTH(FEET) = 270.00 M?"INGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 52.23 TRAVEL TIME(M1N.) = .31 TC(M1N.) = 29.99 ............................................................................ FLOW PROCESS FROM NODE 503.00 TO NODE 504.00 IS CODE = 8 ............................................................................ >>>>>ADDITION OF SUEAREA TO MAINLINE PEAK FLOW<<<<< .................................. .................................................................. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.323 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4900 SUBAREA AREA(ACRES) = 10.11 SUBAREA RUNOFF(CFS) = 11.51 TOTAL AREA(ACRES) = 55.01 TOTAL RUNOFF(CFS) = 63.74 TC(M1N) = 29.99 119 ............................................................................ - FLOW PROCESS FROM NODE 505.00 TO NODE 504.00 IS CODE = 8 _______L-____-_____-------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< -------- ............................................................................. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.323 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4600 SUBAREA AREA(ACRES) = 18.83 SUBAREA RUNOFF(CFS) = 20.12 TOTAL AREA(ACRES) = 73.84 TOTAL RUNOFF(CFS) = 83.86 TC(M1N) = 29.99 ............................................................................ FLOW PROCESS FROM NODE 507.00 TO NODE 504.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ .................... ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.323 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 SUBAREA AREA(ACRES) = 9.27 SUBAREA RUNOFF(CFS) = 8.61 TOTAL AREA(ACRES) = 83.11 TOTAL RUNOFF(CFS) = 92.47 TC(M1N) = 29.99 ............................................................................ -FLOW PROCESS FROM NODE 504.00 TO NODE 506.00 IS CODE = 3 .......................................................................... >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.0 INCHES (EXIST. 36" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) =' 16.9 UPSTREAM NODE ELEVATION = 182.00 DOWNSTREAM NODE ELEVATION = 164.00 FLOWLENGTH(FEET) = 750.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 92.47 TRAVEL TIME(M1N.) = .74 TC(M1N.) = 30.73 -------- .................................................................... ............................................................................ FLOW PROCESS FROM NODE 506.00 TO NODE 512.60 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.9 INCHES (EXIST. 42" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 14.6 UPSTREAM NODE ELEVATION = 144.20 DOWNSTREAM NODE ELEVATION = 141.00 ESTIMATED PIPE DIAMETER(1NCH) = 39.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREAICFSI = 92.47 _________c_--------------- -- -------- --------===================---==c==5=1--- ~ FLOWLENGTH(FEET) = 200.00 MANNINGS N = .012 TRAVEL TIME(M1N.) = - .ai TC(M1N.J = 30.96 DATA TO PAGE 125 120 ............................................................................ FLOW PROCESS FROM NODE 511.00 TO NODE 511.10 IS CODE = 7 ............................................................................ ->>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< BEGIN LINE AD ====-================~===---- ----=============----------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(M1N) = 15.09 RAIN INTENSITY(INCH/HOUR) = 3.62 TOTAL AREA(ACRES) = 3.52 TOTAL RUNOFF(CFS) = 5.09 L (FEET) = 450.00 S = 5.6% SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 ............................................................................ FLOW PROCESS FROM NODE 511.10 TO NODE 512.00 IS CODE = 6 >>>>>COMPUTE STREETFMW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 307.00 DOWNSTREAM ELEVATION = 212.00 STREET LENGTH(FEET) = 2000.00 CURB HEIGTH(1NCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DEC1MAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 ............................................................................ ------ ............................................ **TRAVELTIME COMPUTED USING MEAN FLoW(CFS) = 22.12 STREET FLOWDEPTH(FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 13.35 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 5.82 PRODUCT OF DEPTH&VELOCITY = 2.29 STREETFLOW TRAVELTIME(M1N) = 5.73 TC(M1N) = 20.82 - 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.940 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 SUBAREA AREA(ACRES) = 28.94 SUBAREA RUNOFF(CFS) = 34.03 SUMMED AREA(ACRES) = 32.46 TOTAL RUNOFF(CFS) = 39.12 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = -46 HALFSTREET FLOODWIDTH(FEET) = 16.82 FLOW VELOCITY(FEET/SEC.) = 6.64 DEF"*VELOCITY = 3.07 ............................................................................ FLOW PROCESS FROM NODE 512.00 TO NODE 512.10 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.2 INCHES (EXIST. 24" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 12.3 UPSTREAM NODE ELEVATION = 212.00 DOWNSTREAM NODE ELEVATION = 201.00 FLOWLENGTH(FEET) = 600.00 MANNINGS N = -012 ESTIMATED PIPE DIAMETER(1NCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 39.12 TRAVEL TIME (MIN. ) = .81 TC(M1N.) = 21.63 ------ ........................................................................... ............................................................................ FLOW PROCESS FROM NODE 512.11 TO NODE 512.20 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ............................................................................ 121 ............................................................ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 21.63 - RAINFALL INTENSITY (INCH./HOUR) = 2.87 TOTAL STREAM AREA (ACRES) = 32.46 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 39.12 ............................................................................ FLOW PROCESS FROM NODE 515.00 TO NODE 516.00 IS CODE = 7 ............................................................................ >>>>>USER SPECIFIED HYDROLOGY INFO~MATION AT NODE<<<<< ..................................................................... USER-SPECIFIED VALUES ARE AS FOLLOWS (INITIAL BASIN): TC(M1N) = 13.86 RAIN INTENSITY(INCH/HOUR) = 3.82 TOTAL AREA(ACRES) = 6.28 TOTAL RUNOFF(CFS) = 9.60 TC = 1.8f1.1-C) fL)”* L (FEET) = 500.00 s = 8.4% [s(~oo)I~/~ ............................................................................ FLOW PROCESS FROM NODE 516.00 TO NODE 517.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 255.00 DOWNSTREAM ELEVATION = 247.00 STREET LENGTH(FEET) = 900.00 CURB HEIGTH(1NCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DEC1MAL) = .0200 ............................................................................ ......................................................................... SPECIFIED NUMBER OF HALFST~EETS CARRYING RUNOFF = 2 - SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4200 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 33.37 NOTE: STREETFLOW EXCEEDS TOP OF CURB. ***STREET FLOWING FULL*** THE FOLLOWING STREETFLOW 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 FLoWDEPTH(FEET) = .56 HALFSTREET FLOODWIDTH(FEET) = 20.00 PRODUCT OF DEFTH&VELOCITY = 1.97 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 3.55 STREETFLOW TRAVELTIME(M1N) = 4.23 TC(M1N) = 18.09 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.219 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4200 SUBAREA AREA(ACRES) = 34.75 SUBAREA RUNOFF(CFS) = 46.98 SUMMED AREA(ACRES) = 41.03 TOTAL RUNOFF(CFS) = 56.58 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .63 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.51 DEPTH*VELOCITY = 2.86 PIPEFLOW VELOCITY(FEET/SEC.) = 20.9 UPSTREAM NODE ELEVATION = 247.00 DOWNSTREAM NODE ELEVATION = 201.00 ESTIMATED PIPE DIAMETER(1NCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 56.58 TRAVEL TIME(M1N.) = .60 TC(M1N.) = 18.69 - FLOWLENGTH(FEET) = 750.00 MANNINGS N = .012 ............................................................................ FLOW PROCESS FROM NODE 517.00 TO NODE 512.20 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.152 SOIL CLASSIFICATION IS "A" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 SUBAREA -(ACRES) = 6.43 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 47.46 TOTAL RUNOFF(CFS) = 64 TC(M1N) = 18.69 8.11 69 .......................................................................... * FLOW PROCESS FROM NODE 512.11 TO NODE 512.20 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ............................................................................ ______________-_____-------------------------------------------------------- - CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MINUTES) = 18.69 RAINFALL INTENSITY (INCH./HOUR) = 3.15 TOTAL STREAM AREA (ACRES) = 47.46 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 64.69 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER ( CFS 1 (MIN. ) (INCH/HOUR) ............................................................................ 1 39.12 21.63 2.868 2 64.69 18.69 3.152 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 100.28 TIME(M1NUTES) = 18.688 TOTAL AREA(ACRES) = 79.92 97.98 100.28 ............................................................................ FLOW PROCESS FROM NODE 512.10 TO NODE 512.30 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ -------______ ......................................................................... ~ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.152 SOIL CLASSIFICATION IS "A" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 SUBAREA AREA(ACRES) = 8.30 SUBAREA RUNOFF(CFS) = 10.46 123 TOTAL AREA(ACRES) = 88.22 TOTAL RUNOFF(CFS) = 110.75 TC(M1N) = 18.69 .- ............................................................................ FLOW PROCESS FROM NODE 512.20 TO NODE 512.25 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.4 INCHES (EXIST. 27" RCP) PIPEFLOW VELOCITY(FEET/SEC.) = 29.6 UPSTREAM NODE ELEVATION = 196.00 DOWNSTREAM NODE ELEVATION = 181.90 FLOWLENGTH(FEET) = 150.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 110.75 TRAVEL TIME (MIN. ) = .08 TC(M1N.) = 18.77 ............................................................................ ________________________________________------------------------------------ ________________________________________------------------------------------ ............................................................................ FLOW PROCESS FROM NODE 512.20 TO NODE 512.30 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< AD DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.9 INCHES STORMWATER ATTENUATION PIPEFLOW VELOCITY(FEET/SEC.) = 17.4 REQUIRED 30WNSTREAM NODE ELEVATION = 169.25 FLOWLENGTH(FEET) = 550.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 39.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 110.75 TRAVEL TIME (MIN. ) = .53 TC(M1N.) = 19.30 ________________________________________------------------------------------ -----------------_______________________------------------------------------ ________________________________________------------------------------------ - UPSTREAM NODE ELEVATION = 181.90 (EXIST. 27" INADEQUATE) ............................................................................ FLOW PROCESS FROM NODE 512.30 TO NODE 512.40 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< AD DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.3 INCHES STORMWATER ATTENTUATION PIPEFLOW VELOCITY(FEET/SEC.) = 24.7 REQUIRED UPSTREAM NODE ELEVATION = 169.25 (EXIST. 24" INADEQUATE) DOWNSTREAM NODE ELEVATION = 153.30 FLOWLENGTHtFEETl = 275.00 MANNINGS N = .012 ............................................................................ ________________________________________------------------------------------ ________________________________________------------------------------------ ESTIMATED PIPE DIAMETER ( INCH) = 3 3.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 110.75 TRAVEL TIME(M1N.) = .19 TC(M1N.) = 19.48 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.6 INCHES (EXIST. 36" RCP) PIPEFLOW VELOCITY(FEET/SEC.) = 27.9 UPSTREAM NODE ELEVATION = 153.30 FLOhTZNGTH(FEET) = 100.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 110.75 TRAVEL TIME(M1N.) = .06 TC(M1N.) = 19.54 - WWNSTW NODE ELEVATION = 145.10 .............................................................................. FLOW PROCESS FROM NODE 512.50 TO NODE 512.60 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< -------___L-----------------------------------------~----------------------- >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.7 INCHES (EXIST. 36" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 15.3 UPSTREAM NODE ELEVATION = 145.10 WWNSTREAM NODE ELEVATION = 137.90 FLOWLENGTH(FEET) = 450.00 MANNINGS N = -012 ESTIMATED PIPE DIAMETER(1NCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 110.75 TRAVEL TIME(M1N.) = .49 TC(M1N.) = 20.03 -------___ ........................................................................... ............................................................................ FLOW PROCESS FROM NODE 519.00 TO NODE 512.60 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ - --------____----____----====i=-========= 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.014 SOIL CLASSIFICATION IS "A" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 SUBAREA AREA(ACRES) = 20.72 SUBAREA RUNOFF(CFS) = 24.98 TOTAL AREA(ACRES) = 108.94 TOTAL RUNOFF(CFS) = 135.73 TC(M1N) = 20.03 ............................................................................ FLOW PROCESS FROM NODE 506.20 TO NODE 512.60 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 20.03 RAINFALL INTENSITY (INCH./HOUR) = 3.01 TOTAL STREAM AREA (ACRES) = 108.94 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 135.73 ............................................................................ .............................................................. ------------- --------------I ---------_ ............................................................................ FMW PROCESS FROM NODE 506.20 TO NODE 512.60 IS CODE = 7 ............................................................................ ->>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< FROM PAGE 120 ........................................................................ -----___---___________ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(M1N) = 30.96 RAIN INTENSITY(INCH/HOUR) = 2.28 125 TOTAL AREA (ACRES) = 83.11 TOTAL RUNOFF(CFS) = 92.47 ............................................................................ -FLOW PROCESS FROM NODE 506.20 TO NODE 512.60 IS CODE = 1 .---------_------_--------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 30.96 RAINFALL INTENSITY (INCH./HOUR) = 2.28 TOTAL STREAM AREA (ACRES) = 83.11 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 92.47 ........................................................................... CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (MIN. ) (INCH/HOUR) ............................................................................ 1 135.73 20.03 3.014 2 92.47 30.96 2.276 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 205.56 194.97 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF (CFS) = 205.56 TIME(M1NUTES) = 20.035 TOTAL AREA(ACRES) = 192.05 .- .......................................................................... FLOW PROCESS FROM NODE 512.60 TO NODE 512.70 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< AD DEPTH OF FLOW IN 51.0 INCH PIPE IS 39.2 INCHES STORMWATER ATTENUATION PIPEFLOW VELOCITY(FEET/SEC.) = 17.6 REQUIRED UPSTREAM NODE ELEVATION = 136.90 (EXIST. 42" INADEQUATE) DOWNSTREAM NODE ELEVATION = 135.70 FLOWLENGTH (FEET) = 75.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER (INCH) = 51.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAFEA(CFS) = 205.56 TRAVEL TIME (MIN . ) = .07 TC(M1N.) = 20.11 -___--______--_____-______________I_____------------------------------------ ............................................................................ ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 520.00 TO NODE 512.70 IS CODE = 8 ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ~~~ ~~~~ ~~~~~~ ~~ ~ ~ ~~ ~ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.007 SOIL CLASSIFICATION IS "A" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 "OTAL AREA(ACRES) = 219.12 TOTAL RUNOFF(CFS) = 238.12 PC(M1N) = 20.11 - SUBAREA AREA(ACRES) = 27.07 SUBAREA RUNOFF(CFS) = 32.56 126 ............................................................................ FLOW PROCESS FROM NODE 512.70 TO NODE 525.00 IS CODE = 3 ............................................................................ - >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< AD DEPTH OF FLOW IN 54.0 INCH PIPE IS 40.7 INCHES STOWWATER ATTENUATION PIPEFLOW VELOCITY(FEET/SEC.) = 18.5 REQUIRED UPSTREAM NODE ELEVATION = 135.70 (EXIST. 42" INADEQUATE) DOWNSTREAM NODE ELEVATION = 120.00 FLOWLENGTH(FEET) = 950.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 54.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 238.12 TRAVEL TIME (MIN. ) = .a5 TC(M1N.) = 20.96 ------ .............................................................................. ............................................................................ FLOW PROCESS FROM NODE 512.70 TO NODE 525.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.927 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .3800 SUBAREA AREA(ACRES) = 21.54 SUBAREA RUNOFF(CFS) = 23.96 TOTAL AREA(ACRES) = 240.66 TOTAL RUNOFF(CFS) = 262.08 TC(M1N) = 20.96 .......................................................................... FLOW PROCESS FROM NODE 526.00 TO NODE 525.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ -----I---- ........................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.927 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .3600 SUBAREA AREA(ACRES) = 14.10 SUBAREA RUNOFF(CFS) = 14.86 TOTAL AREA(ACRES) = 254.76 TOTAL RUNOFF(CFS) = 276.93 TC(M1N) = 20.96 ............................................................................ FLOW PROCESS FROM NODE 525.00 TO NODE 525.10 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 45.0 INCH PIPE IS 36.7 INCHES (EXIST. 42" RCP) PIPEFLOW VELOCITY(FEET/SEC.) = 28.7 UPSTREAM NODE ELEVATION = 107.00 DOWNSTREAM NODE ELEVATION = 94.50 FLOWLENGTH(FEET) = 250.00 MANNINGS N = .012 ?IPEFLOW THRU SUBAREA(CFS) = 276.93 TRAVEL TIME (MIN . ) = .15 TC(M1N.) = 21.11 ............................................................................ ------ ............................................. ................................. -ESTIMATED PIPE DIAMETER(1NCH) = 45.00 NUMBER OF PIPES = 1 127 ............................................................................ FLOW PROCESS FROM NODE 525.10 TO NODE 527.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 51.0 INCH PIPE IS 37.9 INCHES (EXIST. 48" RCP) PIPEFLOW VELOCITY(FEET/SEC.) = 24.5 UPSTREAM NODE ELEVATION = 94.50 DOWNSTREAM NODE ELEVATION = 86.70 FLOWLENGTH(FEET) = 250.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER (INCH) = 51.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 276.93 TRAVEL TIME(M1N.) = .17 TC(M1N.) = 21.28 ............................................................................ - -------- ...................................................... ............................................................................ FLOW PROCESS FROM NODE 528.00 TO NODE 527.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ --------------------------------------------------------~=================== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.899 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVEMPMENT RUNOFF COEFFICIENT = .3600 SUBAREA AREA(ACRES) = 25.96 SUBAREA RUNOFF(CFS) = 27.09 TOTAL AREA(ACRES) = 280.72 TOTAL RUNOFF(CFS) = 304.03 TC(M1N) = 21.28 - .......................................................................... FLOW PROCESS FROM NODE 527.00 TO NODE 527.10 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 51.0 INCH PIPE IS 41.4 INCHES (EXIST. 48" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 24.6 UPSTREAM NODE ELEVATION = 86.70 DOWNSTREAM NODE ELEVATION = 78.90 FLoWLENGTH(FEET) = 250.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 51.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 304.03 TRAVEL TIME(M1N.) = -17 TC(M1N.) = 21.44 -------- .................................... ................................................. ............................................................................ FLOW PROCESS FROM NODE 527.10 TO NODE 527.20 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.9 INCHES (EXIST. 48" RCP) PIPEFLOW VELOCITY(FEET/SEC.) = 28.6 XWNSTREAM NODE ELEVATION = 67.50 FLOWLENGTH(FEET) = 250.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 48.00 NUMBER OF PIPES = 1 ------__ ___ -i=------------------------------------=---------=======--====== - UPSTREAM NODE ELEVATION = 78.90 128 PIPEFLQW THRU SUBAREA(CFS) = 304.03 TRAVEL TIME(M1N.) = .15 TC(M1N.) = 21.59 - .......................................................................... FLOW PROCESS FROM NODE 527.20 TO NODE 527.30 I5 CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 45.0 INCH PIPE IS 35.3 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = * 2.7 UPSTREAM NODE ELEVATION = 67.50 DOWNSTREAM NODE ELEVATION = 61.00 FLOWLENGTH(FEET) = 100.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 45.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 304.03 TRAVEL TIME(M1N.) = .05 TC(M1N.) = 21.64 -------====E==== ............................................................................ FLOW PROCESS FROM NODE 527.30 TO NODE 527.40 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 61.00 (EXIST. NEW 48" RCP) DOWNSTREAM NODE ELEVATION = 20.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 650.00 .3A"INGS FACTOR = .035 MAXIMUM DEPTH(FEET) = 4.00 CHANNEL FLOW THRU SUBAREA(CFS) = 304.03 FLOW VELOCITY(FEET/SEC) = 13.64 FLOW DEPTH(FEET) = 2.48 TRAVEL TIME(M1N.) = .79 TC(M1N.) = 22.44 ............................................................................ - CHANNEL BASE (FEET) = 4.00 nZ" FACTOR = 2.000 ............................................................................ FLOW PROCESS FROM NODE 527.00 TO NODE 527.40 IS CODE = 8 ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ----------------- ---------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.801 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .3500 SUBAREA AREA(ACRES) = 50.89 SUBAREA RUNOFF(CFS) = 49.90 TOTAL ARXA(ACRES) = 331.61 TOTAL RUNOFF(CFS) = 353.92 TC(M1N) = 22.44 ............................................................................ FLOW PROCESS FROM NODE 114.01 TO NODE 529.00 IS CODE = 5 ............................................................................ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< JPSTREAM NODE ELEVATION = 20.00 (EXIST. SEDIMENTATION BASIN) DOWNSTREAM NODE ELEVATION = 17.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 375.00 ------------------ --------__---_________________________ - 129 CHANNBL BASE(FEET) = 150.00 "2" FACTOR 1.500 MANNINGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 10.00 CHANNEL FLOW THRU SUBAREA(CFS) = 353.92 TRAVEL TIME(M1N.) = 1.82 TC(M1N.) = 24.26 - FLOW VELOCITY (FEET/SEC) = 3.43 FLOW DEPTH( FEET) = .68 .............................................................. FLOW PROCESS FROM NODE 114.01 TO NODE 529.00 IS CODE = * 1 * k :* ............................................................................ FLOW PROCESS FROM NODE 527.00 TO NODE 528.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "A" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED =. 13.70(MINUTES) INITIAL SUBAREA FLOW-LENGTHIFEET) = 1100.00 ............................................................................ .................................................................... - UPSTREAM ELEVATION = 19o;oo . DOWNSTREAM ELEVATION = 40,OO ELEVATION DIFFERENCE = 150.00 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3 TOTAL -(ACRES) = 4.89 TOTAL RUNOFF SUBAREA RUNOFF(CFS) = 7.53 .............................................. 852 CFS) = * * * * * * k t**** :*** FLOW PROCESS FROM NODE 528.00 TO NODE 529.00 IS CODE = 6 ............................................................................ >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 45.00 DOWNSTREAM ELEVATION = 17.00 STREET LENGTH(FEET) = 1000.00 CURB HEIGTH(1NCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DEC1MAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3000 **TRAVELTIME COMPUTED USING MEAN FLoW(CFS) = 13.43 STREET FLOWDEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.20 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 4.18 PRODUCT OF DEPTH&VELOCITY = 1.55 .................................... ____------_-----___-------__ -------------==== STREETFLOW TRAVELTIME(M1N) = 3.99 TC(M1N) = 17.68 - 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.267 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = -3000 SUBAREA AREA(ACRES) = 11.94 SUBAREA RUNOFF(CFS) = 11.70 13 0 SUMMED AREA(ACRES) = 16.83 TOTAL RUNOFF(CFS) = 19.23 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 13.93 - FLOW VELOCITY(FEET/SEC.) = 4.67 DEPTH*VELOCITY = 1.89 ............................................................................ FLOW PROCESS FROM NODE 528.00 TO NODE 529.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 17.68 RAINFALL INTENSITY (INCH./HOUR) = 3.27 TOTAL STREAM AREA (ACRES) = 16.83 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 19.23 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER ( CFS 1 (MIN.) (INCH/HOUR) --------L------------------------------------------------------------------- ________----__------------------------------------------ --------------------------------------------------------~============~=== ............................................................................ 1 353.92 24.26 2.664 2 19.23 17.68 3.267 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 369.61 307.84 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: TOTAL AREA(ACRES) = 348.44 - RUNOFF(CFS) = 369.61 TIME(M1NUTES) = 24.259 ............................................................................ FLOW PROCESS FROM NODE 529.00 TO NODE 530.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< an ....................................................................... ----- --- DEPTH OF FLOW IN 87.0 INCH PIPE IS 66.0 INCHES RECONNECT BABIN FOR PIPEFLOW VELOCITY(FEET/SEC.) = 11.0 BTORHWATER DETENTION UPSTREAM NODE ELEVATION = 17.00 (EXIST. 66" INADEQUATE) DOWNSTREAM NODE ELEVATION = 13.00 FLOWLENGTH(FEET) = 1300.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 87.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBARE%(CFS) = 369.61 TRAVEL TIME(M1N.) = 1.97 TC(M1N.) = 26.23 ............................................................................ FLOW PROCESS FROM NODE 530.00 TO NODE 531.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< 3EPTH OF FUlW IN 48.0 INCH PIPE IS 38.6 INCHES (EXIST. 66" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 34.1 UPSTREAM NODE ELEVATION = 13.00 ............................................................................ .......................................................................... 131 WWNSTEEAM NODE ELEVATION = .oo FLOWLENGTH(FEET) = 200.00 MANNINGS N = .012 ESTIMATED PIPE DImTER(1NCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 369.61 TRAVEL TIME(M1N.) = .10 TC(M1N.) = 26.33 - ............................................................................ FLOW PROCESS FROM NODE 800.00 TO NODE 801.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "A" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3000 ............................................................................ -- ---_________ E======- ---------______ ------- ................................................. NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 11.83(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 UPSTREAM ELEVATION = 287.00 DOWNSTREAM ELEVATION = 200.00 ELEVATION DIFFERENCE = 87.00 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.232 SUBAREA RUNOFF(CFS) = 3.92 TOTAL AREA(ACRES) = 3.09 TOTAL RUNOFF(CFS) = 3.92 ............................................................................ FLOW PROCESS FROM NODE 801.00 TO NODE 801.10 IS CODE = 3 ............................................................................ - >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED 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.) = 12.8 UPSTREAM NODE ELEVATION = 200.00 DOWNSTREAM NODE ELEVATION = 143.00 FLOWLENGTH(FEET) = 575.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.92 TRAVEL TIME(M1N.) = .75 TC(M1N.) = 12.58 ---------------- ............................................................................ FLOW PROCESS FROM NODE 801.00 TO NODE 801.10 IS CODE = 8 ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------- ------_ loo YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.068 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4300 SUBAREA AREA(ACRES) = 13.22 SUBAREA RUNOFF(CFS) = 23.13 TOTAL AREA(ACRES) = 16.31 TOTAL RUNOFF(CFS) = 27.05 TC(M1N) = 12.58 .*r****************************************************************~******** FMW PROCESS FROM NODE 801.10 TO NODE 801.20 IS CODE = 3 132 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< -______--__________------------------ ...................................... -----------------=-------------------_----------------- - DEPTH OF FLOW IN 24.0 INCH PIPE IS PIPEFLOW VELOCITY(FEET/SEC.) = 11.7 UPSTREAM NODE ELEVATION = 142.50 DOWNSTREAM NODE ELEVATION = 138.50 FMWLENGTH(FEET) = 200.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 24.00 NUMBER OF PIPES = 1 PIPEFMW THRU SUBAREA(CFS) = 27.05 TRAVEL TIME(M1N.) = .29 TC(M1N.) = 12.87 16.6 INCHES ............................................................................ FMW PROCESS FROM NODE 801.20 TO NODE 801.30 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ............................................................................ ...................................... . ESTIMATED PIPE DIAMETER(1NCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 37.1 UPSTREAM NODE ELEVATION = 138.50 DOWNSTREAM NODE ELEVATION = 86.00 FLOWLENGTH(FEET) = 125.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBARBA(CFS) = 27.05 TRAVEL TIME(M1N.) = -06 TC(M1N.) = 12.92 xr************************************************************************** FLOW PROCESS FROM NODE 801.30 TO NODE 801.40 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(1NCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 32.2 UPSTREAM NODE ELEVATION = 86.00 DOWNSTREAM NODE ELEVATION = 64.50 FMWLENGTH (FEET) = 75.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 27.05 TRAVEL TIME(M1N.) = .04 TC(M1N.) = 12.96 ............................................................................ ................................................................... ............................................................................ FLOW PROCESS FROM NODE 801.40 TO NODE 803.00 IS CODE = 3 >>>>>COMPUTE PIPEFMW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ............................................................................ -------------_____-_________ -_______________________ ............................................. ESTIMATED PIPE DIAMETER(1NCH) INCREASED TO 18.000 .'IPEFLQW VELOCITY (FEET/SEC. ) = 32.7 UPSTREAM NODE ELEVATION = 75.00 -7EPTH OF FLOW IN 18.0 INCH PIPE IS 8.5 INCHES 133 WWNSTREAM NODE ELEVATION = 45.00 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 27.05 FLOWIJ?NGTH(FEET) = 1oo.00 MANNINGS N = -012 - TRAVEL TIME(M1N.) = .05 TC(M1N.) = 13.01 .............................................................. . 1 ********* FMW PROCESS FROM NODE 803.00 TO NODE 803.10 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.7 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 8.7 UPSTREAM NODE ELEVATION = 45.00 DOWNSTREAM NODE ELEVATION = 38.00 FMWLENGTH(FEET) = 750.00 MANNINGS N - .012 ESTIMATED PIPE DIAMETER(1NCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 27.05 TRAVEL TIME(M1N.) = 1.43 TC(M1N.) = 14.44 ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 801.10 TO NODE 803.10 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ........................................................................ --____---_______________ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.722 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .5300 SUBAREA AREA(ACRES) = 23.58 SUBAREA RUNOFF(CFS) = 46.51 TOTAL AREA(ACRES) = 39.89 TOTAL RUNOFF(CFS) = 73.56 TC(M1N) = 14.44 - *USER SPECIFIED (SUBAREA) : ............................................................................ FMW PROCESS FROM NODE 803.10 TO NODE 804.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.5 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 14.4 UPSTREAM NODE ELEVATION = 38.00 DOWNSTREAM NODE ELEVATION = 15.00 FMWLENGTH(FEET) = 1300.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 73.56 TO BUENA VISTA LAGOON TRAVEL TIME(M1N.) = 1.51 TC(M1N.) = 15.95 ............................................................................ ---------------==== ------ *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7200 SUBAREA AREA(ACRES) = 121.14 SUBAREA RUNOFF(CFS) = 304.44 TOTAL AREA(ACRES) = 161.03 TOTAL RUNOFF(CFS) = 378.00 - TC(M1N) = 15.95 TO BUENA VISTA LAGOON ............................................................................ FLOW PROCESS FROM NODE 900.00 TO NODE 900.10 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< BEGIN LINE AC SOIL CLASSIFICATION IS "C" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5000 ............................................................................ _________--____----_------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 450.00 UPSTREAM ELEVATION = 185.00 DOWNSTREAM ELEVATION = 175.00 ELEVATION DIFFERENCE = 10.00 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 19.271 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.090 SUBAREA RUNOFF(CFS) = 11.23 TOTAL AREA(ACRES) = 7.27 TOTAL RUNOFF (CFS) = 11.23 ............................................................................ FLOW PROCESS FROM NODE 900.10 TO NODE 901.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< 3EPTH OF FLOW IN 18.0 INCH PIPE IS 11.5 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 9.4 UPSTREAM NODE ELEVATION = 175.00 DOWNSTREAM NODE ELEVATION = 158.00 FLoWLENGTH(FEET) = 850.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 11.23 TRAVEL TIME(M1N.) = 1.50 TC(M1N.) = 20.77 ............................................................................ ...................... ----- ------------- --------- -E-----=-------------------------- - ............................................................................ FLOW PROCESS FROM NODE 900.10 TO NODE 901.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ............................. ---- -------------------------------===~=== -----Ei----s------ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.944 SOIL CLASSIFICATION IS "C" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = -5000 SUBAREA AREA(ACRES) = 23.07 SUBAREA RUNOFF(CFS) = 33.96 TOTAL AREA(ACRES) = 30.34 TOTAL RUNOFF(CFS) = 45.19 TC(M1N) = 20.77 ............................................................................ FLOW PROCESS FROM NODE 901.00 TO NODE 901.10 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< c- .......................................................................... >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< AC 135 .......................................................................... DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.0 INCHES PROPOSE 36" RCP PIPEFLOW VELOCITY (FEET/SEC. ) = 8.3 UPSTREAM NODE ELEVATION = 158.00 - DOWNSTREAM NODE ELEVATION = 152.00 FLOWLEHGTH(FEET) = 1050.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER (INCH) = 3 6.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 45.19 TRAVEL TIME(M1N.) = 2.12 TC(M1N.) = 22.89 ............................................................................ FLOW PROCESS FROM NODE 902.00 TO NODE 901.10 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ -------- ............................................................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.765 SOIL CLASSIFICATION IS "C" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5000 SUBAREA AREA(ACRES) = 20.13 SUBAREA RUNOFF(CFS) = 27.83 TOTAL AREA(ACRES) = 50.47 TOTAL RUNOFF(CFS) = 73.03 TC(M1N) = 22.89 ............................................................................ FLOW PROCESS FROM NODE 901.20 TO NODE 901.30 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ac ............................................................................ - 9EPTH OF FLOW IN 21.0 INCH PIPE IS 15.3 INCHES PROPOSE 3 6"RCP PIPEFLOW VELOCITY (FEET/SEC. ) = 38.8 (EXIST. 24"CMP) UPSTREAM NODE ELEVATION = 152.50 DOWNSTREAM NODE ELEVATION = 75.00 FLOWLENGTH(FEET) = 300.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 73.03 TRAVEL TIME(M1N.) = .13 TC(M1N.) = 23.02 ............................................................................ FLOW PROCESS FROM NODE 901.30 TO NODE 901.40 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ac -------- ................................................................... PROPOBE 3 6"RCP DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 26.7 UPSTREAM NODE ELEVATION = 75.00 WWNSTREAM NODE ELEVATION = 40.00 FLOWLENGTH(FEET) = 350.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 73.03 TRAVEL TIME(M1N.) = .22 TC(M1N.) = 23.24 - .......................................................................... FLOW PROCESS FROM NODE 901.10 TO NODE 901.40 IS CODE = 8 136 ............................................................................ FLOW PROCESS FROM NODE 901.40 TO NODE 901.50 IS CODE = 3 >>>>>COMPUTE PIPEFMW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< AC DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.7 INCHES PROPOSE 3 6"RCP PIPEFLOW VELOCITY(FEET/SEC.) = 28.8 UPSTREAM NODE ELEVATION = 40.00 DOWNSTREAM NODE ELEVATION = .oo FLOWLENGTH(FEET) = 400.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER( INCH) - 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 94.02 TO BUENA VISTA LAGOON TRAVEL TIME(M1N.) = -23 TC(M1N.) = 23.47 ............................................................................ -------- ........................................................... ............................................................................ FLOW PROCESS FROM NODE 1001.00 TO NODE 1002.00 IS CODE = 8 ............................................................................ - >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< - ---------------- -------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.721 SOIL CLASSIFICATION IS "A" SINGLE FAMILY DEVEMPMENT RUNOFF COEFFICIENT = .4000 SUBAREA AREA(ACRES) = 21.70 SUBAREA RUNOFF(CFS) = 23.62 TOTAL AREA(ACRES) = 90.00 TOTAL RUNOFF(CFS) = 117.64 TC(M1N) = 23.47 TO BUENA VISTA LAGOON END OF RATIONAL METHOD ANALYSIS -------- ...................................................... 137 7 .......................................................................... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT (c) Copyright 1982-88 Advanced Engineering Software (aes) Analysis prepared by: FRASER ENGINEERING, INC. 2191 EL CAMINO REAL OCEANSIDE, CA 92054 (619) 722-3495 1985,1981 HYDROLOGY MANUAL Ver. 4.1A Release Date: 1/09/89 Serial # 3454 .......................... DESCRIPTION OF STUDY .......................... * CARLSBAD MASTER DRAINAGE PLAN * * BUENA VISTA CREEX BASIN * * * .......................................................................... FILE NAME: CBDT.DAT TIME/DATE OF STUDY: 17:20 4/01/1990 ............................................................................ - USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: __c-______-_________------------------------------------------------------ 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(1NCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DEC1MAL) TO USE FOR FRICTION SLOPE = .90 SAN DIEGO HYDROLOGY MANUAL “C”-VALUES USED ............................................................................ FLOW PROCESS FROM NODE 1100.00 TO NODE 1100.00 IS CODE = 7 ............................................................................ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< BEGIN LINE AB USER-SPECIFXED VALUES ARE AS FOLLOWS: (INITIAL BASIN) TC(M1N) = 18.74 RAIN INTENSITY(INCH/HOUR) = 2.92 TOTAL AREA(ACRES) = 1.29 TOTAL RUNOFF(CFS) = 1.51 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 .................................................................. ----------__ L (FEET) = 500.00 s = 3.4% ............................................................................ 138 FLOW PROCESS FROM NODE 1100.00 TO NODE 1101.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< - UPSTREAM ELEVATION = 165.00 DOWNSTREAM ELEVATION = ............................................................................ --- ............................................................................ 150.00 STREET LENGTH(FEET) = 450.00 CURB HEIGTH(1NCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL(DEC1MAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 7.51 STREET FLOWDEF"I"(FEET) = .37 HALFSTREET FLoODWIDTH(FEET) = 12.07 PRODUCT OF DEPTH&VELOCITY = 1.75 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 4.77 STREETFLOW TRAVELTIME(M1N) = 1.57 TC(M1N) = 20.31 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.774 SOIL CLASSIFICATION IS "A" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 SUBAREA AREA(ACRES) = 10.84 SUBAREA RUNOFF(CFS) = 12.03 SUMMED AREA(ACRES) = 12.13 TOTAL RUNOFF(CFS) = 13-54 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .44 HALFSTREET FLOODWIDTH (FEET) = 15.68 FMW VELOCITY(FEET/SEC.) = 5.25 DEPTH*VELOCITY = 2.31 ............................................................................ FLOW PROCESS FROM NODE 1101.00 TO NODE 1102.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ - >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ========j======_-=================C=it== DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.3 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 9.7 UPSTREAM NODE ELEVATION = 150.00 DOWNSTRERM NODE ELEVATION = 127.00 FLOWLENGTH(FEET) = 1175.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 13.54 TRAVEL TIME(M1N.) = 2.03 TC(M1N.) = 22.34 ............................................................................ FLOW PROCESS FROM NODE 1101.00 TO NODE 1102.00 IS CODE = 8 ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------___________ ...................................................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.609 *USER SPECIFIEp(SUBAREA) : COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .6100 SUBAREA AREA(ACReS) = 8.71 SUBAREA RUNOFF(CFS) = 13.86 TOTAL =(ACRES) = 20.84 TOTAL RUNOFF(CFS) = 27.40 TC(M1N) = 22.34 ............................................................................ - FLOW PROCESS FROM NODE 1102.00 TO NODE 1103.00 IS CODE = 3 .......................................................................... >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< 139 >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.6 INCHES ............................................................................. ----- PIPEFLOW VELOCITY(FEET/SEC.) = 16.6 - UPSTREAM NODE ELEVATION = 127.00 DOWNSTREAM NODE ELEVATION = 87.00 FLOWLENGTH(FEET) = 800.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 27.40 TRAVEL TIME(M1N.) = .80 TC(M1N.) = 23.14 ............................................................................ FLOW PROCESS FROM NODE 1102.00 TO NODE 1103.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ----- .................................... -------~==-----------_-------------------------- ........................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.550 SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 SUBAREA AREA(ACRES) = 4.66 SUBAREA RUNOFF(CFS) = 10.10 TOTAL AREA(ACRES) = 25.50 TOTAL RUNOFF(CFS) = 37.50 TC(M1N) = 23.14 ............................................................................ FLOW PROCESS FROM NODE 1103.00 TO NODE 1104.00 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< - >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< AB ...................... ---------------------===========E===== DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.3 INCHES DIVERT PLOW - BEE BELOW PIPEFLOW VELOCITY (FEET/SEC. ) = 7.4 NODE 1101.00-1105.00 UPSTREAM NODE ELEVATION = 67-00 (EXIST. 24" TO CALTRANS DOWNSTREAM NODE ELEVATION = 86.00 1-5 INADEQUATE) FLOWLENGTH(FEET) = 200.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 37.50 TRAVEL TIME(M1N.) = .45 TC(M1N.) = 23.59 ............................................................................ FLOW PROCESS FROM NODE 1104.00 TO NODE 1105.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< AB DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.4 INCHES PROPOBE 975' 339' RCP PIPEFLOW VELOCITY (FEET/SEC. ) = 7.4 IN PI0 PIC0 DR. UPSTREAM NODE ELEVATION = 86.00 (EXIST. TO CALTRANS 1-5 DOWNSTREAM NODE ELEVATION = 81.13 24" INADEQUATE) FLOWLENGTH(FEET) = 975.00 MANNINGS N * .012 ESTIMATED PIPE DIAMETER (INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 37.50 TRAVEL TIME(M1N.) = 2.20 TC(M1N.) = 25.80 ............................................................................ --l-l---____--_______ ........................................................................ ................................................................................ 140 FLOW PROCESS FROM NODE 1104.00 TO NODE 1105.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ --- ................................. ----=====~---------------------- ---------------------==== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.377 - *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .6300 SUBAREA AREA(ACRES) = 58.37 SUBAREA RUNOFF(CFS) = 87.42 TOTAL AREA(ACRES) = 83.87 TOTAL RUNOFF(CFS) = 124.92 TC(M1N) = 25.80 ............................................................................ FLOW PROCESS FROM NODE 1105.00 TO NODE 1106.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.2 INCHES (EXIST. 36" RCP) PIPEFLOW VELOCITY(FEET/SEC.) = 15.8 UPSTREAM NODE ELEVATION = 81.13 WWNSTREAM NODE ELEVATION = 57.00 FLOWLENGTH(FEET) = 1450.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 124.92 TRAVEL TIME(M1N.) = 1.53 TC(M1N.) = 27.33 ............................................................................ ............................................................................ - FLDW PROCESS FROM NODE 1105.00 TO NODE 1106.00 IS CODE = 8 .......................................................................... >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---_------_ ........................................................... ---------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.290 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 SUBAREA AREA(ACRES) = 46.02 SUBAREA RUNOFF(CFS) = 60.08 TOTAL =(ACRES) = 129.89 TOTAL RUNOFF(CFS) = 185.00 TC(M1N) = 27.33 ............................................................................ FLOW PROCESS FROM NODE 1106.00 TO NODE 1107.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.7 INCHES (EXIST. 36" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 24.5 UPSTREAM NODE ELEVATION = 57.00 DOWNSTREAM NODE ELEVATION = 12.00 FLOWLF.NGTH(FEET) = 1100.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 185.00 TRAVEL TIME(M1N.) = .75 TC(M1N.) = 28.08 ............................................................................ ------------------------------------------------------------========== --__----____-________I____________ - ............................................................................ 14 1 FLOW PROCESS FROM NODE 1106.00 TO NODE 1107.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ........................................................................ - 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.251 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4700 SUBAREA AREA(ACRES) = 22.53 SUBAREA RUNOFF(CFS) = 23.83 TOTAL =(ACRES) = 152.42 TOTAL RUNOFF(CFS) = 208.83 TC(M1N) = 28.08 ............................................................................ FLOW PROCESS FROM NODE 1107.00 TO NODE 1108.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.0 INCHES (EXIST. 48" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 30.5 UPSTREAM NODE ELEVATION = 12.00 DOWNSTREAM NODE ELEVATION = . 00 FLoWLENGTH(FEET) = 175.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER (INCH) = 39.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 208.83 TO BUENA VISTA LAGOON TRAVEL TIME(M1N.) = .10 TC(M1N.) = 28.17 -_------_----_-_-------- ..................................................... ............................................................................ FLOW PROCESS FROM NODE 1107.00 TO NODE 1108.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< - .......................................................................... ................................................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.246 SOIL CLASSIFICATION IS 'ID" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACPES) = 19.91 SUBAREA RUNOFF(CFS) = 31.30 TOTAL AREA(ACRES) = 172.33 TOTAL RUNOFF(CFS) = 240.13 TC(M1N) = 28.17 TO BUENA VISTA LAGOON ............................................................................ FLOW PROCESS FROM NODE 1240.00 TO NODE 1240.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROMGY INFORMATION AT NODE<<<<< BEGIN LINE AA USER-SPECIFIED VALUES ARE AS FOLLOWS (INITIAL BASIN): TC(M1N) = 8.96 RAIN INTENSITY(INCH/HOUR) = 4.70 L (FEET) = 500.00 S = 5.8% COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7000 ............................................................................ ---------_---__-- ......................................................... ------------------- TOTAL =(ACRES) = 2.24 TOTAL RUNOFF (CFS) = 7.37 ............................................................................ ?LOW PROCESS FROM NODE 1240.00 TO NODE 1241.00 IS CODE = 6 ............................................................................ 142 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 142.00 DOWNSTREAM ELEVATION = 90.00 STREET LENGTH(FEET) = 950.00 CURB HEIGTH(1NCHES) = 6. - STREET HALFWIDTH(FEET) = 30.00 STREET CROSSFALL(DEC1MAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ........................................................................... --------- **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 17.24 STREET FLOWDEPTH(FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 15.30 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 7.01 PRODUCT OF DEPTH&VEMCITY = 3.03 STREETFLOW TRAVELTIME(M1N) = 2.26 TC(M1N) = 11.22 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.067 SOIL CLASSIFICATION IS 'ID" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .a500 SUBAREA AREA(ACRES) = 5.73 SUBAREA RUNOFF(CFS) = 19.81 SUMMED =(ACRES) = 7.97 TOTAL RUNOFF(CFS) = 27.18 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .50 HALFSTREET FLOODWIDTH (FEET) = 18.87 FLOW VEMCITY(FEET/SEC.) = 7.39 DEPTH*VELOCITY = 3.72 ............................................................................ FLOW PROCESS FROM NODE 1241.00 TO NODE 1242.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ------------- ----- -- ----=------=------------- - DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.0 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 14.8 UPSTREAM NODE ELEVATION = 90.00 DOWNSTREAM NODE ELEVATION = 75.00 FLOWLENGTH(FEET) = 400.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 27.18 TRAVEL TIME(M1N.) = .45 TC(M1N.) = 11.67 ............................................................................ FLOW PROCESS FROM NODE 1241.00 TO NODE 1242.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ --------- ---------=============E===-=E=========5-= 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.965 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = 6.57 SUBAREA RUNOFF(CFS) = 18.24 TOTAL AREA(ACRES) = 14.54 TOTAL RUNOFF(CFS) = 45.42 TC(M1N) = 11.67 143 DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.0 INCHES (EXIST. 24" RCP) PIPEFMW VELOCITY (FEET/SEC. ) = 11.3 UPSTREAM NODE ELEVATION = 75.00 DOWNSTREAM NODE ELEVATION = 61.00 FLOWLENGTH(FEET) = 1050.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 45.42 TRAVEL TIME(M1N.) = 1.55 TC(M1N.) = 13.22 ............................................................................ FMW PROCESS FROM NODE 1242.00 TO NODE 1243.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.658 *USER SPECIFIED (SUBAREA) : COMKERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .4900 SUBAREA AREA(ACRES) = 13.96 SUBAREA RUNOFF(CFS) = 25.02 TOTAL AREA(ACRES) = 28.50 TOTAL RUNOFF(CFS) = 70.44 TC(M1N) = 13.22 ............................................................................ FMW PROCESS FROM NODE 1243.00 TO NODE 1206.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FMW)<<<<< M ............................................................................ DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.2 INCHES PROmeE 30" RCP 'IPEFLOW VELOCITY (FEET/SEC. ) = 12.8 PER APPROVED PLANS UPSTREAM NODE ELEVATION = 61.00 DOWNSTREAM NODE ELEVATION = 48.00 FMWLENGTH(FEET) = 950.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 70.44 TRAVEL TIME(M1N.) = 1.24 TC(M1N.) = 14.46 ............................................................................ FMW PROCESS FROM NODE 1206.00 TO NODE 1207.00 IS CODE = 3 >>>>>COMPUTE PIPEFMW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< M DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.0 INCHES PmmsE 30-36" RCP --------------------__________________I_------------------------========= PIPEFLOW VELOCITY (FEET/SEC. ) = 12.4 PER APPROVED PLANS UPSTREAM NODE ELEVATION = 48.00 DOWNSTREAM NODE ELEVATION = 41.00 FMWLENGTH(FEET) = 550.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 70.44 TRAVEL TIME (MIN. ) = .74 TC(M1N.) = 15.20 ........................................................................... .?LOW PROCESS FROM NODE 1207.00 TO NODE 1208.00 IS CODE = 3 ............................................................................ 144 >>>>>COMPUTE PIPEFMW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 42.0 INCH PIPE IS 34.3 INCHES (EXIST. DBL 48”) - PIPEFLOW VELOCITY (FEET/SEC. ) = 8.4 2PSTREAM NODE ELEVATION = 41.00 DOWNSTREAM NODE ELEVATION = 38.78 FLOWLENGTH(FEET) = 475.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 42.00 NUMBER OF PIPES = 1 PIPEFMW THRU SUBAREA(CFS) = 70.44 TRAVEL TIME(M1N.) = .95 TC(M1N.) = 16.15 ............................................................................ FLOW PROCESS FROM NODE 1207.00 TO NODE 1208.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 16.15 TOTAL STREAM AREA (ACRES) = 28.50 ............................................................................ ___________________--------------------------------------------------------- . RAINFALL INTENSITY (INCH./HOUR) = 3.22 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 70.44 ............................................................................ FLOW PROCESS FROM NODE 1260.00 TO NODE 1260.00 IS CODE = 7 ............................................................................ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< BEGIN LINE ~AB ___________________________I____________---------------------------- - 3SER-SPECIFIED VALUES ARE AS FOLLOWS: (INITIAL BASIN) TC(M1N) = 9.68 RAIN INTENSITY(INCH/HOUR) = 4.47 TOTAL AREA(ACRES) = 4.55 TOTAL RUNOFF(CFS) = 14.25 L (FEET) = 500.00 S = 4.6% COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7000 ............................................................................ FLOW PROCESS FROM NODE 1260.00 TO NODE 1261.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.0 INCHES PIPEFMW VEMCITY(FEET/SEC.) = 9.1 UPSTREAM NODE ELEVATION = 67.00 WWNSTREAM NODE ELEVATION = 55.00 FMWLENGTH(FEET) = 775.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 21.00 NUMBER OF PIPES = 1 TRAVEL TIME(M1N.) = 1.42 TC(M1N.) = 11.10 ............................................................................ ----------------- PIPEFLOW THRU SUBAREA(CFS) = 14.25 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.097 SOIL CLASSIFICATION IS "A" I- COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = 17.19 SUBAREA RUNOFF(CFS) = 49.29 TOTAL AREA(ACRES) = 21.74 TOTAL RUNOFF(CFS) = 63.54 TC(M1N) = 11.10 ............................................................................ FLOW PROCESS FROM NODE 1261.00 TO NODE 1208.00 IS CODE = 3 >>>>>COMPUTE PIPEFMW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< AAB DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.0 INCHES PROPOSE 36" RCP PIPEFLOW VELOCITY (FEET/SEC. ) = 12.1 UPSTREAM NODE ELEVATION = 55.00 DOWNSTREAM NODE ELEVATION = 38.78 FLoWLENGTH(FEET) = 1300.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 36.00 NUMBER OF PIPES = 1 PIPEFMW THRU SUBAREA(CFS) = 63.54 TRAVEL TIME(M1N.) = 1.79 TC(M1N.) = 12.88 ............................................................................ ........................................................................... ............................................................................ FLOW PROCESS FROM NODE 1261.00 TO NODE 1208.00 IS CODE = 1 ............................................................................ ~ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< RESUME LINE M CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 12.88 RAINFALL INTENSITY (INCH./HOUR) = 3.72 TOTAL STREAM AREA (ACRES) = 21.74 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 63.54 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) ........................................................ ............................................................................ 1 70.44 16.15 3.216 2 63.54 12.88 3.720 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 125.37 TIME(M1NUTES) = 16.147 TOTAL AREA(ACRES) = 50.24 125.37 124.44 ............................................................................ FLOW PROCESS FROM NODE 1208.00 TO NODE 1209.00 IS CODE = 3 >>>>>COMPUTE PIPEFMW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< .-----------_______-------------------------------------------------------- - 14 6 DEPTH OF FLOW IN 54.0 INCH PIPE IS 40.4 INCHES (EXIST. 66" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 9.8 UPSTREAM NODE ELEVATION = 38.78 - DOWNSTREAM NODE ELEVATION = 37.50 FLOWLENGTH(FEET) = 275.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER (INCH) = 54.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 125.37 TRAVEL TIME(M1N.) = .47 TC(M1N.) = 16.61 ............................................................................ FLOW PROCESS FROM NODE 1208.00 TO NODE 1209.00 IS CODE = 8 ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.158 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = 32.98 SUBAREA RUNOFF(CFS) = 72.90 TC(M1N) = 16.61 . TOTAL AREA(ACRES) = 83.22 TOTAL RUNOFF(CFS) = 198.27 ............................................................................ FLOW PROCESS FROM NODE 1209.00 TO NODE 1210.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 63.0 INCH PIPE IS 49.1 INCHES (EXIST. 66" RCP) ............................................................................ - PIPEFLOW VELOCITY(FEET/SEC.) = 11.0 UPSTREAM NODE ELEVATION = 37.50 DOWNSTREAM NODE ELEVATION = 35.28 FLOWLENGTH(FEET) = 475.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER( INCH) = 63.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 198.27 TRAVEL TIME(M1N.) = .72 TC(M1N.) = 17.34 ............................................................................ FLOW PROCESS FROM NODE 1210.00 TO NODE 1211.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 63.0 INCH PIPE IS 49.1 INCHES (EXIST. 66" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 10.9 UPSTREAM NODE ELEVATION = 35.28 WWNSTRJUM NODE ELEVATION = 34.58 FLOWLENGTH(FEET) = 150.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER (INCH) = 63.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 198.27 TRAVEL TIME(M1N.) = -23 TC(M1N.) = 17.56 ............................................................................ ---------_______________________________--------------- --------------_- .- .......................................................................... FLOW PROCESS FROM NODE 1210.00 TO NODE 1211.00 IS CODE = 8 147 ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ................................................................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.046 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = 23.54 SUBAREA RUNOFF(CFS) = 50.20 TOTAL AREA(ACRES) = 106.76 TOTAL RUNOFF(CFS) = 248.47 TC(M1N) = 17.56 - SOIL CLASSIFICATION IS "A" ............................................................................ FLOW PROCESS FROM NODE 1211.00 TO NODE 1212.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 69.0 INCH PIPE IS 53.0 INCHES (EXIST. 66") PIPEFLOW VELOCITY(FEET/SEC.) = 11.6 UPSTREAM NODE ELEVATION = 34.58 DOWNSTREAM NODE ELEVATION = 32.48 FLOWLENGTH(FEET) = 450.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 69.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 248.47 TRAVEL TIME (MIN. ) = .65 TC(M1N.) = 18.21 ............................................................................ ________________________________________------------------------------------ ............................................................................ FLOW PROCESS FROM NODE 1212.00 TO NODE 1213.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 66.0 INCH PIPE IS 52.9 INCHES (EXIST. 66") PIPEFWW VELOCITY(FEET/SEC.) = 12.2 WWNSTREAM NODE ELEVATION = 28.16 FLOWLENGTH(FEET) = 800.00 MANNINGS N = -012 ESTIMATED PIPE DIAMETER(1NCH) = 66.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBARFA(CFS) = 248.47 TRAVEL TIME(M1N.) = 1.10 TC(M1N.) = 19.31 ............................................................................ - --------------------_______________I____----------------------- UPSTREAM NODE ELEVATION = 32.48 .............................................................................. FLOW PROCESS FROM NODE 1212.00 TO NODE 1213.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TO PAGE 153 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 19.31 RAINFALL INTENSITY (INCH./HOUR) = 2.87 TOTAL STREAM AREA (ACRES) = 106.76 ............................................................................ -----------_____________________________------------------- TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 248.47 - CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 148 ............................................................................ 1 ' 248.47 19.31 2.866 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 1 STREAMS - VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 248.47 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 248.47 TIME(M1NUTES) = 19.305 TOTAL AREA(ACRES) = 106.76 ............................................................................ FLOW PROCESS FROM NODE 1290.00 TO NODE 1290.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< BEGIN LINE ?aM SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7000 INITIAL SUBAREA FLOW-LENGTH(FEET) = 400.00 UPSTREAM ELEVATION = 68.00 DOWNSTREAM ELEVATION = 65.00 ELEVATION DIFFERENCE = 3.00 URBAN SUBAREA OVERLAND TIME OF FLoW(M1NUTES) = 16.270 ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.200 SUBAREA RUNOFF (CFS) = 10.95 TOTAL AREA(ACRES) = 4.89 TOTAL RUNOFF(CFS) = 10.95 ............................................................................ - FLOW PROCESS FROM NODE 1290.00 TO NODE 1291.00 IS CODE = 6 .......................................................................... >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 65.00 DOWNSTREAM ELEVATION = 58.00 STREET LENGTH(FEET) = 1000.00 CURB HEIGTH(1NCHES) = 6. STREET HALFWIM"(FEET) = 20.00 STREET CROSSFAU(DEC1MAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .4100 ......................................................................... **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 26.38 NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, AU FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .54 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 3.06 PRODUCT OF DEPTH&VELOCITY = 1.64 ***STREET FLOWING FULL*** STREETFLOW TRAVELTIME(M1N) = 5.45 TC(M1N) = 21.72 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.656 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .4100 SUBAREA AREA(ACRES) = 27.66 SUBAREA RUNOFF(CFS) = 30.12 SUMMED AREA(ACRES) = 32.55 TOTAL RUNOFF(CFS) = 41.08 DEPTH (FEET) = .59 HALFSTREET FLOODWIDTH (FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.74 DEPTH*VELOCITY = 2.23 - END OF SUBAREA STREETFLOW HYDRAULICS: 149 ............................................................................ FLOW PROCESS FROM NODE 1291.00 TO NODE 1292.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< AAA DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.8 INCHES PmmsE 33" RCP ________---____------------------------------------------------------------ PIPEFLOW VELOCITY (FEET/SEC. ) = 8.9 UPSTREAM NODE ELEVATION = 58.00 DOWNSTREAM NODE ELEVATION = 53.86 FMWLENGTH(FEET) = 550.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 41.08 TRAVEL TIME(M1N.) = 1-02 TC(M1N.) = 22.75 ............................................................................ FMW PROCESS FROM NODE 1292.00 TO NODE 1293.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< AAA DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.1 INCHES PmmsE 45## RCP ________________________________________----------------------------------_- PIPEFLOW VEMCITY(FEET/SEC.) = 7.2 (EXIST. 24" INADEQUATE) UPSTREAM NODE ELEVATION = 53.86 DOWNSTREAM NODE ELEVATION = 53.00 FMWLENGTH(FEET) = 200.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 41.08 TRAVEL TIME(M1N.) = .46 TC(M1N.) = 23.21 ............................................................................ FLOW PROCESS FROM NODE 1292.00 TO NODE 1293.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ...................................................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.545 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .4600 SUBAREA AREA(ACRES) = 32.84 SUBAREA RUNOFF(CFS) = 38.45 TOTAL =(ACRES) = 65.39 TOTAL RUNOFF(CFS) = 79.52 TC(M1N) = 23.21 ............................................................................ FMW PROCESS FROM NODE 1293.00 TO NODE 1294.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< AAA DEPTH OF FLOW IN 45.0 INCH PIPE IS 35.9 INCHES PmmaE IS## RCP ......................................................................... PIPEFLOW VELOCITY (FEET/SEC. ) = 8.4 (EXIST. 24" INADEQUATE) DOWNSTREAM NODE ELEVATION = 51.60 FLOWLENGTH(FEET) = 325.00 MANNINGS N = .012 UPSTREAM NODE ELEVATION = 53.00 150 ESTIMATED PIPE DIAMETER (INCH) = 45.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 79.52 TRAVEL TIME (MIN. ) = .64 TC(M1N.) = 23.85 .......................................................................... FLOW PROCESS FROM NODE 1293.00 TO NODE 1294.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 23.85 RAINFALL INTENSITY (INCH./HOUR) = 2.50 TOTAL STREAM AREA (ACRES) = 65.39 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 79.52 ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 1280.00 TO NODE 1281.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< BEGIN LINE A?iWi ............................................................................ ............................................................................ ............................................................................ *USER SPECIFIED (SUBAREA) : COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .6600 INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 UPSTREAM ELEVATION = 50.00 DOWNSTREAM ELEVATION = 47.50 ELEVATION DIFFERENCE = 2.50 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 23.103 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.553 SUBAREA RUNOFF(CFS) = 8.22 TOTAL AREA(ACRES) = 4.88 TOTAL RUNOFF(CFS) = 8.22 ............................................................................ FLOW PROCESS FROM NODE 1281.00 TO NODE 1294.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TFfAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< A?iM DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.3 INCHES PROPOSE 24" RCP PIPEFLOW VELOCITY(FEET/SEC.) = 5.4 PER CITY OF CARLSBAD UPSTREAM NODE ELEVATION = 47.50 DOWNSTREAM NODE ELEVATION = 42.00 FLOWLENGTH(FEET) = 900.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 8.22 TRAVEL TIME(M1N.) = 2.76 TC(M1N.) = 25.86 ............................................................................ --------------------____I_______________--------------------------- ............................................................................ FLOW PROCESS FROM NODE 1281.00 TO NODE 1294.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< RESUME LINE AAA CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 25.86 ............................................................................ ~ -----------_________----------------------------------~~~======~=== 151 RAINFALL INTENSITY (INCH./HOUR) = 2.37 TOTAL STREAM AREA (ACRES) = 4.88 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 8.22 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER ( CFS 1 (MIN.) (INCH/HOUR) ............................................................................ 1 79.52 23.85 2.501 2 8.22 25.86 2.374 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 87.33 TIME(M1NUTES) = 23.852 TOTAL AREA(ACRES) = 70.27 87.33 83.71 ............................................................................ FLOW PROCESS FROM NODE 1281.00 TO NODE 1294.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.501 *USER SPECIFIED(SUBAREA) : COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .6600 SUBAREA AREA(ACRES) = 14;40 SUBAREA RUNOFF(CFS) = 23.77 TOTAL =(ACRES) = 84.67 TOTAL RUNOFF(CFS) = 111.09 ,- TC(M1N) = 23.85 ............................................................................ FLOW PROCESS FROM NODE 1294.00 TO NODE 1295.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (WON-PRESSURE FLOW)<<<<< AAA DEPTH OF FLOW IN 51.0 INCH PIPE IS 40.7 INCHES PROWBE 45" RCP PIPEFLOW VELOCITY (FEET/SEC. ) = 9.2 (EXIST. 24" INADEQUATE) UPSTREAM NODE ELEVATION = 51.60 NWNSTREAM NODE EUVATION = 51.06 FLOWLENGTH(FEET) = 125.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 51.00 NUMBER OF PIPES = 1 TRAVEL TIME(M1N.) = .23 TC(M1N.) = 24.08 PIPEFLOW THRU SUBAREA(CFS) = 111.09 ............................................................................ FLOW PROCESS FROM NODE 1295.00 TO NODE 1296.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< Am ======-----------------------------------------=--------------============ -- DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.3 INCHES PROWBE 45" RCP PIPEFLOW VELOCITY (FEET/SEC. ) = 16.1 (EXIST. 30" INADEQUATE) UPSTREAM NODE ELEVATION = 51.06 DOWNSTREAM NODE ELEVATION = 37.69 152 FLOWLENGTH(FEET) = 700.00 MANNINGS N = .012 ESTIdTED PIPE DIAMETER(1NCH) = 39.00 NUMBER OF PIPES = 1 TRAVEL TIME (MIN. ) = .73 TC(M1N.) = 24.80 PIPEFMW THRU SUBAREA(CFS) = 111.09 ............................................................................ FLOW PROCESS FROM NODE 1295.00 TO NODE 1296.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ________-____-_-----________________I___-------------------- _______________-----__________________I_----------------__ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.438 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = 10.47 SUBAREA RUNOFF(CFS) = 17.87 TOTAL AREA(ACRES) = 95.14 TOTAL RUNOFF(CFS) = 128.96 TC(M1N) = 24.80 ............................................................................ FLOW PROCESS FROM NODE 1296.00 TO NODE 1213.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.7 INCHES (EXIST. 36" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 19.0 UPSTREAM NODE ELEVATION = 37.69 DOWNSTREAM NODE ELEVATION = 33.00 ESTIMATED PIPE DIAMETER(1NCH) = 39.00 NUMBER OF PIPES = 1 PIPEFMW THRU SUBAREA(CFS) = 128.96 TRAVEL TIME(M1N.) = .15 TC(M1N.) = 24.96 ............................................................................ ---------__--------_-___-_--____-------------------------------------------- - FLOWLENGTH(FEET) = 175.00 MANNINGS N = .012 ............................................................................ FLOW PROCESS FROM NODE 1296.00 TO NODE 1213.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 24.96 RAINFALL INTENSITY (INCH./HOUR) = 2.43 TOTAL STREAM AREA (ACRES) = 95.14 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 128.96 ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 1212.00 TO NODE 1213.00 IS CODE = 7 ............................................................................ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< DATA FROM PAGE 148 USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(M1N) = 19.31 RAIN INTENSITY(INCH/HOUR) = 2.87 =====-------------------------------------------------------=======~===== - TOTAL AREA(ACRES) = 106.76 TOTAL RUNOFF(CFS) = 248-47 ............................................................................ 153 FMW PROCESS FROM NODE 1212.00 TO NODE 1213.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< RESUME LINE M CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 19.31 RAINFALL INTENSITY (INCH./HOUR) = 2.87 TOTAL STREAM AREA (ACRES) = 106.76 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 248.47 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) ............................................................................ - ............................................................................ 1 128.96 24.96 2.429 2 248.47 19.31 2.866 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 339.50 357.75 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 357.75 TIME (MINUTES) = 19.305 TOTAL AREA(ACRES) = 201.90 ............................................................................ FLOW PROCESS FROM NODE 1213.00 TO NODE 1214.00 IS CODE = 3 ............................................................................ - >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 45.0 INCH PIPE IS 34.1 INCHES (EXIST. 66" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 39.8 UPSTREAM NODE ELEVATION = 33.00 DOWNSTREAM NODE ELEVATION = 23.30 FLOWLENGTH(FEET) = 100.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 45.00 NUMBER OF PIPES = 1 TRAVEL TIME(M1N.) = .04 TC(M1N.) = 19.35 .......................................................................... PIPEFLOW THRU SUBAREA(CFS) = 357.75 ............................................................................ FLOW PROCESS FROM NODE 1213.00 TO NODE 1214.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ------------_ ---_-____________---_______________I____~ -____---_____________-_____-_--__-__-__-================= 100 YEAR RAINFAU INTENSITY (INCH/HOUR) = 2.862 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = 16.75 SUBAREA RUNOFF(CFS) = 33.56 TOTAL AREA(ACRES) = 218.65 TOTAL RUNOFF(CFS) = 391.30 TC(M1N) = 19.35 154 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 48.0 INCH PIPE IS 39.1 INCHES (EXIST. 66" RCP) UPSTREAM NODE ELEVATION = 23.30 WWNSTREAM NODE ELFVATION = 17.98 FLOWLENGTH (FEET) = 75.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 391.30 TRAVEL TIME (MIN. ) = .04 TC(M1N.) = 19.38 ------------------------------p================= ............................. - PIPEFLOW VELOCITY(FEET/SEC.) = 35.7 END LINE AA ............................................................................ FLOW PROCESS FROM NODE 1300.00 TO NODE 1300.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "A" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 ............................................................................ _____________-__ --------______------____________________--_ ---------____ ---------------==----------------------------_-------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 UPSTREAM ELEVATION = 56.00 DOWNSTREAM ELEVATION = 45.00 ELEVATION DIFFERENCE = 11.00 URBAN SUBAREA OVERLAND TIME OF FLoW(M1NUTES) = 23.532 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.522 SUBAREA RUNOFF (CFS) = 3.59 TOTAL =(ACRES) = 3.56 TOTAL RUNOFF(CFS) = 3.59 - .......................................................................... FLOW PROCESS FROM NODE 1300.00 TO NODE 1301.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 45.00 DOWNSTREAM ELEVATION = 40.00 STREET LENGTH(FEET) = 475.00 CURB HEIGTH(1NCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 STREET cROSSFALL(DEC1MAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .a800 ............................................................................ .......................................................................... **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 11.65 STREET FLOWDEPTH(FEET) = -40 HALFSTREET FLOODWIDTH(FEET) = 13.93 AVERAGE FLOW VELoCITY(FEET/SEC.) = 2.83 PRODUCT OF DEPTH&VELOCITY = 1.15 STREETFLOW TRAVELTIME(M1N) = 2.80 TC(M1N) = 26.33 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.346 *USER SPECIFIED (SUBAREA) : INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .8800 SUBAREA =(ACRES) = 7.86 SUBAREA RUNOFF(CFS) = 16.23 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .47 HALFSTREET FLOODWIDTH (FEET) = 17.40 FLOW VEMCITY(FEET/SEC.) = 3.15 DEPTH*VELOCITY = 1.49 SUMMED AREA(ACRES) = 11.42 TOTAL RUNOFF(CFS) = 19.82 ............................................................................ 155 FLOW PROCESS FROM NODE 1301.00 TO NODE 1302.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ - >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.0 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 12.7 UPSTREAM NODE ELEVATION = 40.00 DOWNSTREAM NODE ELEVATION = 10.00 FLoWLF,NGTH(FEET) = 1000.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER (INCH) = 2 1.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 19.82 TO BUENA VISTA LAGOON TRAVEL TIME(M1N.) = 1.31 TC(M1N.) = 27.64 ............................................................................ FLOW PROCESS FROM NODE 1301.90 TO NODE 1302.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ -----------________--------------------------------------------------------- ________________________________________------------------------------------ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.274 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA =(ACRES) = 1.47 SUBAREA RUNOFF(CFS) = 3.18 TOTAL AREA(ACRES) = 12.89 TOTAL RUNOFF(CFS) = 23.00 TC(M1N) = 27.64 TO BUENA VISTA LAGOON ............................................................................ -FLOW PROCESS FROM NODE 1302.00 TO NODE 1303.00 IS CODE = 8 .......................................................................... >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< --------------------_________________I__---------------------------------- -----------_____________I_______________---------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.274 *USER SPECIFIED (SUBAREA) : INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .6900 SUBAREA AREA(ACRES) = 20.79 SUBAREA RUNOFF(CFS) = 32.62 TOTAL -(ACRES) = 33.68 TOTAL RUNOFF(CFS) = 55.61 TC(M1N) = 27.64 TO BUENA VISTA .LAGOON ............................................................................ FLOW PROCESS FROM NODE 1400.00 TO NODE 1400.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "A" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .BOO0 ............................................................................ .......................................................... INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00 UPSTREAM ELEVATION = 50.00 DOWNSTREAM ELEVATION = 35.00 ELEVATION DIFFERENCE = 15.00 URBAN SUBAREA OVERLAND TIME OF FLOW(M1"ES) = 11.231 *CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY - NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.065 SUBAREA RUNOFF(CFS) = 14.34 TOTAL AREA(ACRES) = 4.41 TOTAL RUNOFF(CFS) = 14.34 156 ............................................................................ FLOW PROCESS FROM NODE 1400.00 TO NODE 1401.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.0 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 6.4 UPSTREAM NODE ELEVATION = 35.00 DOWNSTREAM NODE ELEVATION = 34.69 FLOWLENGTH (FEET) = 50.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 14.34 TRAVEL TIME(M1N.) = .13 TC(M1N.) = 11.36 - .......................................................................... ___-_---___________--------------------------------------------------------- ............................. ............................................................................ FMW PROCESS FROM NODE 1401.00 TO NODE 1402.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(1NCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 34.7 UPSTREAM NODE ELEVATION = . 34.69 DOWNSTREAM NODE ELEVATION = 11.89 ESTIMATED PIPE DIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 14.34 TRAVEL TIME (MIN. ) = .02 TC(M1N.) = 11.38 ............................................................................ ............................................................................ - FMWLENGTH(FEET) = 40.00 MANNINGS N = .012 ............................................................................ FLOW PROCESS FROM NODE 1402.00 TO NODE 1403.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(1NCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.1 INCHES PIPEFLOW VEMCITY (FEET/SEC. ) = 27.2 UPSTREAM NODE ELEVATION = 11.89 DOWNSTREAM NODE ELEVATION = .oo FMWLENGTH(FEET) = 41.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER( INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 14.34 TO PACIFIC OCEAN TRAVEL TIME(M1N.) = .03 TC(M1N.) = 11.40 ............................................................................ MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4800 INITIAL SUBAREA FLOW-LENGTH(FEET) = 800.00 UPSTREAM ELEVATION = 54.00 DOWNSTREAM ELEVATION = 40.00 - ELEVATION DIFFERENCE = 14.00 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 27.971 *CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.256 SUBAREA RUNOFF(CFS) = 9.75 TOTAL AREA(ACRES) = 9.00 TOTAL RUNOFF(CFS) = 9.75 ............................................................................ FMW PROCESS FROM NODE 1410.00 TO NODE 1411.00 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(1NCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.5 INCHES UPSTREAM NODE ELEVATION = 40.00 WWNSTREAM NODE ELEVATION = 24.10 FLOWLENGTH(FEET) = 150.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 9.75 TO PACIFIC OCEAN ........................................................................... PIPEFLOW VELOCITY (FEET/SEC. ) = 17.0 TRAVEL TIME(M1N.) = .15 TCCMIN.) = 28.12 - .......................................................................... FLOW PROCESS FROM NODE 1420.00 TO NODE 1420.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: (INITIAL BASIN) TC(M1N) = 16.51 RAIN INTENSITY(INCH/HOUR) = 3.17 TOTAL AREA(ACRES) = 13.00 TOTAL RUNOFF(CFS) = 23.49 L (FEET) = 700.00 S = 3.6% COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .5700 ............................................................................ ........................................................................ TC = 1.811.1-C) fL1 llt [s(100) ill3 ............................................................................ FMW PROCESS FROM NODE 1420.00 TO NODE 1421.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(1NCH) INCREASED TO 18.000 ............................................................................ ........................................................... ============-== DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.2 INCHES WWNSTREAM NODE ELEVATION = . 85 PIPEFLOW VELOCITY(FEET/SEC.) = 30.1 UPSTREAM NODE ELEVATION = 30.00 FMWLENGTH(FEET) = 110.00 MANNINGS N = .012 ESTIMATED PIPE DIA~ETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 23.49 158 TRAVEL TIME(M1N.) = .06 TC(M1N.) = 16.57 ............................................................................ '- FLOW PROCESS FROM NODE 1430.00 TO NODE 1430.00 IS CODE = 2 ----____c----------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = -7000 INITIAL SUBAREA FLOW-LENGTH(FEET) = 400.00 UPSTREAM ELEVATION = 57.00 DOWNSTREAM ELEVATION = 52.00 ELEVATION DIFFERENCE = 5.00 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 14.065 ......................................................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.516 SUBAREA RUNOFF(CFS) = 10.85 TOTAL AREA(ACRES) = 4.41 TOTAL RUNOFF(CFS) 5 10.85 ............................................................................ FLOW PROCESS FROM NODE 1430.00 TO NODE 1431.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.5 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 7.2 UPSTREAM NODE ELEVATION = 52.00 - DOWNSTREAM NODE ELEVATION = 50.90 FLOWLENGTH(FEET) = 110.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 10.85 TRAVEL TIME(M1N.) = .25 TC(M1N.) = 14.32 ............................................................................ -----_________-----_---------------------------------------------- ----------------- ---------- ............................................................................ FLOW PROCESS FROM NODE 1431.00 TO NODE 1432.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 9.3 UPSTREAM NODE ELEVATION = 50.90 DOWNSTREAM NODE ELEVATION = 42.04 FLOWLENGTH(FEET) = 450.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 10.85 TRAVEL TIME(M1N.) = . ao TC(M1N.) = 15.12 ............................................................................ ........................................................................... ............................................................................ FLOW PROCESS FROM NODE 1432.00 TO NODE 1433.00 IS CODE = 3 ............................................................................ -.>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ............................................................................ 159 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.5 INCHES UPSTREAM NODE ELEVATION = 42.04 DOWNSTREAM NODE ELEVATION = 41.04 FLOWLENGTH(FEET) = 100.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 10.85 TRAVEL TIME(M1N.) = .23 TC(M1N.) = 15.35 PIPEF~W VELOCITY (FEET~EC. ) = 7.2 ............................................................................ FLOW PROCESS FROM NODE 1433.00 TO NODE 1434.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.1 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 9.5 UPSTREAM NODE ELEVATION = 41.04 DOWNSTREAM NODE ELEVATION = 37.93 FLOWLENGTH(FEET) = 150.00 MANWINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 10.85 TO PACIFIC OCEAN TRAaL TIME(M1N.) = -26 TC(M1N.) = 15.62 ............................................................................ ____________________-------------------------------------------------------- ____________________-------------------------------------------------------- ............................................................................ FLOW PROCESS FROM NODE 1440.00 TO NODE 1440.00 IS CODE = 7 ............................................................................ - >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: (INITIAL BASIN) TC(M1N) = 17.13 RAIN INTENSITY(INCH/HOUR) = 3.10 TOTAL AREA(ACRES) = 3.38 TOTAL RUNOFF(CFS) = 5.23 L (FEET) = 500.00 S = 2.8% COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .5000 ---------============== ............................................................................ FLOW PROCESS FROM NODE 1440.00 TO NODE 1441.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIKE THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.9 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 4.6 UPSTREAM NODE ELEVATION = 43.00 DOWNSTREAM NODE ELEVATION = 40.63 FLOWLENGTH(FEET) = 475.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.23 TRAVEL TIME(M1N.) = 1.70 TC(M1N.) = 18.83 ............................................................................ -____- ......................................................................... ,- ........................................................................... FLOW PROCESS FROM NODE 1440.00 TO NODE 1441.00 IS CODE = 8 160 ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ----------3--=====================3================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.912 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = 5.33 SUBAREA RUNOFF(CFS) = 10.87 TOTAL AREA(ACRES) = 8.71 TOTAL RUNOFF(CFS) = 16.10 TC(M1N) = 18.83 '-- SOIL CLASSIFICATION IS rqA" ............................................................................ FLOW PROCESS FROM NODE 1441.00 TO NODE 1442.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED 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. ) = 17.3 UPSTREAM NODE ELEVATION = 40.63 DOWNSTREAM NODE ELEVATION = 27.09 FLOWLENGTH(FEET) = 175.00 MANNINGS N = .012 ESTIMATED PIPE 'DIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 16.10 TO PACIFIC OCEAN TRAVEL TIME(M1N.) = -17 TC(M1N.) = 19.00 ............................................................................ ________________________________________------------------------------------ ................................. ............................................................................ FLOW PROCESS FROM NODE 1450.00 TO NODE 1450.00 IS CODE = 2 .......................................................................... >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "A" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500 --------------- --------T--l-------------L----------==------------------ --____----__-_--___ INITIAL SUBAREA FLOW-LENGTH(FEET) = 300.00 UPSTREAM ELEVATION = 54.00 WWNSTREAM ELEVATION = 50.00 ELEVATION DIFFERENCE = 4.00 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 18.879 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.908 SUBAREA RUNOFF(CFS) = 5.10 TOTAL AREA(ACRES) = 3.90 TOTAL RUNOFF(CFS) = 5.10 ............................................................................ FLOW PROCESS FROM NODE 1450.00 TO NODE 1451.00 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.8 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 4.6 UPSTREAM NODE ELEVATION = 50.00 WWNSTREAM NODE ELEVATION = 46.13 ESTIMATED PIPE DIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.10 161 ______=====----------------------------T==~~==~==---lf==== ----__ - FLOWLENGTH(FEET) = 775.00 MANNINGS N = .012 TRAVEL TIME(M1N.) = 2.79 TC(M1N.) = 21.67 ............................................................................ '- FLOW PROCESS FROM NODE 1451.00 TO NODE 1452.00 IS CODE = 3 .......................................................................... >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.8 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 4.6 UPSTREAM NODE ELEVATION = 46.13 DOWNSTREAM NODE ELEVATION = 41.75 FLOWLENGTH(FEET) = 875.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER( INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.10 ......................................................................... TRAVEL TIME(M1N.) = 3.15 TC(MIN.) = 24.82 ............................................................................ FLOW PROCESS FROM NODE 1451.00 TO NODE 1452.00 IS CODE = a ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< -_______ ................................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.437 SOIL CLASSIFICATION IS "A" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 23,43 SUBAREA RUNOFF(CFS) = 25.69 TOTAL AREA(ACRES) = 27.33 TOTAL RUNOFF(CFS) = 30.80 - TC(M1N) = 24.82 ............................................................................ FLOW PROCESS FROM NODE 1452.00 TO NODE 1453.00 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ~~~~ ~_~_~ ~~ DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.4 INCHES IEXIST. 30" RCP) ___ ~ ~ PIPEFLOW VELOCITY (FEETISEC. = 7.2 UPSTREAM NODE ELEVATION = 41.75 DOWNSTREAM NODE ELEVATION = 36.75 FLOWLENGTH(FEET) = 1000.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 30.80 TRAVEL TIME(M1N.) = 2.32 TC(M1N.) = 27.14 ............................................................................ FLOW PROCESS FROM NODE 1452.00 TO NODE 1453.00 IS CODE = a ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------==_________----------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.301 SOIL CLASSIFICATION IS "A" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA =(ACRES) = 11.64 SUBAREA RUNOFF(CFS) = 12.05 TOTAL AREA(ACRES) = 38.97 TOTAL RUNOFF(CFS) = 42.85 162 TC(MIN,) = 27.14 ............................................................................ - FLOW PROCESS FROM NODE 1453.00 TO NODE 1454.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< _______c---_--------------------------------------------------------------- >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.3 INCHES (EXIST. 30" RCP) PIPEFLOW VEMCITY(FEET/SEC.) = 7.7 UPSTREAM NODE ELEVATION = 36.75 WWNSTREAM NODE ELEVATION = 32.25 FLOWLENGTH(FEET) = 900.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 42.85 TRAVEL TIME(M1N.) = 1.94 TC(M1N.) = 29.08 ________ - ................................................................... ............................................................................ FMW PROCESS FROM NODE 1453.00 TO NODE 1454.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ............................................ ---------__---------P================--------------------- ________---_--______ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.201 SOIL CLASSIFICATION IS rrA" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 10.65 SUBAREA RUNOFF(CFS) = 10.55 TOTAL AREA(ACRES) = 49.62 TOTAL RUNOFF(CFS) = 53.39 --TC(M1N) = 29.08 ............................................................................ FLOW PROCESS FROM NODE 1454.00 TO NODE 1455.00 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.5 INCHES (EXIST. 48" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 9.2 UPSTREAM NODE ELEVATION = 32.25 EQWNSTREAM NODE ELEVATION = 27.53 FLoWLENGTH(FEET) = 675.00 MANNINGS N = -012 ESTIMATED PIPE DIAMETER(1NCH) = 36.00 NUMBER OF PIPES = 1 TRAVEL TIME(M1N.) = 1.22 TC(M1N.) = 30.30 ------_- ........................................................................ PIPEFLOW THRU SUBAREA(CFS) = 53.39 ............................................................................ FLOW PROCESS FROM NODE 1454.00 TO NODE 1455.00 IS CODE = 0 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ __ -------_____----_I__---------- --------------------======== ------==_________-__------ ------__ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.143 MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 11.24 SUBAREA RUNOFF(CFS) = 10.84 TOTAL AREA(ACRES) = 60.86 TOTAL RKJNOFF(CFS) = 64.23 - SOIL CLASSIFICATION IS "A" 163 TC(M1N) = 30.30 ............................................................................ - FLOW PROCESS FROM NODE 1455.00 TO NODE 1456.00 IS CODE = 3 ........................................................................... >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.7 INCHES (EXIST. 48" RCP) PIPEFLOW VELOCITY(FEET/SEC.) = 11.0 UPSTREAM NODE ELEVATION = 27.53 DOWNSTREAM NODE ELEVATION = 26.13 FLOWL,ENGTH(FEET) = 140.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 64.23 TO PACIFIC OCEAN TRAVEL TIME(M1N.) = .21 TC(M1N.) = 30.51 ---------I==------------------------------------------------------ --------- ............................................................................ FLOW PROCESS FROM NODE 1460.00 TO NODE 1460.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 ............................................................................ .................................................... ........................................................................... NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = lO.79(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 175.00 DOWNSTREAM ELEVATION = . 00 ELEVATION DIFFERENCE = 33.00 - UPSTREAM ELEVATION = 33.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.171 SUBAREA RUNOFF(CFS) = 5.39 TOTAL AREA(ACRES) = 2.87 TOTAL RUNOFF(CFS) = 5.39 TO PACIFIC OCEAN ............................................................................ FLOW PROCESS FROM NODE 1460.00 TO NODE 1461.00 IS CODE = 8 ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---_______-_____________________II______----------------------------- ________________________I_______________-------------------- 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.171 SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREAIACRESI = 4.00 SUBAREA RUNOFFICFS) = 7.51 TOTAL AREA(ACRES) 6.87 TOTALRUNOFF(CFSj = ' 12.89 TC(M1N) = 10.79 TO PACIFIC OCEAN ............................................................................ FLOW PROCESS FROM NODE 1461.00 TO NODE 1462.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ --------------------I ................................................................... - 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.171 SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 164 SUBAREA -(ACRES) = 4.08 SUBAREA RUNOFF(CFS) = 7.66 TOTAL 'AREA(ACRES) = 10.95 TOTAL RUNOFF(CFS) = 20.55 TC(M1N) = 10.79 TO PACIFIC OCEAN ........................................................................... FLOW PROCESS FROM NODE 1462.00 TO NODE 1463.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ----------- ............................................................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.171 SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 TOTAL AREA(ACRES) = 15.21 TOTAL RUNOFF(CFS) = 28.55 TC(M1N) = 10.79 TO PACIFIC OCEAN SUBAREA AREA(ACRES) = 4.26 SUBAREA RUNOFF(CFS) = 7.99 ............................................................................ FLOW PROCESS FROM NODE 1463.00 TO NODE 1464.00 IS CODE = 0 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ------------------- ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.171 SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 3.12 SUBAREA RUNOFF(CFS) = 5.86 TOTAL AREA(ACRES) = 18.33 TOTAL RUNOFF(CFS) = 34.40 TC(M1N) = 10.79 TO PACIFIC OCEAN x*************************************************************************** FLOW PROCESS FROM NODE 1464.00 TO NODE 1465.00 IS CODE = 0 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ____----___-________----------------~============~======------------------ ---------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) I 4.171 SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 3.45 SUBAREA RUNOFF(CFS) = 6.47 TOTAL AREA(ACRES) = 21.78 TOTAL RUNOFF(CFS) = 40.88 TC(M1N) = 10.79 TO PACIFIC OCEAN ............................................................................ FLOW PROCESS FROM NODE 1465.00 TO NODE 1466.00 IS CODE = a ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< -----------------=====l=======-c=l==~=~==~----------- -----I--- -========s== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 5 4.171 SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 3.27 SUBAREA RUNOFF(CFS) = 6.14 TOTAL AREA(ACRES) = 25.05 TOTAL RUNOFF(CFS) 5 47.01 TC(M1N) = 10.79 TO PACIFIC OCEAN .~ ............................................................................ 165 FLOW PROCESS FROM NODE 1466.00 TO NODE 1467.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAX FLOW<<<<< ............................................................................ .................................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.171 SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 TOTAL AREA(ACRES) = 27.69 TOTAL RUNOFF(CFS) = 51.97 TC(M1N) = 10.79 TO PACIFIC OCEAN END OF RATIONAL METHOD ANALYSIS SUBAREAAREA(ACRES) = 2.64 SUBAREA RUNOFF(CFS) = 4.95 -------I---------------------i-5---=======------- -------___ ___--__----------- 166 CARLSUM WENA VISTA CREEK BASIN RUYOFF COEFFICIENT SOIL GROUP YmE 1410.00 1303.00 1301 .OO 1294.00 1293.00 12991.00 1243 .OO 1205 .OO 1206.00 1221.00 1107.00 1106.00 1105 .oo 1102.00 901.00 - 901.40 504.10 504.00 506.w 502.20 502.00 114.01 529.W 803.10 801.10 527.00 517.00 512.30 525.00 524.00 804.00 113.00 405.00 402.50 406.w 402.00 401.00 400.10 112.00 lll.w 111.00 109.00 106.00 SHT. NO. 4 4 4 4 4 4 4 4 4 4.5 4.1.5 4.5 5 1J 5 5 5 5 5 2 2 2 5 5 2.5 5 2 2 2 2 2.5 5 5 2 2 2 3 4.1 2.5 2.5 2.5 2.5 2.3 AREA 9.00 20.79 7.86 19.28 32.84 27.66 13.96 26.78 12.54 20.83 22.53 46.02 58.37 8.71 23.07 17.83 18.83 10.11 9.27 13.64 18.77 50.89 11.94 23.58 13.22 25.96 34.75 8.30 14.10 21.54 121.14 31.30 53.80 74.30 27.58 47.72 40.6L 12.81 28.01 137.28 31 .W 49.51 29.61 RURAL SIYGLE FWILY KIBILE HCUES WLTl UNITS CLmERClAL INDUSTRIAL 0.05 R 0.40 R 0.50 R 1.00 R 0.60 R 0.40 R 0.40 R 0.25 R 0.10 R 0.10 R 0.10 R 0.20 s 0.20 s 0.05 s 0.75 s 0.90 s 0.65 5 0.50 s 0.90 s 0.90 s 0.60.s 0.50 S 1.00 s 0.60 s 1.00 s 1.00 s 1.00 s 1.00 s l.w s 0.50 S 0.20 s 1.00 s 0.60 s 1.00 s 1.00 s 0.60 s 0.75 s 0.40 S 0.80 s 0.90 s 1.00 s 1.00 s l.M S 1.00 s 0.80 s 0.50 S 0.60 s 1.00 s 1.00 s o.m s 0.70 s A B C 0.30 0.35 0.40 0.40 0.45 0.50 0.45 0.50 0.55 0.45 0.50 0.60 0.80 0.85 0.90 om 0.75 0.110 LAUD USE o.m M 0.m c ..__ - 0.25 M 0.10 c 0.15 M 0.85 C 0.05 M 0.20 C 0.10 w 0.05 M 0.30 C 0.20 c 0.50 C 0.10 c 0.10 c 0.20 c 0.25 C 0.50 C 0.20 c 0.90 c 0.60 c 0.10 c 0.20 c 0.50 c 0.40 C D 0.45 0.55 0.65 0.85 0.95 o.m 0.10 I 0.50 I 0.85 I 0.10 I 0.10 I 0.10 I SOIL TYPE 1.00 A 1.00 A 1.00 A 1.00 A 1.00 A 1.00 A 1.00 A 1.00 A 1.00 A 0.75 A 0.40 A 0.20 A 0.60 A 0.20 A 0.40 A 0.40 A 0.30 A 1.00 A 0.50 A 0.50 A 1.00 A 1.00 A 0.80 A 1.00 A 0.80 A 0.60 A 1.00 A 1.00 A 0.50 A o.m A C - 0.48 0.69 0.88 0.66 0.46 0.41 0.1p .. .. 0.50 0.55 0.25 0 0.47 0.10 C 0.20 0 0.47 0.50 C 0.10 0 0.57 0.80 0 0.63 0.40 o 0.61 0.80 c 0.48 0.50 c 0.10 0 0.43 0.60 c 0.46 0.40 C 0.30 0 0.49 0.40 0.50 0 0.48 0.50 0 0.48 0.35 n.30 0.40 C 0.60 0 0:si 0.10 C 0.10 0 0.43 0.3 0.20 c 0.42 0.40 C 0.44 n.u _.__ 0.38 0.40 C 0.10 0 0.n 0.10 c 0.90 0 0.73 0.20 C 0.80 D 0.56 0.20 C 0.80 0 0.53 1.00 0 0.55 0.20 C 0.80 0 0.54 1.00 0 0.55 0.10 C 0.90 0 0.55 0.50 C 0.50 0 0.59 0.50 C 0.50 0 0.68 0.40 C 0.60 0 0.65 0.10 C 0.90 0 0.55 1.00 0 0.55 167 URLSBM WENA VISTA CREEK BASIN NWE SHT. NO. 105.00 3.6 109.00 2.3.5.6 103.00 3.6 102.00 3.6 105.00 3 300.10 2.5 111.00 2 301.00 2.5 111.00 2 211.00 2 zw.w 2 2W.M) 2.3.5.6 205.00 5 .- 203.00 5.6 201.00 5.6 202.00 5.6 AREA 80.65 59.46 17.60 31.37 25.05 5.20 26.68 52.58 61.88 16.20 9.93 R.55 36.35 66.57 24.26 29.31 RURAL SINGLE FAllILY KIBILE HCUES WLTl UNITS COUlERClAL INDUSTRIAL 0.10 R 0.20 R 0.20 R 0.20 R 0.40 R 0.20 R 0.40 R 0.20 R 0.40 R 0.40 R 0.15 R 0.20 R 0.50 R 0.90 s 0.80 s 0.80 s 1.00 s 0.60 s 0.40 s 0.60 s 0.40 S 0.80 s 1.00 s 0.50 s 0.50 S 0.65 s 0.80 s 0.50 s o.m s A 0.30 0.40 0.45 0.45 0.80 o.m ---- 1557.24 R AREA S AREA T *REA ACRES 242.41 1294.02 0.00 ACRES ACRES ACRES RUNOFF mEFFlClEWT SOIL GROUP B C D 0.35 0.40 0.45 0.45 0.50 0.55 0.50 0.55 0.65 0.75 0.80 0.85 0.50 0.60 0.70 om 0.w 0.55 LAND USE 0.30 C 0.60 c 0.10 I 0.10 I 0.10 I 0.10 I 0.25 A SOIL TYPE 0.30 B 0.50 c 0.10 c 0.25 B 0.25 C 0.30 B 0.50 B 0.30 c 0.20 c 0.20 c 0.40 c 0.40 c 0.20 c 0.40 c 0.25 c 0.50 C 0.w c 0.20 D 0.90 0 0.50 0 0.50 D 0.80 D 0.80 0 0.60 0 0.60 D 1.00 0 0.80 D 0.60 D o.m o o.m o 0.50 n 0.50 n 0.10 D ------- MARE4 C AREA I AREA AAREA BMEA CAREA 0 AREA 20.16 0.29 0.13 2.81 0.14 1.79 2.72 ACRES ACRES ACRES ACRES ACRES ACRES ACRES C 0.49 0.53 0.49 0.54 0.50 0.50 0.65 0.50 0.71 0.51 0.55 0.54 0.53 0.49 0.51 0.46 168 SEDIMENTATION BASIN AFB @ CONC. PT. 209.00 AREA NODE (acres) % GRAV % SAND % F.S. 8 SILT % CLAY 209.00 209.00 205.00 203.00 201.00 202.00 200.10 TOTAL 9.93 72.55 36.35 5.00 66.57 10.00 21.66 29.31 2.60 AVG . 238.97 3.55 100.00 20.00 80.00 50.00 45.00 45.00 20.00 25.00 80.00 20.00 100.00 100.00 40.75 13.46 0.00 42.25 SOIL TYPE gravel sand f. sand silt clay % 3.55 40.75 13.46 0.00 42.25 P 8.15 P 8.11 P 5.7 P 5.14 P 5.20 P 5.20 P 5.22 P 5.24 P 5.6 P 5.22 P 5.24 P 5.6 P 5.6 Avg Dens d VS R K s L m Ls cc PC Ac Area c Cnc PnC AnC Area nc Sed Vol 109.12 pcf 0.020 mm 50.00 0.10 5.93 % 5400.00 ft 0.50 4.86 0.50 0.90 0.00096 fps 10.94 tonrac-yr 167.28 ac 0.30 0.90 6.57 ton/ac-yr 71.69 ac 1562.39 Cy C 0.54 P6-10 1.80 110-avg 0.30 in/hr P 8.16 Q10-avg 38.63 cfs P 8.15 Sur Area 48285.04 sf Sur Area 1.11 acres =====315===1= P 8.19 Vol water 8941.67 cy (5' depth) Vol total 10504.06 cy 169