Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
; Appendix I - Vol 2 - Agua Hedionda Creek Basin; Storm Water; 1991-01-01
MASTEX PLAN OF DRAINAGE MIR TEEClTYOFCARLSBAD INDEX AGUA HEDIONDA WEK BASIN . VOL 2 PROPOSED LINE PAGES BA BB BBA BBB BBBA BBBB BBC BC BCA BD BE BEA BEB BEC BED BF BFA BFB ................. ................. ................. ................. ................. ................. ................. ................. ................. ................. ................. ................. ................. ................. ................. ................. ................. .................. 410-422 399-406 408-409 407-408 392-395 397-399 395-397 388-392 396-398 354-360 362-377 360-361 346-349 330-332 334-341 343-344 341-343 332-334 .32 8.330 324-328 301-316 318-319 321-323 319-321 316-318 USER SPECIFIED RUNOFF COEFFICIENT CALCS . 427-428 PIPE CULVERT. CHANNEL & BOX CULVERT CALCS ....... 429-435 SEDIMENTATION BASIN CALCS . ..... 436-440 . 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: 1/09/89 Serial # 3454 .......................... DESCRIPTION OF STUDY .......................... * CARLSBAD MASTER DRAINAGE PLAN * * AGUA HEDIONDA CREEK BASIN * * VOLUME 2 * .......................................................................... - 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.700 SPECIFIED MINIMUM PIPE SIZE(1NCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DEC1MAL) TO USE FOR FRICTION SLOPE = .90 SAN DIEGO HYDROLOGY MANUAL ‘IC”-VALUES USED ............................................................................ FLOW PROCESS FROM NODE 2100.00 TO NODE 2100.10 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< BEGIN LINE BF USER-SPECIFIED VALUES ARE AS FOLLOWS (INITIAL BASIN): TC(M1N) = 10.50 RAIN INTENSITY(INCH/HOUR) = 4.41 TOTAL AREA(ACRES) = 3.86 TOTAL RUNOFF(CFS) = 8.85 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 TC = 1.811.1-C) (L)”‘ ............................................................................ ............................................................................ ............................................................................ L (FEET) = 500.00 s = 11.0% [S(l00]”3 ............................................................................ -FLOW PROCESS FROM NODE 2100.10 TO NODE 2101.00 IS CODE = 5 .......................................................................... >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< 301 .............................................................................. UPSTREAM NODE ELEVATION = 205.00 (EXIST. GRASS LINED CHANNEL) DOWNSTREAM NODE ELEVATION = 146.00 -"ANNEL BASE(FEET) = 70.00 IIZ" FACTOR = 2.000 MA"1NGS FACTOR = .035 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 8.85 FLOW VEMCITY(FEET/SEC) = 2.15 FLOW DEPTH(FEET) = .06 TRAVEL TIME(M1N.) = 10.06 TC(M1N.) = 20.56 - CHANNEL LENGTH THRU SUBAREA(FEET) = 1300.00 ............................................................................ FLOW PROCESS FROM NODE 2100.10 TO NODE 2101.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ____________________----------------------------------------_--------------- ________________________________________------------------------------------ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.858 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 SUBAREA AREA(ACRES) = 87.86 SUBAREA RUNOFF(CFS) = 130.57 TOTAL AREA(ACRES) = 91.72 TOTAL RUNOFF(CFS) = 139.42 TC(M1N) = 20.56 ............................................................................ FLOW PROCESS FROK NODE 2101.00 TO NODE 2101.10 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFMW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< JEPTH OF FLOW IN 48.0 INCH PIPE IS 37.1 INCHES (EXIST. 48" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 13.4 UPSTREAM NODE ELEVATION = 146.00 DOWNSTREAM NODE ELEVATION = 145.00 FLOWLENGTH(FEET) = 100.00 MANNINGS N = -012 ESTIMATED PIPE DIAMETER( INCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 139.42 TRAVEL TIME(M1N.) = .12 TC(M1N.) = 20.68 ............................................................................ FLOW PROCESS FROM NODE 2101.10 TO NODE 2102.00 IS CODE = 5 ............................................................................ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 145.00 (EXIST. GRASS LINED CHANNEL) DOWNSTREAM NODE ELEVATION = 133.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 CHANNEL BASE(FEET) = 70.00 "Z" FACTOR = 2.000 MANNINGS FACTOR = .035 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 139.42 TRAVEL TIME(M1N.) = 2.69 TC(M1N.) = 23.37 ....................................................... FLOW VELOCITY (FEET/SEC) = 3.72 FLOW DEPTH(FEET) = .53 - ............................................................................ FLOW PROCESS FROM NODE 2101.10 TO NODE 2102.00 IS CODE = 8 302 ............................................................................ FLOW PROCESS FROM NODE 2101.10 TO NODE 2102.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ............................................................................ -------_--_-____-_---------------------------------------------------------- -___________________-------------------------------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 23.37 RAINFALL INTENSITY (INCH./HOUR) = 2.63 TOTAL STREAM AREA (ACRES) = 99.61 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 150.43 ............................................................................ FLOW PROCESS FROM NODE 6000.00 TO NODE 6001.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ............................................................................ .............................................................................. - USER-SPECIFIED VALUES ARE AS FOLLOWS: (INITIAL BASIN) TC(M1N) = 12.08 RAIN INTENSITY(INCH/HOUR) = 4.03 'TOTAL AREA(ACRES) = 8.91 TOTAL RUNOFF(CFS) = 17.58 L (FEET) = 500.00 S = 8.4% SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4900 TC = 1.811.1-C) (LI1I2 [ s ( 1001 '13 ............................................................................ FLOW PROCESS FROM NODE 6001.00 TO NODE 6002.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 324.00 DOWNSTREAM ELEVATION = 200.00 STREET LENGTH(FEET) = 2800.00 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 = .4900 ............................................................................ ............................................................................ **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 49.34 STREET FLOWDEFTH(FEET) = .50 HALFSTREET FLOODWIDTH(FEET) = 18.55 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 6.93 PRODUCT OF DEPTH&VELOCITY = 3.45 STREETFLOW TRAVELTIME(M1N) = 6.74 TC(M1N) = 18.82 '- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.026 CUSER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4900 SUBAREA AREA(ACRES) = 42.21 SUBAREA RUNOFF(CFS) = 62.59 303 SUMMED AREA(ACRES) = 51.12 TOTAL RUNOFF(CFS) = 80.17 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .56 HALFSTREET FLOODWIDTH (FEET) = 20.00 -FLOW VELOCITY(FEET/SEC.) = 8.52 DEFTH*VELOCITY = 4.73 ............................................................................ FLOW PROCESS FROM NODE 6002.00 TO NODE 6002.10 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.6 INCHES (EXIST. 36" RCP) PIPEFLOW VELOCITY(FEET/SEC.) = 37.1 UPSTREAM NODE ELEVATION = 200.00 DOWNSTREAM NODE ELEVATION = 150.00 FLOWLENGTH(FEET) = 240.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 80.17 TRAVEL TIME (MIN. ) = .11 TC(M1N.) = 18.92 ............................................................................ ________-----__------------------------------------------------------------- ________-_-_-__----_____________________------------------------------------ ............................................................................ FLOW PROCESS FROM NODE 6003.00 TO NODE 6002.10 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ --_-____________________________________------------------------------------ ---------_-_--_____-____________________------------------------------------ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.015 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 20.04 SUBAREA RUNOFF(CFS) = 33.23 TOTAL AREA(ACRES) = 71.16 TOTAL RUNOFF(CFS) = 113.40 TC(M1N) = 18.92 -SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 ............................................................................ FLOW PROCESS FROM NODE 6002.10 TO NODE 2102.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.3 INCHES (EXIST. 36" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 2 6.5 UPSTREAM NODE ELEVATION = 150.00 WWNSTREAM NODE ELEVATION = 133.00 FLOWLENGTH(FEET) = 250.00 MANNINGS N = -012 ESTIMATED PIPE DIAMETER(1NCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 113.40 TRAVEL TIME(M1N.) = .16 TC(M1N.) = 19.08 ............................................................................ -------______------_____________________------------------------------------ -_---________--_________________________------------------------------------ ............................................................................ FLOW PROCESS FROM NODE 6002.10 TO NODE 2102.00 IS CODE = 1 ............................................................................ ->>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< .>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< -__-____________-_______________________------------------------------------ -__-____________________________________------------------------------------ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 304 TIME OF CONCENTRATION (MINUTES) = 19.08 RAINFALL INTENSITY (INCH./HOUR) = 3.00 TOTAL STREAM AREA (ACRES) = 71.16 - TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 113.40 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) ________c----------_------------------------------------~------------------- 1 150.43 23.37 2.631 2 113.40 19.08 2.999 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 249.92 TIME(M1NUTES) = 23.371 TOTAL AREA(ACRES) = 170.77 249.92 245.38 ............................................................................ FLOW PROCESS FROM NODE 2102.00 TO NODE 2102.10 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 48.0 INCB PIPE IS 38.4 INCHES (EXIST. 60" RCP) PIPEFLOW VELOCITY(FEET/SEC.) = 23.2 DOWNSTREAM NODE ELEVATION = 130.00 FLOWLENGTH(FEET) = 100.00 MANNINGS N = -012 ESTIMATED PIPE DIAMETER(1NCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 249.92 TRAVEL TIME(M1N.) = .07 TC(M1N.) = 23.44 ........................................................ --------------------_-------------------------------------~=================== -~ UPSTREAM NODE ELEVATION = 133.00 ............................................................................ FLOW PROCESS FROM NODE 2102.10 TO NODE 2103.00 IS CODE = 5 ............................................................................ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BF ~~~~~~~ ~~~~~~~~~__ ~~~~~~~ UPSTREAM NODE ELEVATION = 130.00 PROPOSE ENHANCED NATURAL CHANNEL DOWNSTREAM NODE ELEVATION = 98.00 (EXIST. GRASS LINED CHANNEL) CHANNEL LENGTH THRU SUBAREA(FEET) = 950.00 CHANNEL BASE(FEET) = .OO *lZ" FACTOR = 4.000 MANNINGS FACTOR = .035 MAXIMUM DEPTH(FEET) = 8.00 CHANNEL FLOW THRU SUBAREA(CFS) = 249.92 FLOW VELOCITY (FEET/SEC) = 9.18 FLOW DEPTH(FEET) = 2.61 TRAVEL TIME(M1N.) = 1.73 TC(M1N.) = 25.17 SOIL CLASSIFICATION IS “D” SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 20.74 SUBAREA RUNOFF(CFS) = 28.61 TOTAL AREA(ACRES) = 191.51 TOTAL RUNOFF(CFS) = 278.53 TC(M1N) = 25.17 ............................................................................ FLOW PROCESS FROM NODE 2102.10 TO NODE 2103.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 25.17 RAINFALL INTENSITY (INCH. /HOUR) = 2.51 TOTAL STREAM AREA (ACRES) = 191.51 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 278.53 ............................................................................ ___________________--------------------------------------------------------- __________------------------------------------------------------------------ ............................................................................ FLOW PROCESS FROM NODE 6100.00 TO NODE 6101.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS (INITIAL BASIN): TC(M1N) = 12.04 RAIN INTENSITY(INCH/HOUR) = 4.04 TOTAL AREA(ACRES) = 7.34 TOTAL RUNOFF(CFS) = 16.29 L (FEET) = 700.00 S = 10.3% SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 ------------_-----_-____________________------------------------------------ ............................................................................ ............................................................................ - TC = 1.811.1-C) [Ll1’* [ s ( 100 3 1’3 ............................................................................ FLOW PROCESS FROM NODE 6101.00 TO NODE 2103.00 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 8.7 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 19.3 UPSTREAM NODE ELEVATION = 185.00 DOWNSTREAM NODE ELEVATION = 98.00 FLOWLENGTH(FEET) = 850.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 16.29 TRAVEL TIME(M1N.) = .74 TC(M1N.) = 12.78 ............................................................................ --------------------________________I___---------------------------------- ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 6101.00 TO NODE 2103.00 IS CODE = 1 ............................................................................ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ----____________________________________----------------------------------- -------_________________________________---------------------------------- ‘ONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 12.78 RAINFALL INTENSITY (INCH./HOUR) = 3.88 306 TOTAL STREAM AREA (ACRES) = 7.34 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 16.29 / .......................................................................... FLOW PROCESS FROM NODE 6200.00 TO NODE 6201.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS (INITIAL BASIN): TC(M1N) = 20.19 RAIN INTENSITY(INCH/HOUR) = 2.89 TOTAL AREA(ACRES) = 8.78 TOTAL RUNOFF(CFS) = 13.96 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 TC = 1.811.1-C) 1L)”2 ............................................................................ ____________________-------------------------------------------------------- ________--_________--------------------------------------------------------- L (FEET) = 1100.00 s = 4.3% [S(100]”3 ............................................................................ FLOW PROCESS FROM NODE 6201.00 TO NODE 6202.00 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 6.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 22.6 UPSTREAM NODE ELEVATION = 200.00 - DOWNSTREAM NODE ELEVATION = 135.00 ............................................................................ ‘LOWLENGTH(FEET) = 370.00 MA”1NGS N = .012 ZSTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 13.96 TRAVEL TIME (MIN. ) = .27 TC(M1N.) = 20.46 ............................................................................ FLOW PROCESS FROM NODE 6201.00 TO NODE 6202.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.867 *USER SPECIFIED(SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 26.98 SUBAREA RUNOFF(CFS) = 42.54 TOTAL AREA(ACRES) = 35.76 TOTAL RUNOFF(CFS) = 56.50 TC(M1N) = 20.46 ............................................................................ FLOW PROCESS FROM NODE 6202.00 TO NODE 2103.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< TEPTH OF FLOW IN 21.0 INCH PIPE IS 15.6 INCHES IPEFMW VELQCITY(FEET/SEC.) = 29.5 UPSTREAM NODE ELEVATION = 135.00 DOWNSTREAM NODE ELEVATION = 98.00 ............................................................................ ............................................................................ 307 FLOWLE,NGTH(FEET) = 250.00 MA"1NGS N = .012 ESTIMATED PIPE DIAMETER (INCH) = 2 1.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 56.50 ~ TRAVEL TIME(M1N.) = .14 TC(M1N.) = 20.60 ............................................................................ FLOW PROCESS FROM NODE 6202.00 TO NODE 2103.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(M1NUTES) = 20.60 RAINFALL INTENSITY (INCH. /HOUR) = 2.85 TOTAL STREAM AREA (ACRES) = 35.76 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 56.50 ............................................................................ ________________________________________---------------- --------------------------------------------------------~=================== CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) ............................................................................ 1 278.53 25.17 2.508 2 16.29 12.78 3.884 3 56.50 20.60 2.854 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 338.71 237.66 313.28 -2OMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: AUNOFF(CFS) = 338.71 TIME(M1NUTES) = 25.168 TOTAL AREA(ACRES) = 234.61 ............................................................................ FLOW PROCESS FROM NODE 2103.00 TO NODE 2107.00 IS CODE = 5 ............................................................................ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BF UPSTREAM NODE ELEVATION = 98.00 PROPOSE ENHANCED NATURAL CBANNEL DOWNSTREAM NODE ELEVATION = 63.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2100.00 CHANNEL BASE(FEET) = .OO I'Z" FACTOR = 5.000 MANNINGS FACTOR = .035 MAXIMUM DEPTH(FEET) = 10.00 CHANNEL FLOW THRU SUBAREA(CFS) = 338.71 FLOW VELOCITY (FEET/SEC) = 7.20 FLOW DEPTH(FEET) = 3.07 TRAVEL TIME(M1N.) = 4.86 TC(M1N.) = 30.03 ........................................................................... ............................................................................ FLOW PROCESS FROM NODE 2103.00 TO NODE 2107.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ --------_-----______-------------------------------------------------------- ------___--_____________________________------------------------------------ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.238 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5400 308 SUBAREA AREA(ACRES) = 73.06 SUBAREA RUNOFF(CFS) = 88.31 TOTAL AREA(ACRES) = 307.67 TOTAL RUNOFF(CFS) = 427.02 TC(M1N) = 30.03 .- x*******************************************************~******************* FLOW PROCESS FROM NODE 2108.00 TO NODE 2107.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ____________________-------------------------------------------------------- _________-_-_______--------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.238 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4800 SUBAREA AREA(ACRES) = 17.22 SUBAREA RUNOFF(CFS) = 18.50 TOTAL AREA(ACRES) = 324.89 TOTAL RUNOFF(CFS) = 445.52 TC(M1N) = 30.03 ............................................................................ FLOW PROCESS FROM NODE 2107.00 TO NODE 2107.10 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 84.0 INCH PIPE IS 68.3 INCHES (EXIST. DBL 60" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 13.3 UPSTREAM NODE ELEVATION = 63.00 DOWNSTREAM NODE ELEVATION = 61.60 FLOWLENGTH(FEET) = 300.00 MANNINGS N = -012 PIPEFLOW THRU SUBAREA(CFS) = 445.52 TRAVEL TIME(M1N.) = .38 TC(M1N.) = 30.40 .............................................................................. -ESTIMATED PIPE DIAMETER(1NCH) = 84.00 NUMBER OF PIPES = 1 DATA TO PAGE 315 ............................................................................ FLOW PROCESS FROM NODE 4300.00 TO NODE 4300.10 IS CODE = 7 ............................................................................ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS (INITIAL BASIN): TC(M1N) = 11.26 RAIN INTENSITY(INCH/HOUR) = 4.21 TOTAL AREA(ACRES) = 8.24 TOTAL RUNOFF(CFS) = 17.36 L (FEET) = 650.00 S = 14.6% SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5000 ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 4300.10 TO NODE 4300.20 IS CODE = 5 ............................................................................ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< --UPSTREAM NODE ELEVATION = 200.00 .............................................................................. 30WNSTREAM NODE ELEVATION = 156.46 CHANNEL LENGTH THRU SUBAREA(FEET) = 700.00 CHANNEL BASE (FEET) = .OO 'lZ" FACTOR = 4.000 NATURAL CHANNEL 309 MA"1NGS FACTOR = .040 MAXIMUM DEPTH(FEET) = 8.00 CHANNEL FLOW THRU SUBAREA(CFS) = 17.36 TRAVEL TIME(M1N.) = 2.13 TC(M1N.) = 13.39 FLOW VELOCITY(FEET/SEC) = 5.47 FLOW DEPTH(FEET) = . 89 ............................................................................ FLOW PROCESS FROM NODE 4300.20 TO NODE 4300.30 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(1NCH) INCREASED TO 18.000 (EXIST. 48" RCP) DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.3 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 2 1.9 UPSTREAM NODE ELEVATION = 156.46 DOWNSTREAM NODE ELEVATION = 146.80 FLOWLENGTH (FEET) = 70.00 MA"1NGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 17.36 TRAVEL TIME(M1N.) = .05 TC(M1N.) = 13.45 ............................................................................ __________---______--------------------------------------------------------- ___________________-____________________------------------------------------ ............................................................................ FLOW PROCESS FROM NODE 4300.30 TO NODE 4300.40 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.5 INCHES (EXIST. 48" RCP) PIPEFLOW VELOCITY(FEET/SEC.) = 10.6 WWNSTREAM NODE ELEVATION = 140.30 FLOWLENGTH(FEET) = 320.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER (INCH) = 2 1.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 17.36 TRAVEL TIME (MIN. ) = .50 TC(M1N.) = 13.95 ............................................................................ ________________________________________------------------------------------ ............................................................................ - UPSTREAM NODE ELEVATION = 146.80 ............................................................................ FLOW PROCESS FROM NODE 4300.40 TO NODE 4300.50 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.4 INCHES (EXIST. 48" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 3.4 UPSTREAM NODE ELEVATION = 140.30 DOWNSTREAM NODE ELEVATION = 140.00 FLOWLENGTH(FEET) = 300.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 17.36 TRAVEL TIME(M1N.) = 1.47 TC(M1N.) = 15.42 ............................................................................ ----------_________-____________________------------------------------------ --------___________-____________________------------------------------------ 310 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< .............................................................................. -DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.5 INCHES (EXIST. 48" RCP) XPEFLOW VELOCITY (FEET/SEC. ) = 8.1 UPSTREAM NODE ELEVATION = 140.00 DOWNSTREAM NODE ELEVATION = 138.00 FLOWLENGTH(FEET) = 200.00 MA"1NGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 17.36 TRAVEL TIME(M1N.) = .41 TC(M1N.) = 15.83 ............................................................................ FLOW PROCESS FROM NODE 4300.60 TO NODE 4301.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 138.00 (EXIST. CONC. CHANNEL) WWNSTREAM NODE ELEVATION = 132.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL BASE(FEET) = 2.00 llZ" FACTOR = 3.000 MA"1NGS FACTOR = .015 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 17.36 FLOW VELOCITY(FEET/SEC) = 7.51 FMW DEPTH(FEET) = .61 TRAVEL TIME(M1N.) = .67 TC(M1N.) = 16.49 ............................................................................ ............................................................................ ........................................................................... r'LOW PROCESS FROM NODE 4300.10 TO NODE 4301.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ .......................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.294 *USER SPECIFIED(SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .so00 SUBAREA AREA(ACRES) = 71.66 SUBAREA RUNOFF(CFS) = 118.04 TOTAL AREA(ACRES) = 79.90 TOTAL RUNOFF(CFS) = 135.40 TC(M1N) = 16.49 ............................................................................ FLOW PROCESS FROM NODE 4301.00 TO NODE 4302.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 132.00 (EXIST. CONC. CHANNEL) WWNSTREAM NODE ELEVATION = 91.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1700.00 CHANNEL BASE(FEET) = 2.00 "2" FACTOR = 3.000 MANNINGS FACTOR = .015 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 135.40 ............................................................................ ------------------ ........................................................................... -T.,OW VELOCITY(FEET/SEC) = 13.83 FLOW DEPTH(FEET) = 1.50 RAVEL TIME(M1N.) = 2.05 TC(M1N.) = 18.54 311 ............................................................................ FLOW PROCESS FROM NODE 4301.00 TO NODE 4302.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ -----_ .......................................................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.055 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 SUBAREA AREA(ACRES) = 51.89 SUBAREA RUNOFF(CFS) = 82.43 TOTAL AREA(ACRES) = 131.79 TOTAL RUNOFF(CFS) = 217.83 TC(M1N) = 18.54 ............................................................................ FLOW PROCESS FROM NODE 4301.00 TO NODE 4302.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ............................................................................ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 18.54 RAINFALL INTENSITY (INCH./HOUR) = 3.05 TOTAL STREAM AREA (ACRES) = 131.79 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 217.83 ............................................................................ FLOW PROCESS FROM NODE 4400.00 TO NODE 4400.10 IS CODE = 7 ............................................................................ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< JSER-SPECIFIED VALUES ARE AS FOLLOWS (INITIAL BASIN): TC(M1N) = 18.45 RAIN INTENSITY(INCH/HOUR) = 3.06 ________________________________________---------------------------------- TOTAL AREA(ACRES) = 6.34 TOTAL RUNOFF (CFS) = 9.33 L (FEET) = 1000.00 s = 7.0% SINGLE FAMILY DEVEWPMENT RUNOFF COEFFICIENT = .4800 Tc = 1.8(1.1-C) (L)"' [ s (1001 '13 ............................................................................ FLOW PROCESS FROM NODE 4400.10 TO NODE 4401.00 IS CODE = 6 ............................................................................ >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 275.00 DOWNSTREAM ELEVATION = 225.00 STREET LENGTH(FEET) = 1500.00 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 FLQW(CFS) = 19.74 STREET FMWDEPTH(FEET) = .40 HALFSTREET FLOODWIDTH (FEET) = 13.93 PRODUCT OF DEF'TH&VELOCITY = 1.94 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 4.79 STREETFLOW TRAVELTIME(M1N) = 5.21 TC(M1N) = 23.66 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.610 *USER SPECIFIED(SUBAREA): 312 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4800 SUBAREA AREA(ACRES) = 16.59 SUBAREA RUNOFF(CFS) = 20.78 SUMMED AREA(ACRES) = 22.93 TOTAL RUNOFF(CFS) = 30.11 END OF SUBAREA STREETFMW HYDRAULICS: DEPTH (FEET) = .45 HALFSTREET FMODWIDTH (FEET) = 16.24 FLOW VELOCITY (FEET/SEC . ) = 5.4 6 DEPTH*VELOCITY 2.4 6 ............................................................................ FLOW PROCESS FROM NODE 4401.00 TO NODE 4302.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FMW)<<<<< DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.3 INCHES (EXIST. 30" RCP) PIPEFMW VELOCITY(FEET/SEC.) = 18.7 UPSTREAM NODE ELEVATION = 225.00 DOWNSTREAM NODE ELEVATION = 91.00 FLOWLENGTH(FEET) = 2100.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 21.00 NUMBER OF PIPES = 1 PIPEFMW THRU SUBAREA(CFS) = 30.11 TRAVEL TIME(M1N.) = 1.87 TC(M1N.) = 25.54 ---------- ............................................................................ ............................................................................ FMW PROCESS FROM NODE 4401.00 TO NODE 4302.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ............................................................................ ............................................................................ - 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.485 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5300 SUBAREA AREA(ACRES) = 43.60 SUBAREA RUNOFF(CFS) = 57.42 TOTAL AREA(ACRES) = 66.53 TOTAL RUNOFF(CFS) = 87.53 TC(M1N) = 25.54 ............................................................... FMW PROCESS FROM NODE 4302.00 TO NODE 4302.00 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) = 25.54 RAINFALL INTENSITY (INCH./HOUR) = 2.48 TOTAL STREAM AREA (ACRES) = 66.53 ............................................................................ TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 87.53 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER ( CFS ) (MIN . ) ( INCH/HOUR) ............................................................................ 1 217.83 18.54 3.055 -2 87.53 25.54 ,2.485 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 313 289.03 264.72 COMPUTED CONFLUENCE ESTIMATE5 ARE AS FOLLOWS: RUNOFF(CFS) = 289.03 TIME (MINUTES) = 18.542 TOTAL AREA(ACRES) = 198.32 PIPEFLOW VELOCITY(FEET/SEC.) = 16.0 UPSTREAM NODE ELEVATION = 91.00 DOWNSTREAM NODE ELEVATION = 90.00 FLOWLENGTH(FEET) = 100.00 MA"1NGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 63 .OO NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 289.03 TRAVEL TIME(M1N.) = .10 TC(M1N.) = 18.65 ............................... ............................. FLOW PROCES5 FROM NODE 4302.00 TO NODE 2107.10 IS CODE = J. * ............................................................................ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 90.00 (EXIST. CONC. CHANNEL) CHANNEL LENGTH THRU SUBAREA(FEET) = 1000.00 CHANNEL BASE(FEET) = 2.00 "2" FACTOR = 3.000 MANNINGS FACTOR = .015 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 289.03 FLOW VELOCITY(FEET/SEC) = 17.88 FLOW DEPTH(FEET) = 2.01 TRAVEL TIME (MIN. ) = .93 TC(M1N.) = 19.58 .............................................................................. -9OWNSTREAM NODE ELEVATION = 61.60 ............................................................................ FLOW PROCESS FROM NODE 4302.00 TO NODE 2107.10 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ .............................................................................. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.949 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5300 SUBAREA AREA(ACRES) = 14.89 SUBAREA RUNOFF(CFS) = 23.28 TOTAL AREA(ACRES) = 213.21 TOTAL RUNOFF(CFS) = 312.30 TC(M1N) = 19.58 ............................................................................ FLOW PROCESS FROM NODE 4302.00 TO NODE 2107.10 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 19.58 ............................................................................ 3 14 RAINFALL INTENSITY (INCH./HOUR) = 2.95 TOTAL STREAM AREA (ACRES) = 213.21 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 312.30 ........................................................................... FLOW PROCESS FROM NODE 2107.00 TO NODE 2107.10 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< FROM PAGE 309 ............................................................................ .......................................................................... USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(M1N) = 30.39 RAIN INTENSITY(INCH/HOUR) = 2.22 TOTAL.AREA(ACRES) = 325.58 TOTAL RUNOFF(CFS) = 446.52 ............................................................................ FLOW PROCESS FROM NODE 2107.00 TO NODE 2107.10 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) = 30.39 RAINFALL INTENSITY (INCH./HOUR) = 2.22 TOTAL STREAM AREA (ACRES) = 325.58 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 446.52 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN . ) ( INCH/HOUR) .......................................................................... 1 312.30 19.58 2.949 2 446.52 30.39 2.221 RAINFALL-INTENSITY-RATIO CONFLUENCE FOWLA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 681.70 TIME(M1NUTES) = 30.390 648.56 681.70 TOTAL AREA(ACRE.5) = 538.79 ............................................................................ FLOW PROCESS FROM NODE 2107.10 TO NODE 2107.20 IS CODE = 3 ---______-__________________i___________------------------------------------ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 96.0 INCH PIPE IS 77.9 INCHES (EXIST. * 6'X4' RCB) PIPEFLOW VELOCITY(FEET/SEC.) = 15.6 UPSTREAM NODE ELEVATION = 61.60 DOWNSTREAM NODE ELEVATION = 60.90 FLOWLENGTH(FEET) = 130.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 96.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 681.70 ?RAVEL TIME (MIN. ) = .14 TC(M1N.) = 30.53 ........................................................................... 3 15 ............................................................................. FLOW PROCESS FROM NODE 2107.02 TO NODE 2108.00 IS CODE = 3 >>>>>COMPUTE PIPEFMW TRAVELTIME THRU SUBAREA<<<<< _____________c------__________c_________------------------------------------ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BF . .......................................................................... DEPTH OF FLOW IN 75.0 INCH PIPE IS 58.9 INCHES PROPOSE 75" RCP PIPEFLOW VELoCITY(FEET/SEC.) = 26.4 UPSTREAM NODE ELEVATION = 60.00 DOWNSTREAM NODE ELEVATION = 45.00 FLOWLENGTH(FEET) = 700.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 75.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 681.70 TRAVEL TIME(M1N.) = .44 TC(M1N.) = 30.97 *************c************************************************************** FLOW PROCESS FROM NODE 2107.20 TO NODE 2108.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ -------______ ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.194 SOIL CLASSIFICATION IS "C" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5000 SUBAREA AREA(ACRES) = 41.17 SUBAREA RUNOFF(CFS) = 45.17 TOTAL AREA(ACRES) = 579.96 TOTAL RUNOFF(CFS) = 726.87 TC(M1N) = 30.97 ........................................................................... :'LOW PROCESS FROM NODE 2107.20 TO NODE 2108.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 30.97 RAINFALL INTENSITY (INCH./HOUR) = 2.19 TOTAL STREAM AREA (ACRES) = 579.96 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 726.87 ............................................................................ -______--_________------------_-----------_--------------------------------- ________________________________________------------------------------------ ............................................................................ FLOW PROCESS FROM NODE 2200.00 TO NODE 2200.10 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< BEGIN LINE BFB USER-SPECIFIED VALUES ARE AS FOLLOWS (INITIAL BASIN) : TC(M1N) = 14.73 RAIN INTENSITY(INCH/HOUR) = 3.54 TOTAL AREA(ACRES) = 9.47 TOTAL RUNOFF(CFS) = 15.10 L (FEET) = 500.00 S = 5.6% SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500 ............................................................................ .............................. .............................................................................. TC = 1.8(1.1-C) IL)"' [ s ( 100 3 "3 316 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 283.00 DOWNSTREAM ELEVATION = 225.00 STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DEC1MAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500 ..................................... ----___________________________ -------------------------------------=----------------------------- - STREET LENGTH(FEET) = 850.00 CURB HEIGTH(1NCHES) = 6. **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 38.28 STREET FLOWDEPTH(FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 15.66 PRODUCT OF DEPTH&VELOCITY = 3.27 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 7.44 STREETFLOW TRAVELTIME(M1N) = 1.90 TC(M1N) = 16.63 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.276 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 31.34 SUBAREA RUNOFF(CFS) = 46.21 SUMMED AREA(ACRES) = 40.81 TOTAL RUNOFF(CFS) = 61.31 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .50 HALFSTREET FLOODWIDTH(FEET) = 18.55 FLOW VELOCITY(FEET/SEC.) = 8.61 DEFTH*VELOCITY = 4.28 ............................................................................ FLOW PROCESS FROM NODE 2202.00 TO NODE 2201.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ -___________________-------------------------------------------------------- -----------_----_--------------------- - 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.276 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 13.07 SUBAREA RUNOFF(CFS) = 23.55 TOTAL AREA(ACRES) = 53.88 TOTAL RUNOFF(CFS) = 84.86 TC(M1N) = 16.63 ............................................................... * FLOW PROCESS FROM NODE 2201.00 TO NODE 2203.00 IS CODE = 5 * *** * ............................................................................ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BFB UPSTREAM NODE ELEVATION = 225.00 PROPOSE ENBANCED NATURAL CXANNEL DOWNSTREAM NODE ELEVATION = 135.00 (EXIST. GRASS LINED CHANNEL) CHANNEL LENGTH THRU SUBAREA(FEET) = 1000.00 CHANNEL BASE(FEET) = .OO "2" FACTOR = 4.000 MA"1NGS FACTOR = .035 MAXIMUM DEPTH(FEET) = 8.00 CHANNEL FLOW THRU SUBAREA(CFS) = 84.86 FLOW VELOCITY(FEET/SEC) = 10.05 FLOW DEPTH(FEET) = 1.45 TRAVEL TIME(M1N.) = 1.66 TC(M1N.) = 18.29 ............................................................................ ............................................................................ .-FLOW PROCESS FROM NODE 2201.00 TO NODE 2203.00 IS CODE = 8 .......................................................................... >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< _. 3 17 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.082 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 TOTAL AREA(ACRES) = 79.47 TOTAL RUNOFF(CFS) = 128.23 ~ SUBAREA AREA(ACRES) = 25.59 SUBAREA RUNOFF(CFS) = 43.37 TC(M1N) 18.29 ............................................................................ FLOW PROCESS FROM NODE 2203.00 TO NODE 2204.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BFB UPSTREAM NODE ELEVATION = 135.00 PROPOSE ENHANCED NATURAL CHANNEL DOWNSTREAM NODE ELEVATION = 74.00 (EXIST. GRASS LINED CHANNEL) CHANNEL LENGTH THRU SUBAREA(FEET) = 2220.00 CHANNEL BASE(FEET) = .OO l'Z1l FACTOR = 4.000 MANNINGS FACTOR = .035 MAXIMUM DEPTH(FEET) = 8.00 CHANNEL FLOW THRU SUBAREA(CFS) = 128.23 FMW VEMCITY(FEET/SEC) = 7.20 FMW DEPTH(FEET) = 2.11 TRAVEL TIME(M1N.) = 5.14 TC(M1N.) = 23.43 ............................................................................ ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 2203.00 TO NODE 2204.00 IS-CODE 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ............................................................................ .- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.627 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 SUBAREA AREA(ACRES) = 108.42 SUBAREA RUNOFF(CFS) = 148.11 TOTAL AREA(ACRES) = 187.89 TOTAL RUNOFF(CFS) = 276.34 TC(M1N) = 23.43 ................................................................ FLOW PROCESS FROM NODE 2204.00 TO NODE 2108.00 IS CODE = 3 ** ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BPB DEPTH OF FLOW IN 48.0 INCH PIPE IS 38.0 INCHES PROPOSE 48" RCP PIPEFLOW VELOCITY(FEET/SEC.) = 25.9 (EXIST. EARTHEN CHANNEL) UPSTREAM NODE ELEVATION = 75.00 DOWNSTREAM NODE ELEVATION = 45.00 FLOWLENGTH(FEET) = 800.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 276.34 TRAVEL TIME(M1N.) = .51 TC(M1N.) = 23.94 ------_____-------__------------------- ................................................................................ ............................................................................ FLOW PROCESS FROM NODE 2204.00 TO NODE 2108.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< RESUME LINE BF 3 18 .............................................................................. CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 23.94 RAINFALL INTENSITY (INCH./HOUR) = 2.59 TOTAL STREAM AREA (ACRES) = 187.89 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 276.34 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) ............................................................................ 1 726.87 30.97 2.194 2 276.34 23.94 2.590 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 960.93 892.01 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 960.93 TIME(M1NUTES) = 30.971 TOTAL AREA(ACRES) = 767.85 ............................................................................ FLOW PROCESS FROM NODE 2108.00 TO NODE 2110.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BF1 ............................................................................ -7EPTH OF FLOW IN 102.0 INCH PIPE IS 81.4 INCHES PROPOSE SEDIMENTATION 2IPEFLOW VELOCITY (FEET/SEC. ) = 19.8 BASIN UPSTREAM NODE ELEVATION = 45.00 WWNSTREAM NODE ELEVATION = 41.00 FLOWLENGTH(FEET) = 500.00 MANNINGS N = -012 ESTIMATED PIPE DIAMETER(1NCH) = 102.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 960.93 TRAVEL TIME(M1N.) = .42 TC(M1N.) = 31.39 ............................................................................ FMW PROCESS FROM NODE 2110.00 TO NODE 2110.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 31.39 RAINFALL INTENSITY (INCH./HOUR) = 2.18 TOTAL STREAM AREA (ACRES) = 767.85 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 960.93 ............................................................................ .............................................................................. ............................................................................ FMW PROCESS FROM NODE 4500.00 TO NODE 4500.10 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< BEGIN LINE BFA USER-SPECIFIED VALUES ARE AS FOLLOWS (INITIAL BASIN): TC(M1N) = 10.21 RAIN INTENSITY(INCH/HOUR) = 4.49 TOTAL AREA(ACRES) = 2.75 TOTAL RUNOFF(CFS) = 6.79 ............................................................................ 319 L (FEET) = 500.00 s = 10.2% SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 TC = 1.8(1.1-C) (L)'" -~ [S(100]"3 ............................................................................ FLOW PROCESS FROM NODE 4500.10 TO NODE 4501.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 160.00 DOWNSTREAM ELEVATION 5 75.00 STREET LENGTH(FEET) = 1500.00 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 = .5500 ............................................................................ --______-------_____-------------------------------------------------------- _________---____________________________------------------------------------ **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 43.61 STREET FLOWDEPTH(FEET) = .46 HALFSTREET FLOODWIDTH(FEET) = 16.82 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 7.40 PRODUCT OF DEPTH&VELOCITY = 3.42 STREETFLOW TRAVELTIME(M1N) = 3.38 TC(M1N) = 13.59 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.733 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 35,72 SUBAREA RUNOFF(CFS) = 73.33 SUMMED AREA(ACRES) = 38.47 TOTAL RUNOFF(CFS) = 80.12 'IEPTH (FEET) = .54 HALFSTREET FLOODWIDTH (FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 9.29 DEPTH*VELOCITY = 4.98 - END OF SUBAREA STREETFLOW HYDRAULICS: ............................................................................ FLOW PROCESS FROM NODE 4501.00 TO NODE 4502.00 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BFA ________________________________________---------------- ------------------ ........................................................ DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.7 INCHES PROPOSE 42" RCP PIPEFLOW VELOCITY(FEET/SEC.) = 11.0 UPSTREAM NODE ELEVATION = 75.00 DOWNSTREAM NODE ELEVATION = 70.00 FLOWLENGTH(FEET) = 600.00 MA"1NGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 42.00 NUMBER OF PIPES = 1 TRAVEL TIME(M1N.) = .91 TC(M1N.) = 14.50 PIPEFLOW THRU SUBAREA(CFS) = 80.12 ............................................................................ FLOW PROCESS FROM NODE 4503.00 TO NODE 4502.00 IS CODE = 8 ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ----____________________________________------------------------------------ ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.580 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5300 SUBAREA AREA(ACRES) = 22.93 SUBAREA RUNOFF(CFS) = 43.51 320 TOTAL AREA(ACRES) = 61.40 TOTAL RUNOFF(CFS) = 123.63 TC(M1N') = 14.50 -c************************************************************************** FLOW PROCESS FROM NODE 4502.00 TO NODE 2110.00 IS CODE = 3 >>>>>COMPUTE PIPEFMW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BFA DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.6 INCHES PROPOSE 42" RCP PIPEFLOW VELOCITY (FEET/SEC. ) = 17.0 UPSTREAM NODE ELEVATION = 70.00 DOWNSTREAM NODE ELEVATION = 50.00 FLOWLENGTH(FEET) = 1000.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 123.63 TRAVEL TIME(M1N.) = .98 TC(M1N.) = 15.48 -----------__-------__________L_________------------------------------------ ----------___----------------- .............................................................................. ............................................................................ FLOW PROCESS FROM NODE 4502.00 TO NODE 2110.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< _____________L--------------------------------------------------~----------- ------------- ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.433 *USER SPECIFIED(SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .6700 SUBAREA AREA(ACRES) = 7.43 SUBAREA RUNOFF(CFS) = 17.09 l'C(M1N) = 15.48 ~ TOTAL AREA(ACRES) = 68.83 TOTAL RUNOFF(CFS) = 140.72 ............................................................................ FLOW PROCESS FROM NODE 4502.00 TO NODE 2110.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< RESUME LINE BF CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 15.48 RAINFALL INTENSITY (INCH./HOUR) = 3.43 TOTAL STREAM AREA (ACRES) = 68.83 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 140.72 ............................................................................ ............................................................................ CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER ( CFS 1 (MIN . ) ( INCH/HOUR) ............................................................................ 1 960.93 31.39 2.175 2 140.72 15.48 3.433 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: TOMPUTED CONFLUENCE ESTIMATES ARE AS FOLLQWS: AUNOFF(CFS) = 1050.10 TIME(M1NUTES) = 31.392 TOTAL AREA (ACRES) = 836.68 - 1050.10 749.64 321 ............................................................................ FLOW PROCESS FROM NODE 2110.00 TO NODE 2110.10 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 42.00 (EXIST. DBL. 8Ix4' RCB) DOWNSTREAM NODE ELEVATION = 40.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 120.00 MANNINGS FACTOR = .015 MAXIMUM DEPTH(FEET) = 8.00 CHANNEL FLOW THRU SUBAREA(CFS) = 1050.10 FLOW VELOCITY(FEET/SEC) = 21.54 FLOW DEPTH(FEET) = 3.05 TRAVEL TIME(M1N.) = .09 TC(M1N.) = 31.49 .------------------_------------------------------------------------------- - ........................................................................... CHANNEL BASE(FEET) = 16.00 aZ" FACTOR = .ooo ............................................................................ FLOW PROCESS FROM NODE 2110.10 TO NODE 2111.00 IS CODE = 5 ............................................................................ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BF ........................................................................... UPSTREAM NODE ELEVATION = 40.00 PROPOSE CONC. CHANNEL DOWNSTREAM NODE ELEVATION = 24.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1300.00 CHANNEL BASE(FEET) = 8.00 "Z" FACTOR = 1.500 MANNINGS FACTOR = .015 MAXIMUM DEPTH(FEET) = 6.00 TOW VELOCITY(FEET/SEC) = 19.76 FLOW DEPTH(FEET) = 3.86 TRAVEL TIME(M1N.) = 1.10 TC(M1N.) = 32.58 _CHANNEL FLOW THRU SUBAREA(CFS) = 1050.10 ............................................................................ FLOW PROCESS FROM NODE 2110.10 TO NODE 2111.00 IS CODE = 8 ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ........................................................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.124 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .6300 SUBAREA AREA(ACRES) = 33.13 SUBAREA RUNOFF(CFS) = 44.32 TOTAL AREA(ACRES) = 869.81 TOTAL RUNOFF(CFS) = 1094.43 TC(M1N) = 32.58 ............................................................................ FLOW PROCESS FROM NODE 2112.00 TO NODE 2111.00 IS CODE = 8 ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.124 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = -5300 2OTAL AREA(ACRES) = 887.06 TOTAL RUNOFF(CFS) = 1113.84 TC(M1N) = 32.58 -TUBAREA AREA(ACRES) = 17.25 SUBAREA RUNOFF(CFS) = 19.41 322 ............................................................................ FLOW PROCESS FROM NODE 2111.00 TO NODE 2114.00 IS CODE = 5 ............................................................................ ,- >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BF2 UPSTREAM NODE ELEVATION = 24.00 (EXIST. CONC. CHANNEL) DOWNSTREAM NODE ELEVATION = 15.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1050.00 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 2.000 PROPOSE SEDIMENTATION MANNINGS FACTOR = .015 MAXIMUM DEPTH(FEET) = 15.00 BASIN CHANNEL FLOW THRU SUBAREA(CFS) = 1113.84 FLOW VELOCITY(FEET/SEC) = 16.69 FLOW DEPTH(FEET) = 3.79 TRAVEL TIME(M1N.) = 1.05 TC(M1N.) = 33.63 ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 2113.00 TO NODE 2114.00 IS CODE = 8 ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.081 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5800 SUBAREA AREA(ACRES) = 85.70 SUBAREA RUNOFF(CFS) = 103.42 TOTAL AREA(ACRES) = 372.76 TOTAL RUNOFF(CFS) = 1217.26 TC(M1N) = 33.63 - c************************************************************************* FLOW PROCESS FROM NODE 2114.00 TO NODE 1032.00 IS CODE = 5 ............................................................................ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 15.00 DOWNSTREAM NODE ELEVATION = 3.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2200.00 CHANNEL BASE(FEET) = 500.00 "Z" FACTOR = 2.000 MANNINGS FACTOR = .035 MAXIMUM DEPTH(FEET) = 9.00 CHANNEL FLOW THRU SUBAREA(CFS) = 1217.26 TO AGUA HEDIONDA CREEK FLOW VELOCITY(FEET/SEC) = 2.82 FLOW DEPTH(FEET) = -86 TRAVEL TIME(M1N.) = 13.02 TC(M1N.) = 46.65 ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 2114.00 TO NODE 1032.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.685 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5000 SUBAREA AREA(ACRES) = 35.90 SUBAREA RUNOFF(CFS) = 30.24 >C(MIN) = 46.65 TO AGUA HEDIONDA CREEK END OF RATIONAL METHOD ANALYSIS --TOTAL AREA(ACRES) = 1008.66 TOTAL RUNOFF(CFS) = 1247.51 ------------------_-____________________------------------------------------ 323 ............................................................................. 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 * * AGUA HEDIONDA CREEK BASIN * * VOLUME 2 * .......................................................................... FILE NAME: CB2600S.DAT TIME/DATE OF STUDY: 16:23 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) = 2.700 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 2600.00 TO NODE 2600.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< BEGIN LINE BED SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 400.00 UPSTREAM ELEVATION = 317.00 DOWNSTREAM ELEVATION = 313.00 ELEVATION DIFFERENCE = 4.00 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 9.123 ............................................................................ ............................................................................ ............................................................................ - 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.827 'UBAREA RUNOFF (CFS) = 36.06 I'OTAL AREA(ACRES) = 8.79 TOTAL RUNOFF(CFS) = 36.06 324 ............................................................................. FMW PROCESS FROM NODE 2600.10 TO NODE 2600.20 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.3 INCHES (EXIST. 30" RCP) PIPEFLOW VEMCITY(FEET/SEC.) = 8.5 UPSTREAM NODE ELEVATION = 313.00 DOWNSTREAM NODE ELEVATION = 310.00 FMWLENGTH(FEET) = 400.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) 3 36.06 TRAVEL TIME(M1N.) = .79 TC(M1N.) = 9.91 ............................................................................ .............................................................................. ............................................................................ FMW PROCESS FROM NODE 2600.10 TO NODE 2600.20 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.576 SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 SUBAREA AREA(ACRES) = 9.44 SUBAREA RUNOFF(CFS) = 36.72 TOTAL AREA(ACRES) = 18.23 TOTAL RUNOFF(CFS) = 72.78 TC(M1N) = 9.91 - .......................................................................... FMW PROCESS FROM NODE 2600.20 TO NODE 2600.30 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.3 INCHES (EXIST. 36" RCP) PIPEFLOW VELOCITY(FEET/SEC.) = 13.2 UPSTREAM NODE ELEVATION = 310.00 DOWNSTREAM NODE ELEVATION = 297.00 FMWLENGTH(FEET) = 900.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER (INCH) = 3 6.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 72.78 TRAVEL TIME(M1N.) = 1.14 TC(M1N.) = 11.05 ............................................................................ ........................................................................... ............................................................................ FLOW PROCESS FROM NODE 2600.20 TO NODE 2600.30 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ........................................................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.266 SOIL CLASSIFICATION IS IID" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 TOTAL AREA(ACRES) = 51.21 TOTAL RUNOFF(CFS) = 192.36 TC(M1N) = 11.05 - SUBAREA AREA(ACRES) = 32.98 SUBAREA RUNOFF(CFS) = 119.58 325 ............................................................................ FLOW PROCESS FROM NODE 2600.30 TO NODE 2600.40 IS CODE = 3 ............................................................................ - >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BED DEPTH OF FLOW IN 54.0 INCH PIPE IS 42.1 INCHES PROPOSE 5411 RCP PIPEFLOW VELOCITY (FEET/SEC. ) = 14.5 (EXIST. 42" INADEQUATE) UPSTREAM NODE ELEVATION = 297.00 DOWNSTREAM NODE ELEVATION = 292.00 FLoWLENGTH(FEET) = 500.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 54.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 192.36 TRAVEL TIME (MIN. ) = .58 TC(M1N.) = 11.63 ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 2600.30 TO NODE 2600.40 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ............................................................................ ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.128 SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 SUBAREA AREA(ACRES) = 21.67 SUBAREA RUNOFF(CFS) = 76.04 TOTAL AREA(ACRES) = 72.88 TOTAL RUNOFF(CFS) = 268.40 TC(M1N) = 11.63 - .......................................................................... FLOW PROCESS FROM NODE 2600.40 TO NODE 2600.50 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BED -----------__--------------------------------------------------------------- ---------_-__--------------------------------------------------------------- DEPTH OF FLOW IN 57.0 INCH PIPE IS 44.2 INCHES PROPOSE PARALLEL 48" RCP PIPEFLOW VELOCITY(FEET/SEC.) = 18.2 (EXIST. 48" INADEQUATE) UPSTREAM NODE ELEVATION = 292.00 DOWNSTREAM NODE ELEVATION = 275.00 FLOWLENGTH(FEET) = 1150.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 57.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 268.40 TRAVEL TIME(M1N.) = 1.05 TC(M1N.) = 12.68 ............................................................................ FLOW PROCESS FROM NODE 2600.40 TO NODE 2600.50 IS CODE = 8 ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.904 SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 - SUBAREA AREA(ACRES) = 90.31 SUBAREA RUNOFF(CFS) = 299.67 'OTAL AREA(ACRES) = 163.19 TOTAL RUNOFF(CFS) = 568.07 .CC(MIN) = 12.68 326 ............................................................................ FLOW PROCESS FROM NODE 2600.50 TO NODE 2600.60 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ - >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BED DEPTH OF FLOW IN 81.0 INCH PIPE IS 66.4 INCHES PROPOSE PARALLEL 60'' RCP PIPEFLOW VELOCITY(FEET/SEC.) = 18.1 (EXIST. 60" INADEQUATE) UPSTREAM NODE ELEVATION = 275.00 DOWNSTREAM NODE ELEVATION = 270.00 FLOWLENGTH(FEET) = 550.00 MA"1NGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 81.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 568.07 TRAVEL TIME(M1N.) = .51 TC(M1N.) = 13.18 ________-------------------------==========-------------~==----------------- -------- ............................................................................ FLOW PROCESS FROM NODE 2600.50 TO NODE 2600.60 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ -------___-_------__------------------------------------ --------------------_-------------------------------------~=================== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.806 SOIL CLASSIFICATION IS I'D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = -8500 SUBAREA AREA(ACRES) = 33.57 SUBAREA RUNOFF(CFS) = 108.61 TOTAL AREA(ACRES) = 196.76 TOTAL RUNOFF(CFS) = 676.68 TC(M1N) = 13.18 - .......................................................................... FLOW PROCESS FROM NODE 2600.60 TO NODE 2601.00 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BED DEPTH OF FLOW IN 84.0 INCH PIPE IS 63.6 INCHES PROPOSE PARALLEL 60" RCP PIPEFLOW VELOCITY (FEET/SEC. ) = 2 1.6 (EXIST. 66" INADEQUATE) UPSTREAM NODE ELEVATION = 270.00 WWNSTREAM NODE ELEVATION = 260.00 FLOWLENGTH(FEET) = 800.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 84.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 676.68 TRAVEL TIME(M1N.) = -62 TC(M1N.) = 13.80 --------------------_______I_ ................................................................ ............................................................................ FLOW PROCESS FROM NODE 2600.60 TO NODE 2601.00 IS CODE = a ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< --_- ......................................... -------==---____________________________---------- ----_____---_________ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.696 SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = -8500 *OTAL AREA(ACRES) = 239.99 TOTAL RUNOFF(CFS) = 812.49 TC(M1N) = 13.80 .-SUBAREA AREA(ACRES) = 43.23 SUBAREA RUNOFF(CFS) = 135.81 327 ............................................................................ FMW PROCESS FROM NODE 2600.60 TO NODE 2601.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 13.80 RAINFALL INTENSITY (INCH. /HOUR) = 3.70 TOTAL STREAM AREA (ACRES) = 239.99 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 812.49 ............................................................................ ____________________---_----------------------_---------------------------- ............................................................................ FMW PROCESS FROM NODE 2602.10 TO NODE 2602.10 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< BEGIN LINE BEC SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = -8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 UPSTREAM ELEVATION = 315.00 DOWNSTREAM ELEVATION = 310.00 ELEVATION DIFFERENCE = 5.00 URBAN SUBAREA OVERLAND TIME OF FMW(M1NUTES) = 10.233 ............................................................................ ............................................................................ ----------_-_-_____---------------_----------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.482 SUBAREA RUNOFF(CFS) = 20.99 TOTAL AREA(ACRES) = 5.51 TOTAL RUNOFF(CFS) = 20.99 ? .......................................................................... FLOW PROCESS FROM NODE 2602.10 TO NODE 2602.20 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.8 INCHES (EXIST. 24" RCP) PIPEFLOW VEMCITY(FEET/SEC.) = 8.4 UPSTREAM NODE ELEVATION = 310.00 DOWNSTREAM NODE ELEVATION = 306.00 FMWLENGTH(FEET) = 400.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 20.99 TRAVEL TIME (MIN. ) = .80 TC(M1N.) = 11.03 ............................................................................ ------------_-------____________________------------------------------------ --------_-_----_____---_---------------------------------------------------- ............................................................................ FLOW PROCESS FROM NODE 2602.10 TO NODE 2602.20 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ......................................................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.271 SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 lOTAL AREA(ACRES) = 26.26 TOTAL RUNOFF(CFS) = 96.32 TC(M1N) = 11.03 .-SUBAREA AREA(ACRES) = 20.75 SUBAREA RUNOFF(CFS) = 75.33 328 . DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.8 INCHES (EXIST. 36" RCP) PIPEFLOW VELOCITY(FEET/SEC.) = 15.2 UPSTREAM NODE ELEVATION = 306.00 DOWNSTREAM NODE ELEVATION = 292.00 FLOWLENGTH(FEET) = 800.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 39.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 96.32 TRAVEL TIME(M1N.) = .88 TC(M1N.) = 11.90 ............................................................................ FLOW PROCESS FROM NODE 2602.20 TO NODE 2602.30 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ............................................................................ ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.065 SOIL CLASSIFICATION IS 'ID" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 SUBAREA AREA(ACRES) = 20.39 SUBAREA RUNOFF(CFS) = 70.46 TOTAL AREA(ACRES) = 46.65 TOTAL RUNOFF(CFS) = 166.78 TC(M1N) = 11.90 - .......................................................................... FLOW PROCESS FROM NODE 2602.30 TO NODE 2602.40 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 45.0 INCH PIPE IS 36.4 INCHES (EXIST. 42" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 17.4 UPSTREAM NODE ELEVATION = 292.00 DOWNSTREAM NODE ELEVATION = 268.00 FLOWLENGTH(FEET) = 1300.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER( INCH) = 45.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 166.78 TRAVEL TIME(M1N.) = 1.24 TC(M1N.) = 13.15 ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 2602.30 TO NODE 2602.40 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.813 SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 SUBAREA AREA(ACRES) = 39.38 SUBAREA RUNOFFICFSI = 127.63 TOTAL AREA(ACRES) = 86.03 TOTAL RUNOFF(CFSj = '294.41 TC(M1N) = 13.15 329 ............................................................................ FLOW PROCESS FROM NODE 2602.40 TO NODE 2601.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BEC DEPTH OF FLOW IN 66.0 INCH PIPE IS 50.3 INCHES PROPOSE PARALLEL 489' PIPEFLOW VELOCITY(FEET/SEC.) = 15.1 RCP 500' UPSTREW NODE ELEVATION = 268.00 (EXIST. 54" INADEQUATE) DOWNSTREAM NODE ELEVATION = 260.00 (EXIST. 60" RCP 450') FLOWLENGTH(FEET) = 950.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 66.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 294.41 TRAVEL TIME(M1N.) = 1.05 TC(M1N.) = 14.19 -------__-___------___________c_________------------------------------------ - .............................................................................. ............................................................................ FLOW PROCESS FROM NODE 2602.40 TO NODE 2601.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< _____________c-------------------------------------------------------------- ------------- ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.629 SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .E500 SUBAREA AREA(ACRES) = 12.49 SUBAREA RUNOFF(CFS) = 38.53 TOTAL AREA(ACRES) = 98.52 TOTAL RUNOFF(CFS) = 332.94 TC(M1N) = 14.19 ............................................................. * * * * FLOW PROCESS FROM NODE 2602.40 TO NODE 2601.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< BEGIN LINE BE CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 14.19 RAINFALL INTENSITY (INCH./HOUR) = 3.63 TOTAL STREAM AREA (ACRES) = 98.52 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 332.94 ............................................................................ .............................................................................. CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER ( CFS 1 (MIN.) (INCH/HOUR) ............................................................................ 1 812.49 13.80 3.696 2 332.94 14.19 3.629 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 1139.44 TIME(M1NUTES) = 13.800 1139.44 1130.82 - TOTAL AREA(ACRES) = 338.51 ............................................................................ 330 FLOW PROCESS FROM NODE 2601.00 TO NODE 2601.10 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BE DEPTH OF FLOW IN 102.0 INCH PIPE IS 77.5 INCHES STORMWATER ATTENUATION PIPEFLOW VELOCITY(FEET/SEC.) = 24.6 REQUIRED UPSTREAM NODE ELEVATION = 260.00 (EXIST. 84" INADEQUATE) DOWNSTREAM NODE ELEVATION = 245.00 FLQWLENGTH(FEET) = 1200.00 MANNINGS N = -012 ESTIMATED PIPE DIAMETER(1NCH) = 102.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1139.44 TRAVEL TIME(M1N.) = -81 TC(M1N.) = 14.61 --__________________-------------------------------------------------------- ____________________------------------------------------------------------- ............................................................................ FLOW PROCESS FROM NODE 2601.00 TO NODE 2601.10 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ --______________________________________------------------------------------ ________________________________________------------------------------------ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.562 SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .a500 SUBAREA AREA(ACRES) = 52.82 SUBAREA RUNOFF(CFS) = 159.93 TOTAL AREA(ACRES) = 391.33 TOTAL RUNOFF(CFS) = 1299.38 TC(M1N) = 14.61 ............................................................................ ~ FLOW PROCESS FROM NODE 2601.10 TO NODE 2603.00 IS CODE = 3 .......................................................................... >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BE DEPTH OF FLOW IN 93.0 INCH PIPE IS 75.6 INCHES STORMWATER ATTENUATION PIPEFLOW VELOCITY (FEET/SEC. ) = 3 1.6 REQUIRED UPSTREAM NODE ELEVATION = 245.00 (EXIST. 84" RCP) DOWNSTREAM NODE ELEVATION = 230.00 FLOWLENGTH(FEET) = 650.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 93 .OO NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1299.38 TRAVEL TIME(M1N.) = .34 TC(M1N.) = 14.95 ............................................................................ ~~~~ ~ PIPEFLOW VELOCITY (FEETISEC. ) = 55.4 UPSTREAM NODE ELEVATION = 230.00 DOWNSTREAM NODE ELEVATION = 180.00 FLOWLENGTH(FEET) = 500.00 MA"1NGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 72.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1299.38 TRAVEL TIME(M1N.) = .15 TC(M1N.) = 15.10 331 ............................................................................ FLOW PROCESS FROM NODE 2603.00 TO NODE 2604.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ___________--_-_--__________c___________---------------------------------- .......................................................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.487 SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 SUBAREA AREA(ACRES) = 45.55 SUBAREA RUNOFF(CFS) = 135.00 TOTAL AREA(ACRES) = 436.88 TOTAL RUNOFF(CFS) = 1434.37 TC(M1N) = 15.10 ............................................................................ FLOW PROCESS FROM NODE 2604.00 TO NODE 2604.10 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BE -------------5==------------------------------------------------------------ ------------- DEPTH OF FLOW IN 78.0 INCH PIPE IS 61.3 INCHES PROPOSE 84" RCP PIPEFLOW VELoCITY(FEET/SEC.) = 51.3 UPSTREAM NODE ELEVATION = 180.00 DOWNSTREAM NODE ELEVATION = 103.00 FLoWLENGTH(FEET) = 1000.00 MA"1NGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 78.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1434.37 TRAVEL TIME (MIN. ) = .32 TC(M1N.) = 15.43 - ............................................................................ FLOW PROCESS FROM NODE 2604.00 TO NODE 2604.10 IS CODE = 1 ............................................................................ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 15.43 RAINFALL INTENSITY (INCH./HOUR) = 3.44 TOTAL STREAM AREA (ACRES) = 436.88 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1434.37 ........................................................................... ............................................................................ FLOW PROCESS FROM NODE 4600.00 TO NODE 4600.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< BEGIN LINE BEE USER-SPECIFIED VALUES ARE AS FOLLOWS (INITIAL BASIN): TC(M1N) = 15.17 RAIN INTENSITY(INCH/HOUR) = 3.48 TOTAL AREA (ACRES) = 4.04 TOTAL RUNOFF(CFS) = 7.72 L (FEET) = 700.00 S = 5.1% SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 ............................................................................ ........................................... TC = 1.811.1-C) (L)'/' - [ s ( 1001 '13 ............................................................................ 332 FLOW PROCESS FROM NODE 4600.00 TO NODE 4601.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< --------'-------------------------------------------------------------------- -------- .......................................................................... - UPSTREAM ELEVATION = 250.00 DOWNSTREAM ELEVATION = 190.00 STREET LENGTH(FEET) = 1100.00 CURB HEIGTH(1NCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DEC1MAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .7700 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 37.42 STREET FLOWDEPTH(FEET) = .45 HALFSTREET FLOODWIDTH(FEET) = 16.24 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 6.79 PRODUCT OF DEPTH&VELOCITY = 3.06 STREETFLOW TRAVELTIME(M1N) = 2.70 TC(M1N) = 17.87 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.128 *USER SPECIFIED (SUBAREA) : INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .7700 SUBAREA AREA(ACRES) = 24.75 SUBAREA RUNOFF(CFS) = 59.62 SUMMED AREA(ACRES) = 28.79 TOTAL RUNOFF(CFS) = 67.34 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .52 HALFSTREET FLOODWIDTH(FEET) = 19.71 FLOW VELOCITY(FEET/SEC.) = 8.41 DEPTH*VELOCITY = 4.38 ............................................................................ FLOW PROCESS FROM NODE 4601.00 TO NODE 4602.00 IS CODE = 3 ............................................................................ - >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEET" OF FLOW IN 27.0 INCH PIPE IS 21.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 20.1 UPSTREAM NODE ELEVATION = 190.00 DOWNSTREAM NODE ELEVATION = 127.00 FLOWLENGTH(FEET) = 1300.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 67.34 TRAVEL TIME(MIN.1 = 1.08 TC(M1N.) = 18.95 ........................................................................... ............................................................................ FLOW PROCESS FROM NODE 4601.00 TO NODE 4602.00 IS CODE = 8 ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ________________________________________------------------------------------ ........................................................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.012 *USER SPECIFIED(SUBAREA) : INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .6100 SUBAREA AREA(ACRES) = 54.48 SUBAREA RUNOFF(CFS) = 100.10 TOTAL AREA(ACRES) = 83.27 TOTAL RUNOFF(CFS) = 167.44 TC(M1N) = 18.95 333 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BEB DEPTH OF FLOW IN 39.0 INCH PIPE IS 31.5 INCHES PROPOSE 39" RCP PIPEFLOW VELOCITY(FEET/SEC.) = 23.3 UPSTREAM NODE ELEVATION = 127.00 DOWNSTREAM NODE ELEVATION = 103.00 FLOWLENGTH(FEET) = 600.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 39.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 167.44 TRAVEL TIME (MIN. ) = .43 TC(M1N.) = 19.38 ............................................................................ FLOW PROCESS FROM NODE 4602.00 TO NODE 2604.10 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< RESUME LINE BE ............................................................................ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 19.38 RAINFALL INTENSITY (INCH./HOUR) = 2.97 TOTAL STREAM AREA (ACRES) = 83.27 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 167.44 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER ( CFS 1 (MIN.) (INCH/HOUR) ............................................................................ 1 1434.37 15.43 3.439 2 167.44 19.38 2.969 - RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 1578.92 TIME(M1NUTES) = 15.429 TOTAL AREA(ACRES) = 520.15 1578.92 1405.71 ............................................................................ FLOW PROCESS FROM NODE 2604.10 TO NODE 2605.00 IS CODE = 5 ............................................................................ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BE UPSTREAM NODE ELEVATION = 103.00 PROPOSE ENBANCED NATURAL CHANNEL DOWNSTREAM NODE ELEVATION = 90.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 400.00 CHANNEL BASE(FEET) = 20.00 "2" FACTOR = 4.000 MANNINGS FACTOR = .035 MAXIMUM DEFTH(FEET) = 6.00 CHANNEL FLOW THRU SUBAREA(CFS) = 1578.92 FLOW VELOCITY(FEET/SEC) = 13.63 FLOW DEPTH(FEET) = 3.43 TRAVEL TIME(M1N.) = .49 TC(M1N.) = 15.92 -----------________-____________________------------------------------------ *x************************************************************************** FLOW PROCESS FROM NODE 2604.10 TO NODE 2605.00 IS CODE = 8 334 ............................................................................ FLOW PROCESS FROM NODE 2605.00 TO NODE 2607.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TMVELTIME THRU SUBAREA<<<<< BE UPSTREAM NODE ELEVATION = 90.00 GPD - OS DOWNSTREAM NODE ELEVATION = 65.00 POTENTIAL REMEDIAL WORK CHANNEL LENGTH THRU SUBAREA(FEET) = 800.00 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 10.000 MA"1NGS FACTOR = .035 MAXIMUM DEFTH(FEET) = 6.00 CHANNEL FLOW THRU SUBAREA(CFS) = 1769.13 FLOW VF.LOCITY(FEET/SEC) = 11.43 FLOW DEPTH(FEET) = 3.06 TRAVEL TIME(M1N.) = 1.17 TC(M1N.) = 17.08 ............................................................................ ---____--___________-------------------------------------------------------- --______________________________________----------------------_------------- ............................................................................ FLOW PROCESS FROM NODE 2605.00 TO NODE 2607.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.220 *USER SPECIFIED (SUBAREA) : INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = -7000 SUBAREA AREA(ACRES) = 29.54 SUBAREA RUNOFF(CFS) = 66.59 TOTAL AREA(ACRES) = 616.08 TOTAL RUNOFF(CFS) = 1835.72 TC(M1N) = 17.08 ............................................................................ FLOW PROCESS FROM NODE 2608.00 TO NODE 2607.00 IS CODE = 8 ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.220 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = 35.05 SUBAREA RUNOFF(CFS) = 79.01 TOTAL AREA(ACRES) = 651.13 TOTAL RUNOFF(CFS) = 1914.74 TC(M1N) = 17.08 ............................................................................ FLOW PROCESS FROM NODE 2607.00 TO NODE 2609.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< .......................................................................... >>>>>TRAVELTIME THRU SUBAREA<<<<< 335 ---------- ............................................................................ UPSTREAM NODE ELEVATION = 65.00 DOWNSTREAM NODE ELEVATION = 60.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 800.00 GPD - OS MA"1NGS FACTOR = .035 MAXIMUM DEPTH(FEET) = 8.00 CHANNEL FLOW THRU SUBAREA(CFS) = 1914.74 FLOW VELOCITY(FEET/SEC) = 5.41 FLOW DEPTH(FEET) = 2.83 TRAVEL TIME(M1N.) = 2.47 TC(M1N.) = 19.55 - CHANNEL BASE(FEET) = 80.00 "Z" FACTOR = 16.000 NATURAL CHANNEL ............................................................................ FLOW PROCESS FROM NODE 2607.00 TO NODE 2609.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ 100 YEAR RAINFAU INTENSITY[INCH/HOUR) = 2.952 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = 42.32 SUBAREA RUNOFF(CFS) = 87.45 TOTAL AREA(ACRES) = 693.45 TOTAL RUNOFF(CFS) = 2002.19 TC(M1N) = 19.55 ............................................................................ FLOW PROCESS FROM NODE 2610.00 TO NODE 2609.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ............................................................................ - 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.952 .USER SPECIFIED (SUBAREA) : INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 14.69 SUBAREA RUNOFF(CFS) = 41.20 TOTAL AREA(ACRES) = 708.14 TOTAL RUNOFF(CFS) = 2043.39 TC(M1N) = 19.55 ............................................................................ FLOW PROCESS FROM NODE 2609.00 TO NODE 2611.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BE UPSTREAM NODE ELEVATION = 60.00 GPD - OS COWNSTREAM NODE ELEVATION = 37.00 POTENTIAL REMEDIAL WORX CHANNEL LENGTH THRU SUBAREA(FEET) = 1800.00 CHANNEL BASE(FEET) = 80.00 aZ" FACTOR = 32.000 MANNINGS FACTOR = .035 MAXIMUM DEPTH(FEET) = 8.00 CHANNEL FLOW THRU SUBAREA(CFS) = 2043.39 FLOW VELOCITY(FEET/SEC) = 6.29 FLOW DEPTH(FEET) = 2.17 TRAVEL TIME(M1N.) = 4.77 TC(M1N.) = 24.32 ............................................................................ ----------- ............................................................................... ............................................................................ .FLOW PROCESS FROM NODE 2609.00 TO NODE 2611.00 IS CODE = 8 />>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< - ......................................................................... is======== 336 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.565 INDUSTRIAL DEVELOPMENT RUNOFF' COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 35.05 SUBAREA RUNOFF(CFS) = 40.45 TC(M1N) = 24.32 *USER SPECIFIED (SUBAREA) : ~- TOTAL AREA(ACRES) = 743.19 TOTAL RUNOFF(CFS) = 2083.84 ............................................................................ FLOW PROCESS FROM NODE 2612.00 TO NODE 2611.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ___________________--------------------------------------------------------- ___________________--------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.565 *USER SPECIFIED(SUBAREA) : RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 22.27 SUBAREA RUNOFF(CFS) = 25.70 TOTAL AREA(ACRES) = 765.46 TOTAL RUNOFF(CFS) = 2109.54 TC(M1N) = 24.32 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.565 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA/ACRES) = 16.30 SUBAREA RUNOFF(CFSI = 18.81 - TOTAL AREA(ACRES) = 781.76 TOTAL RUNOFF(CFSj = i128.35 ,TC(MIN) = 24.32 ............................................................................ FLOW PROCESS FROM NODE 2614.00 TO NODE 2611.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ------____---______--------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.565 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 20.53 SUBAREA RUNOFF(CFS) = 23.69 TOTAL AREA(ACRES) = 802.29 TOTAL RUNOFF(CFS) = 2152.04 TC(M1N) = 24.32 ............................................................................ FLOW PROCESS FROM NODE 2614.00 TO NODE 2611.00 IS CODE = 1 ............................................................................ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ............................................................................ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 24.32 RAINFALL INTENSITY (INCH./HOUR) = 2.56 !OTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 2152.04 -TOTAL STREAM AREA (ACRES) = 802.29 337 ............................................................................ FLOW PROCESS FROM NODE 4700.00 TO NODE 4701.00 IS CODE = 2 ............................................................................ __ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ___________________------------------------------------------------------- ____________________-_---------------------------------------------------- *USER SPECIFIED (SUBAREA) : RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4200 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 14.13(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 1300.00 UPSTREAM ELEVATION = 326.00 DOWNSTREAM ELEVATION = 140.00 ELEVATION DIFFERENCE = 186.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.641 SUBAREA RUNOFF(CFS) = 15.63 TOTAL AREA(ACRES) = 10.22 TOTAL RUNOFF(CFS) = 15.63 ............................................................................ FLOW PROCESS FROM NODE 4701.00 TO NODE 4702.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 140.00 DOWNSTREAM NODE ELEVATION = 112.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 350.00 GPD - OS CHANNEL BASE(FEET) = .OO IIZ" FACTOR = 8.000 NATURAL CHANNEL MA"1NGS FACTOR = .040 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 15.63 PLOW VELOCITY(FEET/SEC) = 4.70 FLOW DEPTH(FEET) = .64 TRAVEL TIME(M1N.) = 1.24 TC(M1N.) = 15.37 ............................................................................ ---_____________________________________-----__----------------------------- ________________________________________------------------_----------------- ............................................................................ FLOW PROCESS FROM NODE 4701.00 TO NODE 4702.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ~ ~~~~~~~~~~~~~~~~~~~~~~~~~~~-~ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.448 SOIL CLASSIFICATION IS 'ID" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 7.88 SUBAREA RUNOFF(CFS) = 12.23 TOTAL AREA(ACRES) = 18.10 TOTAL RUNOFF(CFS) = 27.85 TC(M1N) = 15.37 ............................................................................ FLOW PROCESS FROM NODE 4702.00 TO NODE 4703.00 IS CODE = 5 ............................................................................ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 112.00 -DOWNSTREAM NODE ELEVATION = 100.00 ............................................................................ XA"ANEL LENGTH THRU SUBAREA(FEET) = 300.00 GPD - OS CHANNEL BASE(FEET) = .OO "Z" FACTOR = 10.000 NATURAL CHANNEL 338 MANNINGS FACTOR = .040 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CF5) = 27.85 FLOW VELOCITY(FEET/SEC) = 3.95 FLOW DEPTH(FEET) = .84 - TRAVEL TIME(M1N.) = 1.27 TC(M1N.) = 16.63 ............................................................................ FLOW PROCESS FROM NODE 4702.00 TO NODE 4703.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< -__-------___-------__________c_________------------------------------------ .............................. ................................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.277 SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 25.41 SUBAREA RUNOFF(CFS) = 37.47 TOTAL AREA(ACRES) = 43.51 TOTAL RUNOFF(CFS) = 65.32 TC(M1N) = 16.63 ............................................................................ FLOW PROCESS FROM NODE 4703.00 TO NODE 2611.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 100.00 DOWNSTREAM NODE ELEVATION = 37.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1250.00 GPD - OS WINGS FACTOR = .040 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 65.32 FLOW VELOCITY(FEET/SEC) = 5.49 FLOW DEPTH(FEET) = 1.00 TRAVEL TIME(M1N.) = 3.80 TC(M1N.) = 20.43 ............................................................................ ............................................................................ - CHANNEL BASE(FEET) = .OO llZ1t FACTOR = 12.000 NATURAL CHANNEL ............................................................................ FLOW PROCESS FROM NODE 4703.00 TO NODE 2611.00 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) = 20.43 RAINFALL INTENSITY (INCH./HOUR) = 2.87 TOTAL STREAM AREA (ACRES) = 43.51 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 65.32 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) ............................................................................ ......................................................................... ............................................................................ 1 2152.04 24.32 2.565 2 65.32 20.43 2.870 -PAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS JARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 2210.42 1988.62 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 339 RUNOFF(CFS) = 2210.42 TIME(M1NUTES) = 24.318 TOTAL AREA(ACRES) = 845.80 ............................................................................ FLOW PROCESS FROM NODE 2611.00 TO NODE 2615.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 37.00 DOWNSTREAM NODE ELEVATION = 29.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 800.00 GPD - OS CHANNEL BASE(FEET) = 90.00 llZ" FACTOR = 40.000 NATURAL CHANNEL MA"1NGS FACTOR = .035 MAXIMUM DEPTH(FEET) = 8.00 CHANNEL FLOW THRU SUBAREA(CFS) = 2210.42 FLOW VELOCITY(FEET/SEC) = 5.52 FLOW DEPTH(FEET) = 2.23 TRAVEL TIME(M1N.) = 2.42 TC(M1N.) = 26.74 ............................................................................ .......................................................................... __-------__ ............................................................................ FLOW PROCESS FROM NODE 2611.00 TO NODE 2615.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.412 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 27,24 SUBAREA RUNOFF(CFS) = 29.57 TOTAL AREA(ACRES) = 873.04 TOTAL RUNOFF(CFS) = 2239.99 --TC(MIN) = 26.74 ............................................................................ FLQW PROCESS FROM NODE 2616.00 TO NODE 2615.00 IS CODE = a ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ...................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.412 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .4400 SUBAREA AREA(ACRES) = 43.08 SUBAREA RUNOFF(CFS) = 45.73 TOTAL AREA(ACRES) = 916.12 TOTAL RUNOFF(CFS) = 2285.72 TC(M1N) = 26.74 ............................................................................ FLOW PROCESS FROM NODE 2615.00 TO NODE 2617.00 IS CODE = 5 ............................................................................ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 29.00 MlWNSTREAM NODE ELEVATION = 5.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2200.00 GPD - OS CHANNEL BASE(FEET) = 100.00 "2" FACTOR = 50.000 NATURAL CHANNEL IANNINGS FACTOR = .035 MAXIMUM DEPTH(FEET) = 8.00 CHANNEL FLOW THRU SUBAREA(CFS) = 2285.72 -----_---___ ......................................................................... 340 FLOW VELOCITY(FEET/SEC) = 5.52 FLOW DEPTH(FEET) = 2.05 TRAVEL TIME(M1N.) = 6.64 TC(M1N.) = 33.38 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.091 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 59.84 SUBAREA RUNOFF(CFS) = 56.30 TOTAL AREA(ACRES) 975.96 TOTAL RUNOFF(CFS) = 2342.02 TC(M1N) = 33.38 ............................................................................ FLOW PROCESS FROM NODE 2615.00 TO NODE 2617.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 33.38 RAINFALL INTENSITY (INCH./HOUR) = 2.09 TOTAL STREAM AREA (ACRES) = 975.96 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 2342.02 ............................................................................ ............................................................................ ............................................................................. FLOW PROCESS FROM NODE 4800.00 TO NODE 4800.10 IS CODE = 7 ............................................................................ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< BEGIN LINE BEA USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(M1N) = 8.81 RAIN INTENSITY(INCH/HOUR) = 4.94 TOTAL AREA(ACRES) = 4.58 TOTAL RUNOFF(CFS) = 11.76 L (FEET) = 500.00 S = 18.6% SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 Tc = 1.8(1.1-C) IL1”‘ ............................................................................ [ s ( 10 0 1 ‘I3 ............................................................................ FLOW PROCESS FROM NODE 4800.10 TO NODE 4801.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 230.00 DOWNSTREAM ELEVATION = 145.00 STREET LENGTH(FEET) = 820.00 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 = .5200 ............................................................................ -------- .......................................................................... **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 43.93 HALFSTREET FLOODWIDTH(FEET) = 15.09 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 9.17 PRODUCT OF DEPTH&VELOCITY = 3.93 ~ STREET FLQWDEPTH(FEET) = .43 341 STREETFLOW TRAVELTIME (MIN) = 1.49 TC (MIN) = 10.30 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.463 r- SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 *USER SPECIFIED(SUBAREA): SUBAREA AREA(ACRES) = 27.71 SUBAREA RUNOFF(CFS) = 64.31 SUMMED AREA(ACRES) = 32.29 TOTAL RUNOFF(CFS) = 76.07 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .50 HALFSTREET FLOODWIDTH(FEET) = 18.55 FLOW VELOCITY(FEET/SEC.) = 10.68 DEPTH*VELOCITY 3 5.31 ............................................................................ FLOW PROCESS FROM NODE 4801.00 TO NODE 4802.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BEA UPSTREAM NODE ELEVATION = 145.00 GPD - OS DOWNSTREAM NODE ELEVATION = 65.00 POTENTIAL REMEDIAL WORK CHANNEL LENGTH THRU SUBAREA(FEET) = 1250.00 CHANNEL BASE (FEET) = 4.00 "Z'* FACTOR = 2.000 MANNINGS FACTOR = .035 MAXIMUM DEPTH(FEET) = 4.00 CHANNEL FLOW THRU SUBAREA(CFS) = 76.07 FLOW VELOCITY (FEET/SEC) = 9.53 FLOW DEPTH (FEET) = 1.23 TRAVEL TIME(M1N.) = 2.19 TC(M1N.) = 12.49 ............................................................................ ___________------___-------------------------------------------------------- ---_______--------------- ............................................................................ FLOW PROCESS FROM NODE 4801.00 TO NODE 4802.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< .________--_________------------------------------------------------------ ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.942 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4600 SUBAREA AREA(ACRES) = 32.52 SUBAREA RUNOFF(CFS) = 58.97 TOTAL AREA(ACRES) = 64.81 TOTAL RUNOFF(CFS) = 135.05 TC(M1N) = 12.49 ............................................................................ FLOW PROCESS FROM NODE 4802.00 TO NODE 2617.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BEA UPSTREAM NODE ELEVATION = 65.00 GPD - OS WWNSTREAM NODE ELEVATION = 5.00 POTENTIAL REMEDIAL WORX CHANNEL LENGTH THRU SUBAREA(FEET) = 1800.00 CHANNEL BASE(FEET) = 4.00 "Z" FACTOR = 2.000 MANNINGS FACTOR = .035 MAXIMUM DEPTH (FEET) = 4.00 CHANNEL FLOW THRU SUBAREA(CFS) = 135 $05 FLOW VELoCITY(FEET/SEC) = 8.75 FLOW DEPTH(FEET) = 1.95 TRAVEL TIME(M1N.) = 3.43 TC(M1N.) = 15.92 ............................................................................ ............................................................................ ............................................................................ - ............................................................................ 342 ,- FLOW PROCESS FROM NODE 4802.00 TO NODE 2617.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< RESUME LINE BE CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 15.92 RAINFALL INTENSITY (INCH./HOUR) = 3.37 TOTAL STREAM AREA (ACRES) = 64.81 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 135.05 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER ( CFS ) (MIN. ) (INCH/HOUR) -_______L---------__-------------------------------------------------------- ........................................................................... ............................................................................ 1 2342.02 33.38 2.091 2 135.05 15.92 3.371 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 2425.78 TIME(M1NUTES) = 33.379 TOTAL AREA(ACRES) = 1040.77 2425.78 1587.63 ............................................................................ FLOW PROCESS FROM NODE 2617.00 TO NODE 1032.00 IS CODE = 5 ............................................................................ ->>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< .>>>>TRAVELTIME THRU SUBAREA<<<<< ............................................................................ UPSTREAM NODE ELEVATION = 5.00 DOWNSTREAM NODE ELEVATION = 3.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 400.00 GPD - OS CHANNEL BASE(FEET) = 100.00 "2" FACTOR = 50.000 NATURAL CHANNEL MANNINGS FACTOR = .035 MAXIMUM DEPTH(FEET) = 10.00 CHANNEL FLOW THRU SUBAREA(CFS) = 2425.78 FLOW VELOCITY (FEET/SEC) = 4.16 FLOW DEPTH(FEET) = 2.56 TRAVEL TIME(M1N.) = 1.60 TC(M1N.) = 34.98 ............................................................................ FLOW PROCESS FROM NODE 2617.00 TO NODE 1032.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.028 *USER SPECIFIED (SUBAREA) : RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 24.87 SUBAREA RUNOFF(CFS) = 22.70 TOTAL AREA(ACRES) = 1065.64 TOTAL RUNOFF(CFS) = 2448.48 TC(M1N) = 34.98 343 ............................................................................ FMW PROCESS FROM NODE 5700.00 TO NODE 5701.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED (SUBAREA) : RURAL DEVELOPMENT RUNOFF COEFFICIENT = .6000 ............................................................................ .............................................................................. NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 21.88(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 2400.00 UPSTREAM ELEVATION = 75.00 DOWNSTREAM ELEVATION = . 00 ELEVATION DIFFERENCE = 75.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.847 SUBAREA RUNOFF (CFS) = 101.96 TOTAL AREA(ACRES) = 59.69 TOTAL RUNOFF(CFS) = 101.96 - TO AGUA HEDIONDA LAGOON ............................................................................. FLOW PROCESS FROM NODE 5800.00 TO NODE 5801.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ............................................................................ ~~~~~ ~~~~~~- ~~~~~~~~~ ~~~~~ *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3900 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 19.24(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 2500.00 UPSTREAM ELEVATION = 175.00 DOWNSTREAM ELEVATION = 12.00 ELEVATION DIFFERENCE = 163.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.093 SUBAREA RUNOFF(CFS) = 33.52 TOTAL AREA(ACRES) = 27.78 TOTAL RUNOFF(CFS) = 33.52 CHANNEL BASE(FEET) = .OO llZ" FACTOR = 98.000 NATURAL CHANNEL MANNINGS FACTOR = .035 MAXIMUM DEF"l"(FEET) = 10.00 CHANNEL FLOW THRU SUBAREA(CFS) = 33.52 TO AGUA HEDIONDA LAGOON TRAVEL TIME(M1N.) = 1.34 TC(M1N.) = 20.58 - FLOW VELOCITY (FEET/SEC) = 3.10 FLOW DEPTH(FEET) = .33 ............................................................................ FLOW PROCESS FROM NODE 5801.00 TO NODE 5802.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ________________________________________------------ ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.962 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3800 SUBAREA AREA(ACRE.5) = 26.25 SUBAREA RUNOFF(CFS) = 29.54 TOTAL AREA(ACRES) = 54.03 TOTAL RUNOFF(CFS) = 63.06 TC(M1N) =i 20.58 TO AGUA HEDIONDA LAGOON ............................................................................ FLOW PROCESS FROM NODE 5900.00 TO NODE 5901.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA) : ............................................................................ ---________-____________________________------------------------------------ ............................................................................ RURAL DEVELOPMENT RUNOFF COEFFICIENT = .7300 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 17.77(MINUTES) UPSTREAM ELEVATION = 182.00 DOWNSTREAM ELEVATION = 70.00 ELEVATION DIFFERENCE = 112.00 - INITIAL SUBAREA FLOW-LENGTH(FEET) = 1900.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.255 SUBAREA RUNOFF(CFS) = 56.39 TOTAL AREA (ACRES) = 2 3.73 TOTAL RUNOFF (CFS) = 56.39 ............................................................................ FLOW PROCESS FROM NODE 5901.00 TO NODE 5902.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ............................................................................ ............................................................................ UPSTREAM NODE ELEVATION = 70.00 DOWNSTREAM NODE ELEVATION = .oo CHANNEL LENGTH THRU SUBAREA(FEET) = 1000.00 CHANNEL BASE(FEET) = .OO "Z" FACTOR = 10.000 NATuruLL CHANNEL MANNINGS FACTOR = -035 MAXIMUM DEPTH(FEET) = 10.00 CHANNEL FLOW THRU SUBAREA(CFS) = 56.39 TO AGUA HEDIONDA LAGOON TRAVEL TIME(M1N.) = 2.49 TC(M1N.) = 20.26 FLOW VELOCITY (FEET/SEC) = 6.69 FLOW DEPTH (FEET) = .92 ............................................................................ 'LOW PROCESS FROM NODE 5901.00 TO NODE 5902.00 IS CODE = 8 ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 345 ___________________--------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.991 *USER SPECIFIED(SUBAREA) : RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3900 TOTAL AREA(ACRES) = 61.77 TOTAL RUNOFF(CFS) = 100.77 TC(M1N) = 20.26 TO AGUA HEDIONDA LAGOON END OF RATIONAL METHOD ANALYSIS _. SUBAREA AREA(ACRES) = 38.04 SUBAREA RUNOFF(CFS) = 44.38 ________-___________-------------------------------------------------------- ............................................................................ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT (c) Copyright 1982-88 Advanced Engineering Software (aes) 1985,1981 HYDROLOGY MANUAL Ver. 4.1A Release Date: 1/09/89 Serial # 3454 Analysis prepared by: FRASER ENGINEERING, INC. 2191 EL CAMINO REAL OCEANSIDE, CA 92054 (619) 722-3495 .......................... DESCRIPTION OF STUDY .......................... * CARLSBAD MASTER DRAINAGE PI+N * * AGUA HEDIONDA CREEK BASIN * * VOLUME 2 * - ......................................................................... 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 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 -. ........................................................................... FLOW PROCESS FROM NODE 900.10 TO NODE 901.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 265.00 DOWNSTREAM ELEVATION = 148.00 STREET LENGTH(FEET) = 1500.00 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) = 25.63 STREET FLOWDEPTH(FEET) = .38 HALFSTREET FLQODWIDTH(FEET) = 12.77 PRODUCT OF DEPTH&VELOCITY = 2.80 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 7.33 STREETFLQW TRAVELTIME(M1N) = 3.41 TC(M1N) = 13.38 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.630 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5400 SUBAREA AREA(ACRES) = 20.09 SUBAREA RUNOFF(CFS) = 39.38 SUMMED AREA(ACRES) = 22.55 TOTAL RUNOFF(CFS) = 45.32 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .45 HALFSTREET FLOODWIDTH(FEET) = 16.24 -FLOW VELoCITY(FEET/SEC.) = 8.22 DEPTH*VELOCITY = 3.71 ............................................................................ FLOW PROCESS FROM NODE 901.00 TO NODE 902.00 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.8 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 22.0 UPSTREAM NODE ELEVATION = 148.00 WWNSTREAM NODE ELEVATION = 71.00 FLOWLENGTH(FEET) = 950.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER (INCH) = 2 1.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 45.32 TRAVEL TIME(M1N.) = .72 TC(M1N.) = 14.10 ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 901.00 TO NODE 902.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ------------ ........................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.509 'INGLE FAMILY DEVEMPMENT RUNOFF COEFFICIENT = .5500 - *USER SPECIFIED (SUBAREA) : SUBAREA AREA(ACRES) = 16.57 SUBAREA RUNOFF(CFS) = 31.98 TOTAL AREA(ACRES) = 39.12 TOTAL RUNOFF(CFS) = 77.30 347 TC(MIN,) = 14.10 ............................................................................ - FLOW PROCESS FROM NODE 902.00 TO NODE 903.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.3 INCHES (EXIST. 24" RCP 500') PIPEFLOW VELOCITY (FEET/SEC. ) = 19.7 (EXIST. 36" RCP 1100') UPSTREAM NODE ELEVATION = 71.00 DOWNSTREAM NODE ELEVATION = 5.00 FLOWLENGTH(FEET) = 1600.00 MA"1NGS N = .012 ESTIMATED PIPE DIAMETER (INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 77.30 TRAVEL TIME(M1N.) = 1.35 TC(M1N.) = 15.45 ____________----___--------------------------------------------------------- ____________________-------------------------------------------------------- ............................................................................ FLOW PROCESS FROM NODE 902.00 TO NODE 903.00 IS CODE = 8 ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ________________________________________---_-------------------------------- -____--_____________------------------------------_------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.308 *USER SPECIFIED(SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5400 SUBAREA AREA(ACRES) = 24.69 SUBAREA RUNOFF(CFS) = 44.11 TOTAL AREA(ACRES) = 63.81 TOTAL RUNOFF(CFS) = 121.41 -TC(MIN) = 15.45 ............................................................................ FLOW PROCESS FROM NODE 903.00 TO NODE 904.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BD DEPTH OF FLOW IN 45.0 INCH PIPE IS 36.0 INCHES PROPOSE SEDIMEN!l'ATION PIPEFLOW VELOCITY (FEET/SEC. ) = 12.8 BASIN UPSTREAM NODE ELEVATION = 5.00 DOWNSTREAM NODE ELEVATION = .oo FLOWLENGTH(FEET) = 500.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER( INCH) = 45.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 121.41 TO AGUA HEDIONDA LAGOON TRAVEL TIME(M1N.) = .65 TC(M1N.) = 16.10 ............................................................................ ............................................................................ ---- ............................................................................ FLOW PROCESS FROM NODE 903.00 TO NODE 904.00 IS CODE = a ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< --__----_______________________________ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.222 !uRAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 .-SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRE.5) = 43.54 SUBAREA RUNOFF(CFS) = 63.12 TOTAL AREA(ACRES) = 107.35 TOTAL RUNOFF(CFS) = 184.54 348 ............................................................................ 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 * * AGUA HEDIONDA CREEK BASIN * * VOLUME 2 * .......................................................................... 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 800.00 TO NODE 801.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS (INITIAL BASIN): TC(M1N) = 10.49 RAIN INTENSITY(INCH/HOUR) = 4.25 TOTAL AREA(ACRES) = 5.02 TOTAL RUNOFF(CFS) = 10.67 L (FEET) = 350.00 S = 7.1% SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = -5000 ............................................................................ -~Tc = 1.811.1-C) IL)"' [S(100]"3 349 ............................................................................ FMW PkOCESS FROM NODE 801.00 TO NODE 803.20 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 7.0 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 16.9 UPSTREAM NODE ELEVATION = 90.00 DOWNSTREAM NODE ELEVATION = 71.40 FLOWLENGTH(FEET) = 190.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 10.67 TRAVEL TIME (MIN. ) = .19 TC(M1N.) = 10.68 ............................................................................ FLOW PROCESS FROM NODE 803.20 TO NODE 803.30 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 6.2 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 20.0 UPSTREAM NODE ELEVATION = 71.40 DOWNSTREAM NODE ELEVATION = 42.40 FLOWLENGTH(FEET) = 270.00 MANNINGS N = .010 ............................................................................ ____________________-_-------------------------------------------------__--- ________________________________________-----------_------------------_----- -ESTIMATED PIPE DIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 ’IPEFLOW THRU SUBAREA(CFS) = 10.67 TRAVEL TIME(M1N.) = .23 TC(M1N.) = 10.90 ............................................................................ FLOW PROCESS FROM NODE 803.30 TO NODE 803.40 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 6.9 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 17.2 UPSTREAM NODE ELEVATION = 42.40 DOWNSTREAM NODE ELEVATION = 26.10 FLOWLENGTH(FEET) = 160.00 MA”1NGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 18 .OO NUMBER OF PIPES = 1 PIPEFMW THRU SUBAREA(CFS) = 10.67 TRAVEL TIME(M1N.) = .16 TC(M1N.) = 11.06 ............................................................................ ___-____________________________________-------------------------_---------- ________________________________________---_---_---------------------------- ............................................................................ FLOW PROCESS FROM NODE 803.40 TO NODE 803.50 IS CODE = 3 ............................................................................ .~ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ............................................................................ ESTIMATED PIPE DIAMETER(1NCH) INCREASED TO 18.000 350 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.1 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 16.3 UPSTREAM NODE ELEVATION = 26.10 WWNSTREAM NODE ELEVATION = 8.40 FLOWLENGTH(FEET) = 200.00 MANNINGS N = -012 ESTIMATED PIPE DIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 10.67 TRAVEL TIME(M1N.) = .20 TC(M1N.) = 11.26 ~ ............................................................................ FLOW PROCESS FROM NODE 803.50 TO NODE 803.60 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 7.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.0 UPSTREAM NODE ELEVATION = 8.40 DOWNSTREAM NODE ELEVATION = .oo FLOWLENGTH(FEET) = 100.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFMW THRU SUBAREA(CFS) = 10.67 TO AGUA HEDIONDA LAGOON TRAVEL TIME (MIN. ) = .10 TC(M1N.) = 11.37 ............................................................................ ------------- ............................................................................ ............................................................................ ~- FLOW PROCESS FROM'NODE 803.00 TO NODE 803.60 IS CODE = 8 .......................................................................... >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ----------___ ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.034 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5400 SUBAREA AREA(ACRES) = 46.48 SUBAREA RUNOFF(CFS) = 101.24 TOTAL AREA(ACRES) = 51.50 TOTAL RUNOFF(CFS) = 111.91 TC(M1N) = 11.37 TO AGUA HEDIONDA LAGOON END OF RATIONAL METHOD ANALYSIS ........................................................................... ............................................................................ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT (c) Copyright 1982-88 Advanced Engineering Software (aes) Analysis prepared by: 1985,1981 HYDROLOGY MANUAL Ver. 4.1A Release Date: 1/09/89 Serial # 3454 FRASER ENGINEERING, INC. 2191 EL CAMINO REAL OCEANSIDE, CA 92054 (619) 722-3495 351 .......................... DESCRIPTION OF STUDY .......................... * CARLSBAD MASTER DRAINAGE PLAN * * AGUA HEDIONDA CREEK BASIN * - VOLUME 2 * ......................................................................... FILE NAME: CBAH7.DAT TIME/DATE OF STUDY: 16:27 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) = 2.600 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 ............................................................................ FMW PROCESS FROM NODE 700.00 TO NODE 701.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ............................................................................ ---_____________________________________------------------------------------ ________________________________________------------------------------------ -SOIL CLASSIFICATION IS "C" >INGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5000 INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 UPSTREAM ELEVATION = 181.00 DOWNSTREAM ELEVATION = 180.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FIXlW(M1NUTES) = 40.918 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.765 SUBAREA RUNOFF (CFS) = 3.65 TOTAL AREA(ACRES) = 4.13 TOTAL RUNOFF(CFS) = 3.65 ............................................................................ FLOW PROCESS FROM NODE 701.00 TO NODE 702.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 180.00 DOWNSTREAM ELEVATION = 125.00 STREET LENGTH(FEET) = 1700.00 CURB HEIGTH(1NCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DEC1MAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 11.13 STREET FLOWDEPTH(FEET) = -35 HALFSTREET FLOODWIDTH (FEET) = 11.04 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 4.16 PRODUCT OF DEPTH&VELOCITY = 1.44 ............................................................................ -----___________________________________------------------------------------ --------_____------_____________________------------------------------------ STREETFLOW TRAVELTIME(M1N) = 6.81 TC(M1N) = 47.72 352 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.599 SOIL CLASSIFICATION IS "C" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5000 - SUBAREA AREA(ACRES) = 18.62 SUBAREA RUNOFF(CFS) = 1 SUMMED AREA(ACRES) = 22.75 TOTAL RUNOFF(CFS) = 18 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .39 HALFSTREET FLOODWIDTH (FEET) = 13.3 5 FLOW VELOCITY(FEET/SEC.) = 4.87 DEPTH*VELOCITY = 1.9 .88 53 ............................................................................ FLOW PROCESS FROM NODE 702.00 TO NODE 703.00 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 7.6 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 25.9 UPSTREAM NODE ELEVATION = 125.00 DOWNSTREAM NODE ELEVATION = .oo FLOWLENGTH(FEET) = 600.00 MA"1NGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 18.53 TO AGUA HEDIONDA LAGOON TRAVEL TIME(M1N.) = .39 TC(M1N.) = 48.11 ............................................................................ ............................................................................ ............................................................................ - FLOW PROCESS PROM NODE 702.00 TO NODE 704.00 IS CODE = 8 .......................................................................... >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.590 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA =(ACRES) = 11.91 SUBAREA RUNOFF(CFS) = 10.42 TOTAL AREA(ACRES) = 34.66 TOTAL RUNOFF(CFS) = 28.95 TC(M1N) = 48.11 TO AGUA HEDIONDA LAGOON END OF RATIONAL METHOD ANALYSIS ........................................................................... ............................................................................ 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 353 .......................... DESCRIPTION OF STUDY .......................... * CARLSBAD MASTER DRAINAGE PLAN * AGUA HEDIONDA CREEK BASIN * VOLUME 2 * ......................................................................... FILE NAME: CBAH1.DAT TIME/DATE OF STUDY: 13:51 3/21/1990 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ............................................................................ ............................................................................ 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(1NCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DEC1MAL) TO USE FOR FRICTION SLOPE = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED .90 -USER-SPECIFIED VALUES ARE AS FOLLOWS (INITIAL BASIN) : 'C(M1N) = 16.94 RAIN INTENSITY(INCH/HOUR) = 3.12 TOTAL AREA(ACRES) = 4.50 TOTAL RUNOFF(CFS) = L (FEET) = 500.00 S = 4.6% SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 Tc = 1.811.1-C) (L)"' [ s ( 100 3 "3 5.61 ....................................................... ***** t FMW PROCESS FROM NODE 100.10 TO NODE 101.00 IS CODE = 6 t**** r* ............................................................................ >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 297.00 DOWNSTREAM ELEVATION = 262.00 STREET LENGTH(FEET) = 600.00 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) = 12.83 STREET FLOWDEPTH(FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 10.46 AVERAGE FLOW VELOCITY (FEET/SEC.) = 5.29 PRODUCT OF DEPTH&VELoCITY = 1.78 STREETFLOW TRAVELTIME(M1N) = 1.89 TC(M1N) = 18.83 -- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.913 .USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 SUBAREA AREA(ACRES) = 12.37 SUBAREA RUNOFF(CFS) = 14.41 354 SUMMED, AREA(ACRES) = 16.87 TOTAL RUNOFF(CFS) = 20.02 END OF SUBAREA STREETFMW HYDRAULICS: DEPTH (FEET) = .37 HALFSTREET FLOODWIDTH (FEET) = 12.20 - FLOW VEMCITY(FEET/SEC.) = 6.24 DEPTH*VEMCITY = 2.31 ............................................................................ FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.4 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 17.0 UPSTREAM NODE ELEVATION = 262.00 DOWNSTREAM NODE ELEVATION = 215.00 FLOWLENGTH(FEET) = 725.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 TRAVEL TIME(M1N.) = .71 TC(M1N.) = 19.54 __________--_______--------------------------------------------------------- ___________________--------------------------------------------------------- PIPEFLOW THRU SUBAREA(CFS) = 20.02 ............................................................................ FLOW PROCESS FROM NODE 133.00 TO NODE 102.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.844 - *USER SPECIFIED (SUBAREA) : :INGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 SUBAREA AREA(ACRES) = 26.66 SUBAREA RUNOFF(CFS) = 30.32 TOTAL AREA(ACRES) = 43.53 TOTAL RUNOFF(CFS) = 50.35 TC(M1N) = 19.54 ............................................................................ FLOW PROCESS FROM NODE 102.00 TO NODE 104.00 IS CODE = 3 >>>>>COMPUTE PIPEFMW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.4 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 16.5 UPSTREAM NODE ELEVATION = 215.00 DOWNSTREAM NODE ELEVATION = 175.00 FLOWLENGTH(FEET) = 1200.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 27.00 NUMBER OF PIPES = 1 PIPEFMW THRU SUBAREA(CFS) = 50.35 TRAVEL TIME(M1N.) = 1.22 TC(M1N.) = 20.76 ............................................................................ ............................................................................ ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 105.00 TO NODE 104.00 IS CODE = 8 ............................................................................ -'>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.735 . ___________________-____________________--------------------------------- . *USER SPECIFIED (SUBAREA) : 355 SINGLE'FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4ooo SUBAREA AREA(ACRES) = 40.42 SUBAREA RUNOFF(CFS) = 44.22 TOTAL AREA(ACRES) = 83.95 TOTAL RUNOFF(CFS) = 94.57 TC(M1N) = 20.76 - ............................................................................ FLOW PROCESS FROM NODE 104.00 TO NODE 106.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BC DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.6 INCHES PROPOSE 39" RCP PIPEFLOW VELOCITY(FEET/SEC.) = 15.1 UPSTREAM NODE ELEVATION = 175.00 DOWNSTREAM NODE ELEVATION = 159.00 FLOWLENGTH(FEET) = 925.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 39.00 NUMBER OF PIPES = 1 TRAVEL TIME(M1N.) = 1.02 TC(M1N.) = 21.78 ............................................................................ ________________________________________------------------------------------ -_______________________________________------------------------------------ PIPEFLOW THRU SUBAREA(CFS) = 94.57 ............................................................................ FLOW PROCESS FROM NODE 107.00 TO NODE 106.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ~ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.652 - *USER SPECIFIED(SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 17.39 SUBAREA RUNOFF(CFS) = 20.75 TOTAL AREA(ACRES) = 101.34 TOTAL RUNOFF(CFS) = 115.32 TC(M1N) = 21.78 ............................................................................ FLOW PROCESS FROM NODE 106.00 TO NODE 106.10 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BC DEPTH OF FLOW IN 45.0 INCH PIPE IS 34.7 INCHES PROPOSE 42"-48" RCP PIPEFLOW VELOCITY (FEET/SEC. ) = 12.6 PER APPROVED PLANS UPSTREAM NODE ELEVATION = 159.00 WWNSTREAM NODE ELEVATION = 150.00 FLOWLENGTH(FEET) = 925.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER (INCH) = 45.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 115.32 TRAVEL TIME(M1N.) = 1.22 TC(M1N.) = 23.00 ............................................................................ ............................................................................ SINGLE'FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 18.78 SUBAREA RUNOFF(CFS) = 21.63 TOTAL AREA(ACRES) = 120.12 TOTAL RUNOFF(CFS) = 136.95 - TC(M1N) = 23.00 ............................................................................ FLOW PROCESS FROM NODE 106.10 TO NODE 106.10 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 23.00 RAINFALL INTENSITY (INCH./HOIJR) = 2.56 TOTAL STREAM AREA (ACRES) = 120.12 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 136.95 ______---____-------__________c_________------------------------------------ __________--- ........................................................................ ............................................................................ FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ............................................................................ -____________ ........................................................................... USER-SPECIFIED VALUES ARE AS FOLLOWS (INITIAL BASIN): TC(M1N) = 15.22 RAIN INTENSITY(INCH/HOUR) = 3.34 L (FEET) = 600.00 S = 8.3% SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 TOTAL AREA(ACRES) = 7.50 TOTAL RUNOFF(CFS) = 10.02 - TC = 1.8f1.1-Cl fL)"* s ( 100 1 "3 ............................................................................ FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 220.00 DOWNSTREAM ELEVATION = 175.00 STREET LENGTH(FEET) = 1120.00 CURB HEIGTH(1NCHES) = 6. STREET HALFWIM"(FEET) = 20.00 STREET CROSSFALL(DEC1MAL) = -0200 SPECIFIED NUMBER OF HALFSTREETS C.1RRYING RUNOFF = 2 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .6400 ............................................................................ ----------___ ......................................................................... **TRAVELTIME COMPUTED USING MEAN FLoW(CFS) = 29.03 STREET FLOWDEPTH(FEET) = .44 HALFSTREET FLOODWIDTH (FEET) = 15.66 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 5.64 PRODUCT OF DEPTH&VELOCITY = 2.48 STREETFLOW TRAVELTIME(M1N) = 3.31 TC(M1N) = 18.53 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.943 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .6400 SUBAREA AREA(ACRES) = 20.33 SUBAREA RUNOFF(CFS) = 38.29 SUMMED AREA(ACRES) = 27.83 TOTAL RUNOFF(CFS) = 48.31 JEPTH (FEET) = .51 HALFSTREET FLOODWIDTH (FEET) = 19.13 FLOW VELOCITY(FEET/SEC.) = 6.39 DEPTH*VELOCITY = 3.25 -SND OF SUBAREA STREETFLOW HYDRAULICS: 357 ............................................................................ FLOW PROCESS FROM NODE 203.00 TO NODE 202.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< - .____----__________-------------------------------------------------------- ________-__________--------------------------------------------------------- --____-----_____-__--------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.943 *USER SPECIFIED(SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 SUBAREA AREA(ACRES) = 11.32 SUBAREA RUNOFF(CFS) = 13.33 TOTAL AREA(ACRES) = 39.15 TOTAL RUNOFF(CFS) = 61.64 TC(M1N) = 18.53 ............................................................................ FLOW PROCESS FROM NODE 202.,00 TO NODE 106.10 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ............................................................................ DEPTH OF FLOW IN 27.0 INCH PIPE IS 22.0 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 17.8 UPSTREAM NODE ELEVATION = 175.00 DOWNSTREAM NODE ELEVATION = 150.00 FLOWLENGTH(FEET) = 660.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER( INCH) = 27.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 61.64 TRAVEL TIME(M1N.) = .62 TC(M1N.) = 19.15 .............................................................. FLOW PROCESS FROM NODE 202.00 TO NODE 106.10 IS CODE = 1 * * * * * * * * * 8 * * 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.881 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .6000 SUBAREA AREA(ACRES) = 4.96 SUBAREA RUNOFF(CFS) = 8.57 TOTAL AREA(ACRES) = 44.11 TOTAL RUNOFF(CFS) = 70.21 TC(M1N) = 19.15 ............................................................................ FLOW PROCESS FROM NODE 106.10 TO NODE 106.10 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) = 19.15 RAINFALL INTENSITY (INCH./HOUR) = 2.88 TOTAL STREAM AREA (ACRES) = 44.11 ............................................................................ _TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 70.21 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 358 ............................................................................ 1 136.95 23.00 2.560 2 70.21 19.15 2.881 - RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF (CFS) = 199.34 TIME (MINUTES) = 23.000 199.34 191.89 TOTAL AREA(ACRES) = 164.23 ............................................................................ FLOW PROCESS FROM NODE 106.10 TO NODE 106.20 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BC DEPTH OF FLOW IN 63.0 INCH PIPE IS 46.5 INCHES PROPOSE 54" RCP PIPEFMW VELOCITY (FEET/SEC. ) = 11.6 UPSTREAM NODE ELEVATION = 150.00 DOWNSTREAM NODE ELEVATION = 146.00 FLOWLENGTH(FEET) = 750.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 63.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 199.34 TRAVEL TIME(M1N.) = 1.07 TC(M1N.) = 24.07 ............................................................................ ---____--------___---------------------------------------------------------- ____________________-------------------------------------------------------- ............................................................................ - PROCESS FROM NODE 110.00 TO NODE 106.20 IS CODE = 8 . .......................................................................... >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FMW<<<<< -_______----____________________________--------------------------_--------- ________________________________________------------------------------------ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.486 *USER SPECIFIED (SUBAREA) : COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7500 SUBAREA AREA(ACRES) = 16.28 SUBAREA RUNOFF(CFS) = 30.35 TOTAL AREA(ACRES) = 180.51 TOTAL RUNOFF(CFS) = 229.69 TC(M1N) = 24.07 ............................................................................ FLOW PROCESS FROM NODE 106.20 TO NODE 106.30 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BC DEPTH OF FLOW IN 72.0 INCH PIPE IS 55.7 INCHES PROPOSE 54" RCP PIPEFLOW VELOCITY (FEET/SEC. ) = 9.8 UPSTREAM NODE ELEVATION = 146.00 DOWNSTREAM NODE ELEVATION = 145.00 FLOWLENGTH(FEET) = 320.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 72.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 229.69 ............................................................................ ........................................................................... -TRAVEL TIME(M1N.) = .54 TC(M1N.) = 24.62 ............................................................................ 359 FLOW PROCESS FROM NODE 111.00 TO NODE 106.30 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ -------- .............................................................................. - 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.450 *USER SPECIFIED (SUBAREA) : INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .6400 SUBAREA AREA(ACRES) = 8.54 SUBAREA RUNOFF(CFS) = 13.39 TOTAL AREA(ACRES) = 189.05 TOTAL RUNOFF(CFS) = 243.08 TC(M1N) = 24.62 ............................................................................ FLOW PROCESS FROM NODE 106.30 TO NODE 106.40 IS CODE = 5 ............................................................................ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BC UPSTREAM NODE ELEVATION = 145.00 STOMWATER ATTENUATION DOWNSTREAM NODE ELEVATION = 144.50 REQUIRED CHANNEL LENGTH THRU SUBAREA(FEET) = 70.00 (EXIST. 48" RCP INADEQUATE) CHANNEL BASE(FEET) = 6.00 "2" FACTOR = 1.000 MA"1NGS FACTOR = -015 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 243.08 FLOW VELOCITY (FEET/SEC) = 11.56 FLOW DEPTH(FEET) = 2.48 TRAVEL TIME (MIN. ) = .10 TC(M1N.) = 24.72 ........................................................................... _________--_________------------------------------------ ............................................................................ -~T.OW PROCESS FROM NODE 106.30 TO NODE 106.40 IS CODE = 1 .......................................................................... >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ............................................................................ TIME OF CONCENTRATION(M1NUTES) = 24.72 RAINFALL INTENSITY (INCH./HOUR) = 2.44 TOTAL STREAM AREA (ACRES) = 189.05 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 243.08 ............................................................................ FLOW PROCESS FROM NODE 300.00 TO NODE 300.10 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< BEGIN LINE ECA ............................................................................ USER-SPECIFIED VALUES ARE AS FOLLOWS (INITIAL BASIN): TC(M1N) = 17.76 RAIN INTENSITY(INCH/HOUR) = 3.02 TOTAL AREA (ACRES) = 5.02 TOTAL RUNOFF(CFS) = 6.07 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 L (FEET) = 750.00 s = 7.3% TC = 1.8(1.1-C) (L)'/' [ s ( 100 ] '13 360 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 265.00 DOWNSTREAM ELEVATION = 215.00 STREET LENGTH(FEET) = 900.00 CURB HEIGTH(1NCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DEC1MAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 ---------- ............................................................................ **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) s 19.32 STREET FLOWDEPTH(FEET) = .45 HALFSTREET FLOODWIDTH(FEET) = 16.24 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 7.01 PRODUCT OF DEPTH&VELOCITY = 3.16 STREETFLOW TFZAVELTIME(M1N) = 2.14 TC(M1N) = 19.90 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.810 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 SUBAREA AREA(ACRES) = 23.59 SUBAREA RUNOFF(CFS) = 26.52 SUMMED AREA(ACRES) = 28.61 TOTAL RUNOFF(CFS) = 32.59 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .52 HALFSTREET FLOODWIDTH (FEET) = 19.7 1 FLOW VELOCITY(FEET/SEC.) = 8.14 DEPTH*VELOCITY = 4.24 ............................................................................ FLOW PROCESS FROM NODE 301.00 TO NODE 301.10 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVkLTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BCA DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.8 INCHES PROPOSE 24" RCP PIPEFLOW VELOCITY(FEET/SEC.) = 13.0 PER CITY OF CARLSBAD UPSTREAM NODE ELEVATION = 215.00 DOWNSTREAM NODE ELEVATION = 192.00 FLOWLENGTH(FEET) = 950.00 MANNINGS N = -012 ESTIMATED PIPE DIAMETER(1NCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 32.59 TRAVEL TIME(M1N.) = 1.21 TC(M1N.) = 21.12 .................................... ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 301.10 TO NODE 106.40 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BCA DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.8 INCHES PROPOSE 24" RCP PIPEFLOW VELOCITY (FEET/SEC. ) = 16.0 PER CITY OF CARLSBAD UPSTREAM NODE ELEVATION = 192.00 DOWNSTREAM NODE ELEVATION = 144.00 FLOWLENGTH(FEET) = 1200.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 32.59 TRAVEL TIME(M1N.) = 1.25 TC(M1N.) = 22.36 ........................ ........................................................................... - ............................................................................ FLOW PROCESS FROM NODE 106.30 TO NODE 106.40 IS CODE = 1 361 ............................................................................ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< RESUME LINE BC CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 22.36 RAINFALL INTENSITY (INCH./HOUR) = 2.61 TOTAL STREAM AREA (ACRES) = 28.61 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 32.59 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) -___________________-------------------------------------------------------- ............................................................................ 1 243.08 24.72 2.444 2 32.59 22.36 2.607 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 273.63 TIME(M1NUTES) = 24.720 TOTAL AREA(ACRES) = 217.66 273.63 260.46 ............................................................................ FLOW PROCESS FROM NODE 106.40 TO NODE 106.50 IS CODE = 3 ............................................................................ -. >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BC DEPTH OF FLOW IN 66.0 INCH PIPE IS 52.4 INCHES STORMWATER ATTENUATION PIPEFLOW VELOCITY (FEET/SEC. ) = 13.5 REQUIRED UPSTREAM NODE ELEVATION = 144.50 (EXIST. 48" INADEQUATE) DOWNSTREAM NODE ELEVATION = 144.00 FLOWLENGTH (FEET) = 75.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER( INCH) = 66.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 273.63 TRAVEL TIME(M1N.) = .09 TC(M1N.) = 24.81 - ------------ ........................................................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.438 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4400 SUBAREA AREA(ACRES) = 29.26 SUBAREA RUNOFF(CFS) = 31.38 TOTAL AREA(ACRES) = 246.92 TOTAL RUNOFF(CFS) = 305.01 TC(M1N) = 24.81 7 .......................................................................... ZLOW PROCESS FROM NODE 106.50 TO NODE 106.60 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ 362 >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 57.0 INCH PIPE IS 44.0 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 2 0.8 (EXIST. 48" DOWNSTREAM NODE ELEVATION = 134.00 FLOWLENGTH(FEET) = 520.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER (INCH) = 57.00 NUMBER OF PIPES = 1 PIPEFLOW T'HRU SUBAREA(CFS) = 305.01 TRAVEL TIME(M1N.) = .42 TC(M1N.) = 25.23 -----___L===========P===========E===========-------------------------=------ - UPSTREAM NODE ELEVATION = 144.00 WITH STREET FMW) .............................................................................. FMW PROCESS FROM NODE 113.00 TO NODE 106.60 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.412 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 SUBAREA AREA(ACRES) = 12.41 SUBAREA RUNOFF(CFS) = 11.97 ' TOTAL AREA(ACRES) = 259.33 TOTAL RUNOFF(CFS) = 316.98 TC(M1N) = 25.23 ............................................................................ FLOW PROCESS FROM NODE 106.60 TO NODE 106.70 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ -- >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BC DEPTH OF FLOW IN 51.0 INCH PIPE IS 39.2 INCHES STORMWATER ATTENUATION PIPEFLOW VEMCITY(FEET/SEC.) = 27.1 REQUIRED UPSTREAM NODE ELEVATION = 134.00 (EXIST. 48" INADEQUATE) DOWNSTREAM NODE ELEVATION = 75.00 FLOWLENGTH(FEET) = 1550.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 51.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 316.98 TRAVEL TIME(M1N.) = .95 TC(M1N.) = 26.18 .......................................................................... ----------------___------------------------------------------------------- ............................................................................ FMW PROCESS FROM NODE 114.00 TO NODE 106.70 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ----__-_---_____________________________------------------------------------ ---__________________------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.355 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 SUBAREA AREA(ACRES) = 24.18 SUBAREA RUNOFF(CFS) = 29.61 TOTAL AREA(ACRES) = 283.51 TOTAL RUNOFF(CFS) = 346.59 TC(M1N) = 26.18 ............................................................................ .- FMW PROCESS FROM NODE 106.60 TO NODE 106.70 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ........................................................................... 363 -----__- --------~==--------- ................................................................. ---_ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 26.18 - RAINFAhL INTENSITY (INCH./HOUR) = 2.35 TOTAL STREAM AREA (ACRES) = 283.51 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 346.59 DATA TO PAGE 370 ............................................................................ 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 * * AGUA HEDIONDA CREEK BASIN * * VOLUME 2 * .......................................................................... FILE NAME: CBAH4.DAT TIME/DATE OF STUDY: 16:28 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) = 2.600 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 400.00 TO NODE 400.10 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: (INITIAL BASIN) ............................................................................ _______________--_-_____________________------------- TC(M1N) = 16.24 RAIN INTENSITY(INCH/HOUR) = 3.20 - TOTAL AREA (ACRES) = 5.20 TOTAL RUNOFF(CFS) = 6.83 L (FEET) = 500.00 s = 5.0% SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4100 364 TC = 1.. 8 f 1.1-C) IL)"' [ s ( 100 3 '13 ............................................................................ - FLOW PROCESS FROM NODE 400.10 TO NODE 401.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 215.00 DOWNSTREAM ELEVATION 5 184.00 STREET LENGTH(FEET) = 800.00 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 = .4100 ........................................................................... ........................................................ .................... **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 19.56 HALFSTREET FLOODWIDTH(FEET) = 13.35 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.15 PRODUCT OF DEFTH&VELOCITY = 2.02 STREET FMWDEPTH (FEET) = .39 STREETFMW TRAVELTIME(M1N) = 2.59 TC(M1N) = 18.83 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.912 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4100 SUBAREA AREA(ACRES) = 21.22 SUBAREA RUNOFF(CFS) = 25.34 SUMMED AREA(ACRES) = 26.42 TOTAL RUNOFF(CFS) = 32.17 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .45 HALFSTREET FLOODWIDTH (FEET) = 16.24 FLOW VEMCITY(FEET/SEC.) = 5.84 DEPTH*VELOCITY = 2.63 ,- .......................................................................... 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 30.0 INCH PIPE IS 19.6 INCHES (EXIST. 24" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 9.5 UPSTREAM NODE ELEVATION = 184.00 DOWNSTREAM NODE ELEVATION = 183.50 FLOWLENGTH (FEET) = 50.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 32.17 TRAVEL TIME(M1N.) = .09 TC(M1N.) = 18.92 -________-______________________________----------------------------------- ............................................................................ FLOW 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 30.0 INCH PIPE IS 19.6 INCHES (EXIST. 24" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 9.5 DOWNSTREAM NODE ELEVATION = 183.00 FLOWLENGTH (FEET) = 50.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 30.00 NUMBER OF PIPES = 1 ............................................................................ ............................................................................ .-UPSTREAM NODE ELEVATION = 183.50 365 PIPEFLOW THRU SUBAREA(CFS) = 32.17 TRAVEL' TIME (MIN. ) = .09 TC(MIN.1 = 19.01 - .......................................................................... FLOW PROCESS FROM NODE 401.20 TO NODE 401.30 IS CODE = 3 >>>>>COMPUTE PIPEFMW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.9 INCHES (EXIST. 24" RCP) PIPEFLOW VELOCITY(FEET/SEC.) = 16.4 UPSTREAM NODE ELEVATION = 183.00 DOWNSTREAM NODE ELEVATION = 171.60 FLOWLENGTH(FEET) = 250.00 MA"1NGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 32.17 TRAVEL TIME(M1N.) = .25 TC(M1N.) = 19.26 ............................................................................ ______-----__--------------------------------------------------------------- _______---___--------------------------------------------------------------- ............................................................................ 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 21.0 INCH PIPE IS 15.9 INCHES (EXIST. 24" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 16.4 UPSTREAM NODE ELEVATION = 171.60 DOWNSTREAM NODE ELEVATION = 139.60 .XOWLENGTH(FEET) = 700.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER (INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFMW THRU SUBAREA(CFS) = 32.17 TRAVEL TIME(M1N.) = .71 TC(M1N.) = 19.97 ............................................................................ ________________________________________-----------------_------------------ ----------_________--------------------------------------------------------- ............................................................................ FLOW PROCESS FROM NODE 401.40 TO NODE 401.40 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ............................................................................ -------_________________________________------------------------------------ ---_____________________________________------------------------------------ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 19.97 RAINFALL INTENSITY (INCH./HOUR) = 2.80 TOTAL STREAM AREA (ACRES) = 26.42 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 32.17 ............................................................................ FLOW PROCESS FROM NODE 500.00 TO NODE 500.10 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS (INITIAL BASIN): ............................................................................ ---_____________________________________------------------------------------ --------________________________________------------------------------------ - TC(M1N) = 27.12 RAIN INTENSITY(INCH/HOUR) = 2.30 TOTAL AREA(ACRES) = 9.90 TOTAL RUNOFF(CFS) = 9.11 L (FEET) = 1200.00 S = 4.2% SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 366 112 Tc = 1.811.1-C) (L) [ s ( 100 ] 113 r .......................................................................... FLOW PROCESS FROM NODE 500.10 TO NODE 501.00 IS CODE = 6 >>>>>COMPUTE STREETFMW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 275.00 DOWNSTREAM ELEVATION = 220.00 STREET LENGTH(FEET) = 600.00 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) = 17.11 STREET FLOWDEPTH(FEET) = .34 HALFSTREET FMODWIDTH(FEET) = 10.46 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 7.05 PRODUCT OF DEPTH&VELOCITY = 2.37 STREETFLOW TRAVELTIME(M1N) = 1.42 TC(M1N) = 28.54 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.227 *USER SPECIFIED(SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 SUBAREA AREA(ACRES) = 17.94 SUBAREA RUNOFF(CFS) = 15.98 SUMMED AREA(ACRES) = 27.84 TOTAL RUNOFF(CFS) = 25.09 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .37 HALFSTREET FLOODWIDTH (FEET) = 12.2 0 FLOW VELoCITY(FEET/SEC.) = 7.82 DEPTH*VELOCITY = 2.89 - ............................................................................ FLOW PROCESS FROM NODE 501.00 TO NODE 501.10 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.1 UPSTREAM NODE ELEVATION = 220.00 DOWNSTREAM NODE ELEVATION = 209.50 FLoWLENGTH(FEET) = 300.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER (INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 25.09 TRAVEL TIME(M1N.) = .35 TC(M1N.) = 28.89 ............................................................................ -____- ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 501.10 TO NODE 401.40 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.6 INCHES - PIPEFMW VELOCITY(FEET/SEC.) = 19.1 UPSTREAM NODE ELEVATION = 209.50 DOWNSTREAM NODE ELEVATION = 139.60 FLOWLENGTH(FEET) = 900.00 MA"1NGS N = .012 ---___ ............................................................................ 367 ESTIMATED PIPE DIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 25.09 TRAVEL TIME(M1N.) = .79 TC(M1N.) = 29.68 - ............................................................................ FLOW PROCESS FROM NODE 501.10 TO NODE 401.40 I5 CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ............................................................................. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.172 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = -4900 SUBAREA AREA(ACRES) = 7.95 SUBAREA RUNOFF(CFS) = 8.46 TOTAL AREA(ACRES) = 35.79 TOTAL RUNOFF(CFS) = 33.55 TC(M1N) j 29.68 ............................................................................ FLOW PROCESS FROM NODE 501.10 TO NODE 401.40 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) = 29.68 RAINFALL INTENSITY (INCH./HOUR) = 2.17 TOTAL STREAM AREA (ACRES) = 35.79 ___________--_______---------------------__--------------------------------- ............................................................................ _TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 33.55 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER ( CFS ) (MIN.) (INCH/HOUR) ............................................................................ 1 32.17 19.97 2.804 2 33.55 29.68 2.172 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 58.47 TIME(M1NUTES) = 29.678 TOTAL AREA(ACRES) = 62.21 58.16 58.47 ............................................................................ FLOW PROCESS FROM NODE 401.20 TO NODE 401.40 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ .............................................................................. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.172 *USER SPECIFIED(SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = -5000 SUBAREA AREA(ACRES) = 7.90 SUBAREA RUNOFF(CFS) = 8.58 I'C(M1N) = 29.68 --TOTAL AREA(ACRES) = 70.11 TOTAL RUNOFF(CFS) = 67.05 368 ............................................................................ 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 27.0 INCH PIPE IS 21.9 INCHES (EXIST. 36" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 19.4 UPSTREAM NODE ELEVATION = 139.60 DOWNSTREAM NODE ELEVATION = 99.00 FLOWLENGTH(FEET) = 900.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER( INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 67.05 TRAVEL TIME(M1N.) = .77 TC(M1N.) = 30.45 --_____--__________--------------------------------------------------------- _______--___________-------------------------------------------------------- ............................................................................ FLOW PROCESS FROM NODE 401.50 TO NODE 106.70 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FMW IN 36.0 INCH PIPE IS 27.5 INCHES (EXIST. 42" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 11.6 UPSTREAM NODE ELEVATION = 99.00 DOWNSTREAM NODE ELEVATION = 94.60 FLOWLENGTH(FEET) = 400.00 MA"1NGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 36.00 NUMBER OF PIPES = 1 TRAVEL TIME(M1N.) = .58 TC(M1N.) = 31.03 ............................................................................ ____________________-------------------------------------------------------- ............................................................................ ~.~ PIPEFLOW THRU SUBAREA(CFS) = 67.05 ............................................................................ FLOW PROCESS FROM NODE 402.00 TO NODE 106.70 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ .......................................................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.110 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = -5000 SUBAREA AREA(ACRES) = 18.73 SUBAREA RUNOFF(CFS) = 19.76 TOTAL AREA(ACRES) = 88.84 TOTAL RUNOFF(CFS) = 86.81 TC(M1N) = 31.03 ............................................................................ FLOW PROCESS FROM NODE 402.00 TO NODE 106.70 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 31.03 RAINFALL INTENSITY (INCH./HOUR) = 2.11 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 86.81 CONFLUENCE INFORMATION: ............................................................................ .......................................................................... - TOTAL STREAM AREA (ACRES) = 88.84 369 RESUME CBAHl-DAT FLOW PROCESS FROM NODE 402.00 TO NODE 106.70 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< FROM PAGE 364 ............................................................................ _____________c-------------------------------------------------------------- ............................................................................ -____________ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(M1N) = 31.03 RAIN INTENSITY(INCH/HOUR) = 2.11 TOTAL AREA(iaCRES) = 88.84 TOTAL RUNOFF(CFS) = 86.81 ............................................................................ FLOW PROCESS FROM NODE 402.00 TO NODE 106.70 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) = 31.03 RAINFALL INTENSITY (INCH./HOUR) = 2.11 TOTAL STREAM AREA (ACRES) = 88.84 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 86.81 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) ............................................................................ 1 346.59 26.18 2.355 2 86.81 31.03 2.110 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 424.39 397.44 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 424.39 TIME(M1NUTES) = 26.182 TOTAL AREA(ACRES) = 372.35 370 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.355 *USER SPECIFIED(SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 SUBAREA AREA(ACRES) = 12.63 SUBAREA RUNOFF(CFS) = 11.90 TOTAL AREA(ACRES) = 384.98 TOTAL RUNOFF(CFS) = 436.29 TC(M1N) 26.18 ............................................................................ FLOW PROCESS FROM NODE 106.70 TO NODE 106.80 I5 CODE = 3 >>>>>COMPUTE PIPEFMW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BC DEPTH OF FLOW IN 69.0 INCH PIPE IS 54.9 INCHES PROPOSE PARALLEL 4899 PIPEFLOW VELOCITY(FEET/SEC.) = 19.7 (EXIST. 48" INADEQUATE) UPSTREAM NODE ELEVATION = 75.00 DOWNSTREAM NODE ELEVATION = 74.00 FLOWLENGTH (FEET) = 75.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER (INCH) = 69.00 NUMBER OF PIPES = 1 PIPEFMW THRU SUBAREA(CFS) = 436.29 TRAVEL TIME(M1N.) = .06 TC(M1N.) = 26.25 __________c-----------------------------------------~----------------------- ---------- ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 106.80 TO NODE 106.90 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BC c_______________________________________------------------------------------ .......................................................................... DEPTH OF FLOW IN 60.0 INCH PIPE IS 47.4 INCHES PROPOSE PARALLEL 48" PIPEFLOW VELOCITY(FEET/SEC.) = 26.2 (EXIST. 48" INADEQUATE) UPSTREAM NODE ELEVATION = 74.00 DOWNSTREAM NODE ELEVATION = 64.00 FLOWLENGTH(FEET) = 350.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER (INCH) = 60.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 436.29 TRAVEL TIME(M1N.) = .22 TC(M1N.) = 26.47 ............................................................................ FMW PROCESS FROM NODE 106.90 TO NODE 106.10 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BC -__________-____________________________------------------------------------ ------____-----_________________________------------------------------------ DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.4 INCHES PROPOSE PARALLEL 48" RCP PIPEFLOW VELOCITY (FEET/SEC. ) = 41.5 (EXIST. 48" INADEQUATE) UPSTREAM NODE ELEVATION = 64.00 WWNSTREAM NODE ELEVATION = 50.50 FLOWLENGTH (FEET) = 140.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 436.29 TRAVEL TIME(M1N.) = .06 TC(M1N.) = 26.52 x*************************************************************************** FLOW PROCESS FROM NODE 106.10 TO NODE 106.11 IS CODE = 3 371 ________L-----------------------------------------------------------~------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BC DEPTH OF FLOW IN 54.0 INCH PIPE IS 41.2 INCHES PROPOBE PARALLEL 48" RCP PIPEFLOW VELOCITY (FEET/SEC. ) = 3 3.5 (EXIST. 48" RCP) UPSTREAM NODE ELEVATION = 50.50 DOWNSTREAM NODE ELEVATION = 36.50 FLOWLENGTH1FEET) = 260.00 MANNINGS N = .012 ............................................................................ - ------- - ~~ ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 436.29 TRAVEL TIME(M1N.) = .13 TC(M1N.) = 26.65 ............................................................................ FLOW PROCESS FROM NODE 600.00 TO NODE 600.10 IS CODE = 7 ............................................................................ ->>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS (INITIAL BASIN): TC(M1N) = 8.85 RAIN INTENSITY(INCH/HOUR) = 4.74 TOTAL ARE!A(ACRES) = 1.93 TOTAL RUNOFF(CFS) = 3.66 L (FEET) = 350.00 s= 15.0% SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500 _--_-_-------_--__------------------------- ............................................................................ FLOW PROCESS FROM NODE 600.10 TO NODE 601.30 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 250.00 DOWNSTREAM ELEVATION = 185.00 STREET LENGTH(FEET) = 1200.00 CURB HEIGTH(1NCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFAU(DEC1MAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4400 ............................................................................ ........................................................................... **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 23.04 STREET FLOWDEPTH(FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 13.35 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 6.06 c PRODUCT OF DEPTH&VELOCITY = 2.38 STREETFLOW TRAVELTIME (MIN) = 3.30 TC (MIN) = 12.15 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.863 372 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4400 SUBAREA AREA(ACRES) = 22.75 SUBAREA RUNOFF(CFS) = 38.67 SUMMED AREA(ACRES) = 24.68 TOTAL RUNOFF(CFS) = 42.33 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .4 6 HALFSTREET FLOODWIDTH (FEET) = 16.82 FLOW VELOCITY(FEET/SEC.) = 7.18 DEPTH*VEMCITY = 3.32 ............................................................................ FLOW PROCESS FROM NODE 601.30 TO NODE 601.40 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FMW IN 24.0 INCH PIPE IS 17.2 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 17.6 UPSTREAM NODE ELEVATION = 179.40 DOWNSTREAM NODE ELEVATION = 167.80 FLoWLENGTH(FEET) = 260.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 42.33 TRAVEL TIME(M1N.) = .25 TC(M1N.) = 12.40 ............................................................................ ________________________________________-------------------------------_---- _______________----_-------------------------------------------------------- ............................................................................ FLOW PROCESS FROM NODE 601.40 TO NODE 601.50 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ -->>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ___________________-____________________---------------------------------- DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.4 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 16.3 UPSTREAM NODE ELEVATION = 167.80 DOWNSTREAM NODE ELEVATION = 161.00 FLOWLENGTH(FEET) = 180.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 24.00 NUMBER OF PIPES = 1 PIPEFMW THRU SUBAREA(CFS) = 42.33 TRAVEL TIME(M1N.) = .18 TC(M1N.) = 12.58 ............................................................................ FLOW PROCESS FROM NODE 601.50 TO NODE 601.60 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.6 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 14.5 UPSTREAM NODE ELEVATION = 161.00 DOWNSTREAM NODE ELEVATION = 157.50 FLOWLENGTH(FEET) = 110.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER (INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFMW THRU SUBAREA(CFS) = 42.33 ............................................................................ ---_____________________________________------------------------------------ --______________________________________----------------_------------------- .- TRAVEL TIME(M1N.) = .13 TC(M1N.) = 12.71 ............................................................................ 373 FLOW PROCESS FROM NODE 601.60 TO NODE 601.70 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ - >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< _____---____________------------------------------------------------------ DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 34.6 UPSTREAM NODE ELEVATION = 157.50 DOWNSTREAM NODE ELEVATION = 123.00 FLOWLENGTH(FEET) = 130.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 42.33 TRAVEL TIME (MIN. ) = .06 TC(M1N.) = 12.77 ............................................................................ FLOW PROCESS FROM NODE 601.70 TO NODE 601.80 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 33.0 INCH PIPE IS 21.9 INCHES (EXIST. 30" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 10.1 UPSTREAM NODE ELEVATION = 123.00 DOWNSTREAM NODE ELEVATION = 119.80 FLOWLENGTH(FEET) = 320.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 42.33 ............................................................................ ............................................................................ - TRAVEL TIME(M1N.) = .53 TC(M1N.) = 13.30 ............................................................................ FMW PROCESS FROM NODE 601.30 TO NODE 601.80 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ................................................................. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.645 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5300 SUBAREA AREA(ACRES) = 12.78 SUBAREA RUNOFF(CFS) = 24.69 TOTAL AREA(ACRES) = 37.46 TOTAL RUNOFF(CFS) = 67.02 TC(M1N) = 13.30 ............................................................................ FLOW PROCESS FROM NODE 601.80 TO NODE 601.90 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 34.7 UPSTREAM NODE ELEVATION = 119.80 DOWNSTREAM NODE ELEVATION = 85.00 LSTIMATED PIPE DIAMETER(1NCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 67.02 TRAVEL TIME(M1N.) = .08 TC(M1N.) = 13.38 ............................................................................ -------_________________________________------------------------------------ - FLOWLENGTH(FEET) = 170.00 MANNINGS N = .012 374 ............................................................................ FLOW PROCESS FROM NODE 601.90 TO NODE 601.10 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< .-.-------------------------------------------------------------------------- >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.0 INCHES (EXIST. 24" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 15.9 UPSTREAM NODE ELEVATION = 85.00 DOWNSTREAM NODE ELEVATION = 57.50 FLOWLENGTH(FEET) = 260.00 MANNINGS N = .024 ESTIMATED PIPE DIAMETER(1NCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 67.02 TRAVEL TIME(M1N.) = .27 TC(M1N.) = 13.65 ............................................................................ FLOW PROCESS FROM NODE 601.11 TO NODE 106.11 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ............................................................................ ............................................................................ DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.2 INCHES (EXIST. 24" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 2 3.5 UPSTREAM NODE ELEVATION = 57.50 DOWNSTREAM NODE ELEVATION = 36.50 FLoWLENGTH(FEET) = 300.00 MANNINGS N = .012 ?IPEFLOW THRU SUBAREA(CFS) = 67.02 TRAVEL TIME(M1N.) = .21 TC(M1N.) = 13.86 ,ESTIMATED PIPE DIAMETER(1NCH) = 27.00 NUMBER OF PIPES = 1 ............................................................................ FLOW PROCESS FROM NODE 601.11 TO NODE 106.11 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) = 13.86 RAINFALL INTENSITY (INCH./HOUR) = 3.55 TOTAL STREAM AREA (ACRES) = 37.46 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 67.02 ............................................................................ CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER ( CFS ) (MIN.) (INCH/HOUR) ............................................................................ 1 436.29 26.65 2.328 2 67.02 13.86 3.548 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 480.25 353.22 ~~ ~ COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 480.25 TIME(M1NUTES) = 26.654 375 TOTAL AREA(ACRES) = 422.44 ............................................................................ - FLOW PROCESS FROM NODE 106.11 TO NODE 106.12 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BC DEPTH OF FLOW IN 57.0 INCH PIPE IS 43.5 INCHES PROPOSE PARALLEL 4819 RCP PIPEFLOW VELOCITY(FEET/SEC.) = 33.1 (EXIST. 48" RCP INADEQUATE) UPSTREAM NODE ELEVATION = 36.50 DOWNSTREAM NODE ELEVATION = 26.70 FLOWLENGTH(FEET) = 200.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 57.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 480.25 TRAVEL TIME (MIN. ) = .10 TC(M1N.) = 26.75 ............................................................................ ___________________--------------------------------------------------------- ............................................................................ FLOW PROCESS FROM NODE 106.12 TO NODE 106.13 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 57.0 INCH PIPE IS 43.6 INCHES (EXIST. 60" RCP) PIPEFLOW VELOCITY(FEET/SEC.) = 33.0 UPSTREAM NODE ELEVATION = 26.70 DOWNSTREAM NODE ELEVATION = .oo ASTIMATED PIPE DIAMETER(1NCH) = 57.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 480.25 TO AGUA HEDIONDA LAGOON TRAVEL TIME(M1N.) = .28 TC(M1N.) = 27.03 ............................................................................ ........................................................................... -'TQWLENGTH(FEET) = 550.00 MA"1NGS N = .012 ............................................................................ FLOW PROCESS FROM NODE 116.00 TO NODE 106.13 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = '2.307 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5300 SUBAREA AREA(ACRES) = 37.57 SUBAREA RUNOFF(CFS) = 45.93 TOTAL AREA(ACRES) = 460.01 TOTAL RUNOFF(CFS) = 526.18 TC(M1N) = 27.03 TO AGUA HEDIONDA LAGOON ............................................................................ FLOW PROCESS FROM NODE 117.00 TO NODE 106.13 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.307 ;INGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .6100 SUBAREA AREA(ACRES) = 28.54 SUBAREA RUNOFF(CFS) = 40.16 TOTAL AREA(ACRES) = 488.55 TOTAL RUNOFF(CFS) = 566.34 *USER SPECIFIED (SUBAREA) : 376 x*************************************************************************** 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 * * AGUA HEDIONDA CREEK BASIN * * VOLUME 2 * .......................................................................... FILE NAME: CBAH70.DAT TIME/DATE OF STUDY: 16:29 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) = 2.600 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 7100.00 TO NODE 7101.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4800 ............................................................................ --_____--___________________ ................................................................................ NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 11.47(MINUTES) INITIAL SUBAREA FLOW-LENGTH (FEET) 5 400.00 UPSTREAM ELEVATION = 79.00 - DOWNSTREAM ELEVATION = . 00 ELEVATION DIFFERENCE = 79.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.010 SUBAREA RUNOFF (CFS) = 21.65 377 TOTAL AREA(ACRES) = 11.25 TOTAL RUNOFF(CFS) = 21.65 TO AGUA HEDIONDA LAGOON ........................................................................... :'LOW PROCESS FROM NODE 7200.00 TO NODE 7201.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ............................................................................ ________________________________________------------------------------------ ________________________________________------------------------------------ USER-SPECIFIED VALUES ARE AS FOLLOWS: (INITIAL BASIN) TC(M1N) = 14.82 RAIN INTENSITY(INCH/HOUR) = 3.40 TOTAL AREA(ACRES) = 19.59 TOTAL RUNOFF(CFS) = 26.64 L (FEET) = 950.00 S = 18.0% SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 TC = 1.811.1-C) fL)"' [ s ( 100 3 '13 TO AGUA HEDIONDA LAGOON ............................................................................ FLOW PROCESS FROM NODE 6900.00 TO NODE 6901.00'1s CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS (INITIAL BASIN) TC(M1N) = 17.47 RAIN INTENSITY(INCH/HOUR) = 3.06 L (FEET) = 400.00 S = 3.0% SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 ............................................................................ ________________________________________------------------------------------ ________________________________________------------------------------------ TOTAL =(ACRES) = 3.63 TOTAL RUNOFF(CFS) = 4.44 Tc = 1.811.1-C) 1L1'" - [ s ( 100 3 lI3 ............................................................................ FLOW PROCESS FROM NODE 6901.00 TO NODE 6902.00 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 5.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.1 UPSTREAM NODE ELEVATION = 100.00 DOWNSTREAM NODE ELEVATION = 57.00 FLOWLENGTH(FEET) = 950.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 TRAVEL TIME(M1N.) = 1.58 TC(M1N.) = 19.05 ............................................................................ -_______________________________________------------------------------------ PIPEFLOW THRU SUBAREA(CFS) = 4.44 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.891 *USER SPECIFIED (SUBAREA) : ;INGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 27.29 SUBAREA RUNOFF(CFS) = 35.51 TOTAL AREA(ACRES) = 30.92 TOTAL RUNOFF(CFS) = 39.95 378 TC(M1N) = 19.05 ............................................................................ FLOW PROCESS FROM NODE 6902.00 TO NODE 6903.00 IS CODE = 3 >>>>>COMPUTE PIPEFMW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 23.7 UPSTREAM NODE ELEVATION = 50.00 DOWNSTREAM NODE ELEVATION = .oo FLOWLENGTH(FEET) = 500.00 MANNINGS N = -012 ESTIMATED PIPE DIAMETER(1NCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 39.95 TO AGUA HEDIONDA LAGOON TRAVEL TIME(M1N.) = .35 TC(M1N.) = 19.40 ______----___--------------------------------------------------------------- ______---____--------------------------------------------------------------- ............................................................................ 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 WINO REAL OCEANSIDE, CA 92054 (619) 722-3495 .......................... DESCRIPTION OF STUDY .......................... 1985,1981 HYDROLOGY MANUAL Ver. 4.1A Release Date: 1/09/89 Serial # 3454 * CARLSMAD MASTER DRAINAGE PLAN * * AGUA HEDIONDA CREEK BASIN * * VOLUME 2 * .......................................................................... FILE NAME: CBAH65.DAT TIME/DATE OF STUDY: 9:51 3/23/1990 379 ............................................................................ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ............................................................................ - 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MXNIMUM 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 6720.00 TO NODE 6721.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ............................................................................ ________________________________________------------------------------------ ________________________________________------------- USER-SPECIFIED VALUES ARE AS FOLLOWS (INITIAL BASIN): TC(M1N) = 13.50 RAIN INTENSITY(INCH/HOUR) = 3.61 TOTAL AREA(ACRES) = 4.50 TOTAL RUNOFF(CFS) = 6.50 L (FEET) = 400.00 S = 6.5% SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 Tc = 1.811.1-C) IL\"2 [ s ( 100 3 "3 - ......................................................................... FMW PROCESS FROM NODE 6721.00 TO NODE 6722.00 IS CODE = 9 ............................................................................ >>>>>COMPUTE "V" GUTTER FLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 76.00 DOWNSTREAM NODE ELEVATION = 72.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 230.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = .080 PAVEMENT LIP(FEET) = .020 MANNINGS N = .0150 PAVEMENT CROSSFALL(DEC1MAL NOTATION) = .02000 MAXIMUM DEPTH(FEET) = 3.00 SOIL CLASSIFICATION IS "A" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 TRAVELTIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC) = 3.36 AVERAGE FLOWDEPTH (FEET) = -29 FMODWIDTH(FEET) = 21.69 "V" GUTTER FLOW TRAVEL TIME(M1N) = 1.14 TC(M1N) = 14.64 SUMMED AREA(ACRES) = 7.22 TOTAL RUNOFF(CFS) = 10.23 END OF SUBAREA Vfq GUTTER HYDRAULICS : DEPTH(FEET) = .31 FLOODWIDTH(FEET) = 23.96 FLOW VELOCITY(FEET/SEC.) = 3.40 DEPTH*VELOCITY = 1.05 ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.426 SUBAREA AREA(ACRES) = 2.72 SUBAREA RUNOFF(CFS) = 3.73 .-c************************************************************************* -'LOW PROCESS FROM NODE 6722.00 TO NODE 6722.10 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ 380 >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(1NCH) INCREASED TO 18.000 DEPTH OF FMW IN 18.0 INCH PIPE IS 7.3 INCHES - PIPEFLOW VELOCITY (FEET/SEC. ) = 15.3 UPSTREAM NODE ELEVATION = 72.00 DOWNSTREAM NODE ELEVATION = 62.00 FMWLENGTH(FEET) = 130.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFMW THRU SUBAREA(CFS) = 10.23 TRAVEL TIME(M1N.) = .14 TC(M1N.) = 14.78 -_____-----____---------------------------------------------- ------------------------------------------------------------~============== ............................................................................ FLOW PROCESS FROM NODE 6722.10 TO NODE 6504.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.0 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 9.0 UPSTREAM NODE ELEVATION = 62.00 DOWNSTREAM NODE ELEVATION = 48.00 FLOWLENGTH(FEET) = 750.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 10.23 TRAVEL TIME(M1N.) = 1.39 TC(M1N.) = 16.17 ............................................................................ ............................................................................ ............................................................................ - FLOW PROCESS FROM NODE 6722.10 TO NODE 6504.00 IS CODE = 8 .......................................................................... >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FMW<<<<< ........................................................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.213 SOIL CLASSIFICATION IS "A" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .BO00 SUBAREA AREA(ACRES) = 10.54 SUBAREA RUNOFF(CFS) = 27.10 TOTAL =(ACRES) = 17.76 TOTAL RUNOFF(CFS) = 37.32 TC(M1N) = 16.17 ............................................................................ FLOW PROCESS FROM NODE 6504.00 TO NODE 6504.10 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFMW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.0 INCHES (EXIST. 36" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 9.7 UPSTREAM NODE ELEVATION = 48.00 DOWNSTREAM NODE ELEVATION = 43.00 FLOWLENGTH(FEET) = 500.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 37.32 ________________________________________------------------------------------ ________________________________________------------------------------------ - TRAVEL TIME(M1N.) = .86 TC(M1N.) = 17.03 381 ............................................................................ FLOW PROCESS FROM NODE 6504.00 TO NODE 6504.10 IS CODE = 1 -_______L-----------------------------------------------------------~------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 17.03 RAINFALL INTENSITY (INCH./HOUR) = 3.11 TOTAL STREAM AREA (ACRES) = 17.76 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 37.32 ............................................................................ - ------- ............................................................................ FLOW PROCESS FROM NODE 6700.00 TO NODE 6701.00 IS CODE = 7 ............................................................................ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS (INITIAL BASIN): TC(M1N) = 22.99 RAIN INTENSITY(INCH/HOUR) = 2.56 ___________________I________l_______l___-----------_-- TOTAL AREA(ACRES) = 11.91 TOTAL RUNOFF(CFS) = 12.20 L (FEET) = 900.00 s = 4.4% SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 TC = l.S(l.1-C) fL)”‘ [ s ( 100 3 ’13 ............................................................................ FLOW PROCESS FROM NODE 6701.00 TO NODE 6702.00 IS CODE = 6 ............................................................................ >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 130.00 DOWNSTREAM ELEVATION = 95.00 STREET LENGTH(FEET) = 600.00 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) = 20.02 HALFSTREET FLOODWIDTH (FEET) = 12.20 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 6.23 PRODUCT OF DEPTH&VELOCITY = 2.31 STREET FLOWDEPTH (FEET) = .37 STREETFLOW TRAVELTIME(M1N) = 1.60 TC(M1N) = 24.59 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.452 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 SUBAREA AREA(ACRES) = 15.93 SUBAREA RUNOFF(CFS) = 15.62 SUMMED AREA(ACRES) = 27.84 TOTAL RUNOFF(CFS) = 27.82 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 13.93 FLOW VELOCITY(FEET/SEC.) = 6.76 DEPTH*VELOCITY = 2.74 ............................................................................ FLOW PROCESS FROM NODE 6702.00 TO NODE 6703.00 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< 382 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.5 INCHES (EXIST. 24" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 14.6 UPSTREAM NODE ELEVATION = 95.00 - DOWNSTREAM NODE ELEVATION = 75.00 FLOWLENGTH(FEET) = 550.00 MA"1NGS N = .012 ESTIMATED PIPE DIAMETER (INCH) = 2 1.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 27.82 TRAVEL TIME(M1N.) = .63 TC(M1N.) = 25.22 ............................................................................ FLOW PROCESS FROM NODE 6702.00 TO NODE 6703.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ _____________________-_---------------------------_-------_---_----_-------- --__________________---------_--_------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.412 *USER SPECIFIED(SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .7100 SUBAREA AREA(ACRES) = 12.71 SUBAREA RUNOFF(CFS) = 21.77 TOTAL AREA(ACRES) = 40.55 TOTAL RUNOFF(CFS) = 49.59 TC(M1N) = 25.22 ............................................................................ FLOW PROCESS FROM NODE 6703.00 TO NODE 6703.10 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< 9EPTH OF FLOW IN 24.0 INCH PIPE IS 18.7 INCHES (EXIST. 24" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 18.8 UPSTREAM NODE ELEVATION = 75.00 DOWNSTREAM NODE ELEVATION = 50.00 FLOWLENGTH(FEET) = 500.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER( INCH) = 24.00 NUMBER OF PIPES = 1 TRAVEL TIME(M1N.) = .44 TC(M1N.) = 25.66 ............................................................................ ____________________---_-----------------------------------------------_---- - PIPEFLOW THRU SUBAREA(CFS) = 49.59 ............................................................................ FLOW PROCESS FROM NODE 6703.00 TO NODE 6703.10 IS CODE = 8 ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ........................................................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.385 *USER SPECIFIED(SUBAREA) : MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 16.41 SUBAREA RUNOFF(CFS) = 17.61 TOTAL AREA(ACRES) = 56.96 TOTAL RUNOFF(CFS) = 67.20 TC(M1N) = 25.66 ............................................................................ FLOW PROCESS FROM NODE 6703.10 TO NODE 6504.10 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< 383 ----__-----____-___--------------------------------------------------------- DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.2 INCHES (EXIST. 24" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 2 1.1 UPSTREAM NODE ELEVATION = 50.00 , DOWNSTREAM NODE ELEVATION = 43.00 FLOWLENGTH(FEET) = 130.00 MA"1NGS N = .012 ESTIMATED PIPE DIAMETER( INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 67.20 TRAVEL TIME(M1N.) = .10 TC(M1N.) = 25.77 ............................................................................ FLOW PROCESS FROM NODE 6703.10 TO NODE 6504.10 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) = 25.77 TOTAL STREAM AREA (ACRES) = 56.96 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 67.20 RAINFALL INTENSITY (INCH./HOUR) = 2.38 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) ............................................................................ 1 37.32 17.03 3.108 2 67.20 25.77 2.379 -RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS ?ARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 95.77 TIME(M1NUTES) = 25.767 TOTAL AREA(ACRES) = 74.72 88-77 95.77 ............................................................................ FLOW PROCESS FROM NODE 6504.10 TO NODE 6505.00 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 39.0 INCH PIPE IS 31.2 INCHES (EXIST. 42" & 48" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 13.5 UPSTREAM NODE ELEVATION = 43.00 DOWNSTREAM NODE ELEVATION = 25.00 FLoWLENGTH(FEET) = 1350.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 39.00 NUMBER OF PIPES = 1 TRAVEL TIME(M1N.) = 1.67 TC(M1N.) = 27.44 ------ ........................................... ................................. PIPEFLOW THRU SUBAREA(CFS) = 95.77 ............................................................................ FLOW PROCESS FROM NODE 6504.10 TO NODE 6505.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< .......................................................................... 384 ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.285 SOIL CLASSIFICATION IS "A" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .8000 TOTAL AREA(ACRES) = 80.75 TOTAL RUNOFF(CFS) = 106.79 TC(M1N) = 27.44 ~ SUBAREA AREA(ACRES) = 6.03 SUBAREA RUNOFF(CFS) = 11.02 ............................................................................ FLOW PROCESS FROM NODE 6505.00 TO NODE 6505.10 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 36.5 UPSTREAM NODE ELEVATION = 25.00 WWNSTREAM NODE ELEVATION = .oo FLOWLENGTH(FEET) = 150.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER (INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 106.79 TO AGUA HEDIONDA LAGOON TRAVEL TIME(M1N.) = .07 TC(M1N.) = 27.51 ............................................................................ ........................................................................... ____________________-_---_______ -________________ ............................................................................ FLOW PROCESS FROM NODE 6800.00 TO NODE 6801.00 IS CODE = 7 ............................................................................ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< 'JSER-SPECIFIED VALUES ARE AS FOLLOWS (INITIAL BASIN): TC(M1N) = 21.40 RAIN INTENSITY(INCH/HOUR) = 2.68 TOTAL AREA(ACRES) = 8.77 TOTAL RUNOFF(CFS) = 9.41 SINGLE FAMILY DEVEMPMENT RUNOFF COEFFICIENT = .4000 ........................................... - L (FEET) = 600.00 s = 3.0% Tc = 1.8f1.1-Cl (LI'l2 [ s (1001 '13 ............................................................................ FLOW PROCESS FROM NODE 6801.00 TO NODE 6802.00 IS CODE = 6 ............................................................................ >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 137.00 WWNSTREAM ELEVATION = 85.00 STREET LENGTH(FEET) = 750.00 CURB HEIGTH(1NCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFAU(DEC1MAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 17.63 STREET FLOWDEPTH(FEET) = .35 HALFSTREET FLOODWIDTH (FEET) = 11.04 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 6.60 PRODUCT OF DEPTH&VELOCITY = 2.29 ........................................................................... STREETFLOW TRAVELTIME(M1N) = 1.90 TC(M1N) = 23.30 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.539 >OIL CLASSIFICATION IS "A" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 385 SUBAREA AREA(ACRES) = 16.25 SUBAREA RUNOFF(CFS) = 16.50 SUMMED AREA(ACRES) = 25.02 TOTAL RUNOFF(CFS) = 25.91. END OF SUBAREA STREETFMW HYDRAULICS: DEPTH (FEET) = .39 HALFSTREET FLOODWIDTH (FEET) = 13.35 FLOW VELOCITY(FEET/SEC.) = 6.82 DEPTH*VELOCITY = 2.68 ............................................................................ FLOW PROCESS FROM NODE 6802.00 TO NODE 6803.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.0 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 10.3 UPSTREAM NODE ELEVATION = 85.00 DOWNSTREAM NODE ELEVATION = 77.50 FLOWLENGTH(FEET) = 500.00 MANNINGS N .012 ESTIMATED PIPE DIAMETER(1NCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 25.91 TRAVEL TIME(M1N.) = .81 TC(M1N.) = 24.11 ............................................................................ ________________________________________---------------------_----_----_---- -__________________-------------_-------------------------------_----------- ............................................................................ FLOW PROCESS FROM NODE 6803.00 TO NODE 6804.00 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. ) = 14.1 GPSTREAM NODE ELEVATION = 77.50 DOWNSTREAM NODE ELEVATION = 50.00 FLOWLENGTH(FEET) = 800.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER (INCH) = 2 1.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 25.91 TRAVEL TIME(M1N.) = .94 TC(M1N.) = 25.05 ............................................................................ ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 6803.00 TO NODE 6804.00 IS CODE = 8 ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ........................................................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.423 SOIL CLASSIFICATION IS "A" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 SUBAREA AREA(ACRES) = 8.67 SUBAREA RUNOFF(CFS) = 8.40 TOTAL =(ACRES) = 33.69 TOTAL RUNOFF(CFS) = 34.32 TC(M1N) = 25.05 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.9 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 27.6 UPSTREAM NODE ELEVATION = 50.00 DOWNSTREAM NODE ELEVATION = .oo FLOWLENGTH(FEET) = 300.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 -~ ~- ~ PIPEFLOW THRU SUBAREACCFS) =. 34.32 TO AGUA HEDIONDA LAGOON TRAVEL TIME(M1N.) = .18 TC(M1N.) = 25.23 ............................................................................ FLOW PROCESS FROM NODE 6804.00 TO NODE 6805.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FMW<<<<< ............................................................................ .............................................................................. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.411 SOIL CLASSIFICATION IS "C" SINGLE FAMILY DEVEMPMENT RUNOFF COEFFICIENT = .5000 SUBAREA AREA(ACRES) = 6.35 SUBAREA RUNOFF(CFS) = 7.66 TOTAL AREA(ACRES) = 40.04 TOTAL RUNOFF(CFS) = 41.97 TC(M1N) = 25.23 TO AGUA HEDIONDA LAGOON END OF RATIONAL METHOD ANALYSIS ............................................................................ ............................................................................ 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 * * AGUA HEDIONDA CREEK BASIN * * VOLUME 2 * .......................................................................... FILE NAME: CBAH64.DAT TIME/DATE OF STUDY: 16:31 3/20/1990 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ............................................................................ ............................................................................ 1985 SAN DIEGO MANUAL CRITERIA -USER SPECIFIED STORM EVENT(YEAR) = 100.00 ,-HOUR DURATION PRECIPITATION (INCHES) = 2'. 600 387 SPECIFIED MINIMUM PIPE SIZE(1NCH) = 18.00 SPECIFTED PERCENT OF GRADIENTS(DEC1MAL) TO USE FOR FRICTION SLOPE = .90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED - ............................................................................ FLOW PROCESS FROM NODE 6220.99 TO NODE 6220.00 IS CODE = 7 ............................................................................ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< BEGIN LINE BBBB _____________-----______________________------------------------------------ _____________---________________________------------------------------------ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(M1N) = 15.34 RAIN INTENSITY(INCH/HOUR) = 3.32 TOTAL AREA (ACRES) = 5.09 TOTAL RUNOFF(CFS) = 6.76 L (FEET) = 500.00 S = 6.2% SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 TC = 1.8(1.1-C) (L)"' [s(100) ill3 ............................................................................ FLOW PROCESS FROM NODE 6220.00 TO NODE 6221.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 138.00 DOWNSTREAM ELEVATION = 83.00 STREET LENGTH(FEET) = 1150.00 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 = .4700 ............................................................................ ---------------------------------*------------------------------------------ ............................................................................ **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 21.13 STREET FLOWDEPTH(FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 13.35 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 5.56 PRODUCT OF DEPTH&VELOCITY = 2.19 STREETFLOW TRAVELTIME(M1N) = 3.45 TC(M1N) = 18.79 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.917 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4700 SUBAREA AREA(ACRES) = 20.83 SUBAREA RUNOFF(CFS) = 28.55 SUMMED AREA(ACRES) = 25.92 TOTAL RUNOFF(CFS) = 35.31 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .45 HALFSTREET FLOODWIDTH (FEET) = 16.24 FLOW VELOCITY(FEET/SEC.) = 6.41 DEPTH*VELOCITY = 2.89 ............................................................................ FLOW PROCESS FROM NODE 6221.00 TO NODE 6221.10 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.0 INCHES (EXIST. DBL. 24"RCP PIPEFLOW VELOCITY(FEET/SEC.) = 9.6 UNDER FWY 5) JOWNSTREAM NODE ELEVATION = 79.25 FLOWLENGTH(FEET) = 375.00 MANNINGS N = .012 ............................................................................ ............................................................................ -UPSTREAM NODE ELEVATION = 83.00 388 ESTIMATED PIPE DIAMETER(1NCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 35.31 TRAVEL TIME(M1N.) = .65 TC(M1N.) = 19.44 -~ ........................................................................... FLOW PROCESS FROM NODE 6221.10 TO NODE 6222.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FMW)<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.1 UPSTREAM NODE ELEVATION = 75.00 DOWNSTREAM NODE ELEVATION = 58.00 FLOWLENGTH(FEET) = 600.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 35.31 TRAVEL TIME (MIN. ) = .71 TC(M1N.) = 20.15 ............................................................................ .............................. .............................................................................. ............................................................................ FLOW PROCESS FROM NODE 6221.10 TO NODE 6222.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< _____________L----__-------------------------------------------------------- ............................................................................ ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.788 SOIL CLASSIFICATION IS "A" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 SUBAREA AREA(ACRES) = 4.52 SUBAREA RUNOFF(CFS) = 5.04 TC(M1N) = 20.15 -TOTAL AREA(ACRES) = 30.44, TOTAL RUNOFF(CFS) = 40.36 ............................................................................ FLOW PROCESS FROM NODE 6222.00 TO NODE 6204.10 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BBBB DEPTH OF FLOW IN 48.0 INCH PIPE IS 36.5 INCHES PROPOSE 45"RCP PIPEFLOW VELOCITY (FEET/SEC. ) = 3.9 UPSTREAM NODE ELEVATION = 58.00 DOWNSTREAM NODE ELEVATION = 57.50 FLOWLENGTH(FEET) = 575.00 MA"1NGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 40.36 TRAVEL TIME(M1N.) = 2.44 TC(M1N.) = 22.58 ............................................................................ .............................................................................. ............................................................................ FLOW PROCESS FROM NODE 6222.00 TO NODE 6204.10 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< .-CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ............................................................................ --------______-_________________________------------------------------------ -----___________________________________------------------------------------ 'IME OF CONCENTRATION(M1NUTES) = 22.58 RAINFALL INTENSITY (INCH./HOUR) = 2.59 389 TOTAL STREAM AREA (ACRES) = 30.44 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 40.36 ............................................................................ FLOW PROCESS FROM NODE 6200.99 TO NODE 6200.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ............................................................................ ........................................................................ USER-SPECIFIED VALUES ARE AS FOLLOWS: TCIMIN) = 14.73 RAIN INTENSITYIINCH/HOURI = 3.41 ~~ TOTAL ~REA(ACRES) = 4.81 TOTAL RUNOFF~CFS) = 6.56 L (FEET) = 500.00 S = 7.0% SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 ............................................................................ FLOW PROCESS FROM NODE 6200.00 TO NODE 6202.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 144.00 DOWNSTREAM ELEVATION 5 86.00 STREET LENGTH(FEET) = 1375.00 CURB HEIGTH(1NCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DEC1MAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 18.37 STREET FMWDEPTH (FEET) = .38 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 5.25 PRODUCT OF DEPTH&VELQCITY = 2.00 ............................................................................ ........................................................ --------------------------------------------------------~=================== - HALFSTREET FMODWIDTH( FEET) = 12.77 STREETFLOW TRAVELTIME(M1N) = 4.36 TC(M1N) = 19.09 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.886 SOIL CLASSIFICATION IS “A” SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 SUBAREA AREA(ACRES) = 20.39 SUBAREA RUNOFF(CFS) = 23.54 SUMMED AREA(ACRES) = 25.20 TOTAL RUNOFF(CFS) = 30.10 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 15.66 FLOW VELoCITY(FEET/SEC.) = 5.85 DEPTH*VELOCITY = 2.57 ............................................................................ FLOW PROCESS FROM NODE 6202.00 TO NODE 6203.00 IS CODE = 8 ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.886 SOIL CLASSIFICATION IS “A“ COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = -7000 SUBAREA AREA(ACRES) = 4.44 SUBAREA RUNOFF(CFS) = 8.97 TOTAL AREA(ACRES) = 29.64 TOTAL RUNOFF(CFS) = 39.07 TC(M1N) = 19.09 - ............................................................................ 390 FLOW PROCESS FROM NODE 6203.00 TO NODE 6204.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ - >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ______--______------------------------------------------------_------------ DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.8 INCHES (EXIST. DBL. 24" RCP PIPEFLOW VELOCITY (FEET/SEC. ) = 9.8 UNDER FWY 5) UPSTREAM NODE ELEVATION = 78.00 DOWNSTREAM NODE ELEVATION = 74.25 FLQWLENGTH(FEET) = 375.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 39.07 TRAVEL TIME (MIN. ) = .64 TC(M1N.) = 19.74 ............................................................................ FLOW PROCESS FROM NODE 6204.00 TO NODE 6204.10 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.0 UPSTREAM NODE ELEVATION = 70.00 DOWNSTREAM NODE ELEVATION = 57.50 FLOWLENGTH(FEET) = 500.00 MA"1NGS N -012 ESTIMATED PIPE DIAMETER (INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLQW THRU SUBAREA(CFS) = 39.07 TRAVEL TIME (MIN. ) = .60 TC(M1N.) = 20.33 ............................................................................ ---____--___________-------------------------------------------------------- ............................................................................ - ............................................................................ FLOW PROCESS FROM NODE 6204.00 TO NODE 6204.10 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) = 20.33 RAINFALL INTENSITY (INCH./HOUR) = 2.77 TOTAL STREAM AREA (ACRES) = 29.64 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 39.07 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN . ) (INCH/HOUR) ............................................................................ -_______________________________________------------------------------------ ........................................................................... ............................................................................ 1 40.36 22.58 2.590 2 39.07 20.33 2.772 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 'IOTAL AREA (ACRES) = 60.08 76.87 76.79 - RUNOFF(CFS) = 76.87 TIME(MINUTES) = 22.583 391 ............................................................................ FLOW PROCESS FROM NODE 6204.00 TO NODE 6204.10 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<.: ----------c----------------------------------------------------------------- ------_--_ ............................................................................. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.590 SOIL CLASSIFICATION IS "A" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 SUBAREA AREA(ACRES) = 9.99 SUBAREA RUNOFF(CFS) = 10.35 TOTAL AREA(ACRES) = 70.07 TOTAL RUNOFF(CFS) = 87.22 TC(M1N) 22.58 ............................................................................ FLOW PROCESS FROM NODE 6204.10 TO NODE 6303.50 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BBBB -----_____c----------------------------------------------------------------- ~ ~~~~~~~~~~ ~~~ ~~~~~ ________ DEPTH OF FLOW IN 45.0 INCH PIPE IS 36.6 INCHES PROPOSE 45" RCP PIPEFLOW VELOCITY(FEET/SEC.) = 9.1 UPSTREAM NODE ELEVATION = 54.00 DOWNSTREAM NODE ELEVATION = 49.75 FLOWLENGTH(FEET) = 850.00 MA"1NGS N = .012 ESTIMATED PIPE DIAMETER (INCH) = 45.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 87.22 TRAVEL TIME(M1N.) = 1.56 TC(M1N.) = 24.14 ............................................................................ FLOW PROCESS FROM NODE 6204.10 TO NODE 6303.50 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 24.14 RAINFALL INTENSITY (INCH./HOUR) = 2.48 TOTAL STREAM AREA (ACRES) = 70.07 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 87.22 ............................................................................ ------_-_- ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 6300.00 TO NODE 6301.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< BEGIN LINE BBB USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(M1N) = 30.03 RAIN INTENSITY(INCH/HOUR) = 2.16 L (FEET) = 1300.00 S = 5.8% SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 ............................................................................ ............................................................................ ............................................................................ TOTAL AREA(ACRES) = 11.60 TOTAL RUNOFF(CFS) = 10.00 392 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 127.00 DOWNSTREAM ELEVATION = 90.00 STREET LEWGTH(FEET) = 700.00 CURB HEIGTH(1NCHES) = 6. - STREET HALFwIDTH(FEET) = 20.00 STREET CROSSFALL(DEC1MAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 ................................................................................ **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 16.09 STREET FLOWDEPTH (FEET) = .36 HALFSTREET FLOODWIDTH (FEET) = 11.62 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 5.48 PRODUCT OF DEPTH&VELOCITY = 1.97 STREETFLOW TRAVELTIME(M1N) = 2.13 TC(M1N) = 32.16 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.062 SOIL CLASSIFICATION IS "A" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 SUBAREA AREA(ACRES) = 14.75 SUBAREA RUNOFF(CFS) = 12.17 SUMMED AREA(ACRES) = 26.35 TOTAL RUNOFF(CFS) = 22.17 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .39 HALFSTREET FLOODWIDTH (FEET) = 13.35 FLOW VELOCITY(FEET/SEC.) = 5.83 DEPTH*VELOCITY = 2.29 ............................................................................ FLOW PROCESS FROM NODE 6302.00 TO NODE 6303.00 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< -_-_---___------- ---__-_------------------------- .............................................................................. - DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.5 INCHES ?IPEFLOW VELOCITY (FEET/SEC. ) = 10.9 UPSTREAM NODE ELEVATION = 86.00 DOWNSTREAM NODE ELEVATION = 71.00 FLOWLENGTH(FEET) = 750.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER (INCH) = 2 1.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 22.17 TRAVEL TIME(M1N.) = 1.15 TC(M1N.) = 33.30 ............................................................................. FLOW PROCESS FROM NODE 6302.00 TO NODE 6303.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.016 ,- - ~ ~~~ - -~~ *USER-~PECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 SUBAREA AREA(ACRES) = 29.10 SUBAREA RUNOFF(CFS) = 23.47 TOTAL AREA(ACRES) = 55.45 TOTAL RUNOFF(CFS) = 45.64 TC(M1N) = 33.30 ............................................................................ FLOW PROCESS FROM NODE 6303.00 TO NODE 6303.50 IS CODE = 3 ............................................................................ --.'>>>>COMPUTE PIPEFLUW TRAVELTIME THRU SUBAREA<<<<< ->>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< .............................................................................. 393 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.2 UPSTREAM NODE ELEVATION = 71.00 DOWNSTREAM NODE ELEVATION = 56.00 FLOWLENGTHIFEET) = 450.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 45.64 TRAVEL TIME (MIN. ) = .46 TC(M1N.) = 33.77 ............................................................................ FLOW PROCESS FROM NODE 6303.00 TO NODE 6303.50 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) = 33.77 RAINFALL INTENSITY (INCH./HOUR) = 2.00 TOTAL STREAM AREA (ACRES) = 55.45 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 45.64 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER ( CFS 1 (MIN. ) (INCH/HOUR) ............................................................................ --------------------------------------------------------~==----------------- ........................................................ ----------------- ............................................................................ 1 87.22 24.14 2.481 2 45.64 33.77 1.998 - RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 123.98 TIME(M1NUTES) = 24.145 TOTAL AREA (ACRES) = 125.52 123.98 115.89 .................................................... ** FLOW PROCESS FROM NODE 6303.00 TO NODE 6303.50 IS CODE = * 8 * * ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.481 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4900 SUBAREA AREA(ACRES) = 16.69 SUBAREA RUNOFF(CFS) = 20.29 TOTAL AREA(ACRES) = 142.21 TOTAL RUNOFF(CFS) = 144.27 TC(M1N) = 24.14 UPSTREAM NODE ELEVATION = 54.00 DOWNSTREAM NODE ELEVATION = 50.74 FLOWLENGTH(FEET) = 300.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 48.00 NUMBER OF PIPES = 1 TRAVEL TIME(M1N.) = .36 TC(M1N.) = 24.50 - PIPEFLOW THRU SUBAREA(CFS) = 144.27 ............................................................................ FLOW PROCESS FROM NODE 6304.00 TO NODE 6305.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BBB DEPTH OF FLOW IN 48.0 INCH PIPE IS 36.9 INCHES PROPOSE 48" RCP PIPEFLOW VELOCITY(FEET/SEC.) = 13.9 (EXIST 24" INADEQUATE) UPSTREAM NODE ELEVATION = 50.74 DOWNSTREAM NODE ELEVATION = 45.85 FLOWLENGTH(FEET) = 450.00 MANNINGS N = -012 ESTIMATED PIPE DIAMETER(1NCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 144.27 TRAVEL TIME(M1N.) = .54 TC(M1N.) = 25.04 ............................................................................ -----------------I--------------------------- ___-----_-------- ............................... ............................................................................ FLOW PROCESS FROM NODE 6304.00 TO NODE 6305.00 IS CODE 1 ............................................................................ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 25.04 RAINFALL INTENSITY (INCH./HOUR) = 2.42 TOTAL STREAM AREA (ACRES) = 142.21 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 144.27 ____-_______________-------------------------------------------------------- -__----_-_----___--------------------- - ............................................................................ FLOW PROCESS FROM NODE 6500.00 TO NODE 6501.00 IS CODE = 7 ............................................................................ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< BEGIN LINE BBBA USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(M1N) = 22.82 RAIN INTENSITY(INCH/HOUR) = 2.57 TOTAL AREA(ACRES) = 15.78 TOTAL RUNOFF(CFS) = 16.24 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 Tc = 1.8f1.1-C) ILl''' --------__---__----_----------- .......................................................................... L (FEET) = 1200.00 s = 7.0% [s(w ill3 ............................................................................ FLOW PROCESS FROM NODE 6501.00 TO NODE 6502.00 IS CODE = 6 >>>>>COMPUTE STREETFMW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ ----_____________ ............................................................................ -UPSTREAM ELEVATION = 92.00 DOWNSTREAM ELEVATION = 75.00 3TREET LENGTH(FEET) = 600.00 CURB HEIGTH(1NCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DEC1MAL) = .0200 395 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .6100 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 22.84 STREET FMWDEPTH(FEET) = .43 HALFSTREET FLOODWIDTH (FEET) = 15.09 PRODUCT OF DEPTH&VELOCITY = 2.04 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 4.77 STREETFLOW TRAVELTIME(M1N) = 2.10 TC(M1N) = 24.92 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.431 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .6100 SUBAREA AREA(ACRES) = 8.91 SUBAREA RUNOFF(CFS) = 13.21 SUMMED AREA(ACRES) = 24.69 TOTAL RUNOFF(CFS) = 29.45 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .46 HALFSTREET FLOODWIDTH (FEET) = 16.82 FLOW VELOCITY(FEET/SEC.) = 5.00 DEPTH*VEMCITY = 2.31 ............................................................................ FLOW PROCESS FROM NODE 6502.00 TO NODE 6502.10 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.0 INCHES (EXIST. DBL. 24" RCP PIPEFLOW VELOCITY (FEET/SEC. ) = 9.8 UNDER FWY 5) UPSTREAM NODE ELEVATION = 75.00 DOWNSTREAM NODE ELEVATION = 72.00 ESTIMATED PIPE DIAMETER(1NCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 29.45 TRAVEL TIME (MIN . ) = .42 TC(M1N.) = 25.34 ............................................................................ ________--__________-------------------------------------------------------- - FLOWVNGTH(FEET) = 250.00 MANNINGS N = -012 ............................................................................ FLOW PROCESS FROM NODE 6502.10 TO NODE 6503.00 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BBBA DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.7 INCHES PROPOSE 30" RCP PIPEFLOW VELOCITY (FEET/SEC. ) = 8.6 UPSTREAM NODE ELEVATION = 63.00 DOWNSTREAM NODE ELEVATION = 58.00 FLOWLENGTH(FEET) = 600.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 29.45 TRAVEL TIME (MIN. ) = 1.16 TC(M1N.) = 26.50 .............................................................................. SINGLE'FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 SUBAREA AREA(ACRES) = 9.42 SUBAREA RUNOFF(CFS) = 8.80 TOTAL AREA(ACRES) = 34.11 TOTAL RUNOFF(CFS) = 38.26 - TC(M1N) 5 26.50 ............................................................................ FLOW PROCESS FROM NODE 6503.00 TO NODE 6305.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BBBA DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.9 INCHES PROPOSE 30" RCP PIPEFLOW VELOCITY (FEET/SEC. ) = 9.5 (EXIST. 18" LAST 500' INADEQUATE) UPSTREAM NODE ELEVATION = 58.00 DOWNSTREAM NODE ELEVATION = 48.00 FLOWLENGTH(FEET) = 1050.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER (INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 38.26 TRAVEL TIME(M1N.) = 1.84 TC(M1N.) = 28.34 ............................................................................ ---------- ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 6503.00 TO NODE 6305.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< RESUME LINE BBB ............................................................................ ............................................................................ _CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 28.34 RAINFALL INTENSITY (INCH./HOUR) = 2.24 TOTAL STREAM AREA (ACRES) = 34.11 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 38.26 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER ( CFS ) (MIN . ) (INCH/HOUR) ............................................................................ 1 144.27 25.04 2.423 2 38.26 28.34 2.238 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF (CFS) = 179.59 TIME (MINUTES) = 25.043 TOTAL AREA(ACRES) = 176.32 179.59 171.47 ............................................................................ FLOW PROCESS FROM NODE 6503.00 TO NODE 6305.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.423 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4400 SUBAREA AREA(ACRES) = 24.06 SUBAREA RUNOFF(CFS) = 25.65 397 TOTAL AREA(ACRES) = 200.38 TOTAL RUNOFF(CFS) = 205.25 TC(M1N) = 25.04 ............................................................................ FLOW PROCESS FROM NODE 6305.00 TO NODE 6306.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BBB _____________-__________________________---------_----------------------_--- _______----__--------------------------------------------------------------- DEPTH OF FMW IN 54.0 INCH PIPE IS 41.3 INCHES PROPOSE 54" RCP PIPEFLOW VELOCITY(FEET/SEC.) = 15.7 (EXIST. 24" INADEQUATE) UPSTREAM NODE ELEVATION = 45.85 DOWNSTREAM NODE ELEVATION = 41.11 FLOWLENGTH(FEET) = 400.00 MANNINGS N = -012 ESTIMATED PIPE DIAMETER (INCH) = 54.00 NUMBER OF PIPES = 1 PIPEFMW THRU SUBAREA(CFS) = 205.25 TRAVEL TIME (MIN. ) = .42 TC(M1N.) = 25.47 ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 6305.00 TO NODE 6306.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ __________---______-____________________------------------------------------ __________-________-____________________------------------------------------ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.397 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4600 SUBAREA AREA(ACRES) = 10.26 SUBAREA RUNOFF(CFS) = 11.31 TC(M1N) = 25.47 - TOTAL AREA(ACRES) = 210.64 TOTAL RUNOFF(CFS) = 216.56 ............................................................................ FLOW PROCESS FROM NODE 6306.00 TO NODE 6403.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BBB DEPTH OF FMW IN 54.0 INCH PIPE IS 43.5 INCHES PROPOSE 54" RCP PIPEFMW VELOCITY (FEET/SEC. ) = 15.8 (EXIST. 30" INADEQUATE) UPSTREAM NODE ELEVATION = 41.11 WWNSTREAM NODE ELEVATION = 34.00 FLOWLENGTH(FEET) = 600.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 54.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 216.56 TRAVEL TIME (MIN. ) = .63 TC(M1N.) = 26.10 ............................................................................ ----______----_____--------------------------------------------------------- -_________-________-----------------------------------------------------_--- TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 216.56 ............................................................................ - FMW PROCESS FROM NODE 6400.99 TO NODE 6400.50 IS CODE = 7 ........................................................................... >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< BEGIN LINE BB USER-SPECIFIED VALUES ARE AS FOLMWS: TC(M1N) = 28.28 RAIN INTENSITY(INCH/HOUR) = 2.24 -_______-___________-------------------------------------------------------- ____________________-------------------------------------------------------- TOTAL AREA(ACRES) = 5.17 TOTAL RUNOFF(CFS) = 5.79 L (FEET) = 650.00 s = 0.9% SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5000 Tc = 1.811.1-C) 1LI”‘ [S(100) ............................................................................ FLOW PROCESS FROM NODE 6400.50 TO NODE 6400.00 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 9.1 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 6.5 UPSTREAM NODE ELEVATION = 50.00 DOWNSTREAM NODE ELEVATION 7 43.00 FMWLENGTH(FEET) = 625.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER( INCH) = 18.00 NUMBER OF PIPES = 1 TRAVEL TIME(M1N.) = 1.61 TC(M1N.) = 29.88 PIPEFLOW THRU SUBAREA(CFS) = 5.79 ............................................................................ FMW PROCESS FROM NODE 6400.50 TO NODE 6400.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ --______-___________-------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.162 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5000 SUBAREA AREA(ACRES) = 34.15 SUBAREA RUNOFF(CFS) = 36.92 TOTAL AREA(ACRES) = 39.32 TOTAL RUNOFF(CFS) = 42.71 TC(M1N) = 29.88 ............................................................................ FLOW PROCESS FROM NODE 6400.00 TO NODE 6401.00 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BB DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.0 INCHES PROPOSE 30” RCP PIPEFLOW VELOCITY (FEET/SEC. ) = 10.2 DOWNSTREAM NODE ELEVATION = 36.00 FLOWLENGTH(FEET) = 650.00 MANNINGS N = .012 ------------________________ ............................................................................. -~ UPSTRE~M NODE ELEVATION = 43.00 399 ESTIMATED PIPE DIAMETER (INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 42.71 TRAVEL TIME(M1N.) =: 1.07 TC(M1N.) = 30.95 .r ........................................................................... FLOW PROCESS FROM NODE 6400.00 TO NODE 6401.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ -------- ................................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.114 *USER SPECIFIED (SUBAREA) : COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .5000 TOTAL AREA(ACRES) = 47.40 TOTAL RUNOFF(CFS) = 51.25 TC(M1N) = 30.95 SUBAREA AREA(ACRES) = 8.08 SUBAREA RUNOFF(CFS) = 8.54 ............................................................................ FLOW PROCESS FROM NODE 6401.00 TO NODE 6402.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BB DEPTH OF FLOW IN 51.0 INCH PIPE IS 39.1 INCHES PROP. CONC. CHANNEL PIPEFLOW VELOCITY(FEET/SEC.) = 4.4 (SEE CALCS PAGE 432) UPSTREAM NODE ELEVATION = 35.50 (EXIST. EARTHEN CHANNEL) DOWNSTREAM NODE ELEVATION = 35.00 (SEE CALCS PAGE 430) FLOWLENGTH(FEET) = 500.00 MANNINGS N = -012 ?IPEFLOW THRU SUBAREA(CFS) = 51.25 TRAVEL TIME(M1N.) = 1.90 TC(M1N.) = 32.85 ............................................................................ --_______-_-________------------------------------------ --------------------------------------------------------~=================== -ESTIMATED PIPE DIAMETER(1NCH) = 51.00 NUMBER OF PIPES = 1 ............................................................................ FLOW PROCESS FROM NODE 6401.00 TO NODE 6402.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ------__----------__-------------------------------------------------------- --______________________________________-------------_---------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.034 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .6000 SUBAREA AREA(ACRES) = 5.36 SUBAREA RUNOFF (CFS) = 6.54 TOTAL AREA(ACRES) = 52.76 TOTAL RUNOFF(CFS) = 57.79 TC(M1N) = 32.85 ............................................................................ FLOW PROCESS FROM NODE 6402.00 TO NODE 6403.00 IS CODE = 3 >>>>>COMPUTE PIPEFMW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BB ------___--_____________________________---- ............................................................................ DEPTH OF FLOW IN 54.0 INCH PIPE IS 38.6 INCHES PROP. CONC. CHANNEL - PIPEFLOW VELOCITY (FEET/SEC. ) = 4.8 (SEE CALCS PAGE 432) ‘JPSTREAM NODE ELEVATION = 35.00 (EXIST. EARTHEN CHANNEL) DOWNSTREAM NODE ELEVATION = 33.95 (SEE CALCS PAGE 430) FLOWLENGTH(FEET) = 950.00 MA”1NGS N = -012 400 ESTIMATED PIPE DIAMETER( INCH) = 54.00 NUMBER OF PIPES = 1 TRAVEL TIME(M1N.) = 3.33 TC(M1N.) = 36.18 PIPEFLOW THRU SUBAREA(CFS) = 57.79 - .......................................................................... FLOW PROCESS FROM NODE 6402.00 TO NODE 6403.00 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) = 36.18 RAINFALL INTENSITY (INCH./HOUR) = 1.91 TOTAL STREAM AREA (ACRES) = 52.76 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER ( CFS ) (MIN.) (INCH/HOUR) TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 57.79 ............................................................................ 1 216.56 26.10 2.359 2 57.79 36.18 1.911 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 263.38 TIME(M1NUTES) = 26.101 263.38 233.22 ,TOTAL AREA(ACRES) = 263.40 ............................................................................ FLOW PROCESS FROM NODE 6402.00 TO NODE 6403.00 IS CODE = 8 ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ~ ~~ ~~~~ ~~~~~ ~~~~~ ~~~~ ~~ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.359 SOIL CLASSIFICATION IS "A" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 SUBAREA AREA(ACRES) = 13.17 SUBAREA RUNOFF(CFS) = 12.43 TOTAL AREA(ACRES) = 276.57 TOTAL RUNOFF(CFS) = 275.80 TC(M1N) = 26.10 ............................................................................ FLOW PROCESS FROM NODE 6403.00 TO NODE 6404.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BB DEPTH OF FLOW IN 93.0 INCH PIPE IS 73.0 INCHES PROP. DBL. 6lX 4' RCB PIPEFLOW VELOCITY (FEET/SEC. ) = 6.9 (SEE CALCS. PAGE 433) UPSTREAM NODE ELEVATION = 33.95 (EXIST, EARTHEN CHANNEL) DOWNSTREAM NODE ELEVATION = 33.17 (SEE CALCS. PAGE 430) ASTIMATED PIPE DIAMETER(1NCH) = 93.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 275.80 401 ............................................................................ ............................................................................ -%OWLENGTH(FEET) = 700.00 MA"1NGS N = .012 TRAVEL TIME(M1N.) = 1.68 TC(MIN.1 = 27.78 ............................................................................ - FLOW PROCESS FROM NODE 6403.00 TO NODE 6404.00 IS CODE = 1 .----------___------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 27.78 RAINFALL INTENSITY (INCH./HOUR) = 2.27 TOTAL STREAM AREA (ACRES) = 276.57 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 275.80 ____________________-------------------------------------------------------- ______----___________------------------------------------------------------- ............................................................................ FLOW PROCESS FROM NODE 6600.00 TO NODE 6601.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(M1N) = 25.76 RAIN INTENSITY(INCH/HOUR) = 2.38 TOTAL AREA(ACRES) = 11.44 TOTAL RUNOFF(CFS) = 10.89 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 ............................................................................ ------ ............................................................................ L (FEET) = 1000.00 s = 3.7% ............................................................................ - SLOW PROCESS FROM NODE 6601.00 TO NODE 6602.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 130.00 DOWNSTREAM ELEVATION = 92.00 STREET LENGTH(FEET) = 750.00 CURB HEIGTH(1NCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DEC1MAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 13.79 STREET FLOWDEF"I"(FEET) = .35 HALFSTREET FLOODWIDTH (FEET) = 11.04 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 5.16 PRODUCT OF DEPTH&VELOCITY = 1.79 ............................................................................ --------------- ............................................................................ STREETFLOW TRAVELTIME(M1N) = 2.42 TC(M1N) = 28.18 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.245 SOIL CLASSIFICATION IS "A" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 SUBAREA AREA(ACRES) = 6.46 SUBAREA RUNOFF(CFS) = 5.80 SUMMED AREA(ACRES) = 17.90 TOTAL RUNOFF(CFS) = 16.69 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .36 HALFSTREET FLoODWIDTH(FEET) = 11.62 FLOW VELoCITY(FEET/SEC.) = 5.69 DEPTH*VELOCITY = 2.04 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< --------_--_--------------------------------_------------------------------- _______________------------------------------------------------------------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.6 INCHES -PIPEFLOW VELOCITY(FEET/SEC.) = 12.6 UPSTREAM NODE ELEVATION = 92.00 DOWNSTREAM NODE ELEVATION = 70.00 FLOWLENGTH(FEET) = 650.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER( INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 16.69 TRAVEL TIME (MIN. ) = .86 TC(M1N.) = 29.04 ............................................................................ FLOW PROCESS FROM NODE 6602.00 TO NODE 6603.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ............................................................................ ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.202 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 6.59 SUBAREA RUNOFF(CFS) = 7.98 TOTAL AREA(ACRES) = 24.49 TOTAL RUNOFF(CFS) = 24.67 TC(M1N) = 29.04 ............................................................................ FLOW PROCESS FROM NODE 6603.00 TO NODE 6603.10 IS CODE = 3 ............................................................................ ->>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.5 UPSTREAM NODE ELEVATION = 70.00 DOWNSTREAM NODE ELEVATION = 65.00 FLOWLENGTH(FEET) = 250.00 MA"1NGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 24.67 TRAVEL TIME(M1N.) = .36 TC(M1N.) = 29.41 ---------__----------__----------------------------------------------------- ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 6603.10 TO NODE 6404.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.8 UPSTREAM NODE ELEVATION = 65.00 WWNSTREAM NODE ELEVATION = 37.67 FLOWLENGTH(FEET) = 2000.00 MA"1NGS N = .012 ESTIMATED PIPE DIAMETER( INCH) = 24.00 NUMBER OF PIPES = 1 TRAVEL TIME(M1N.) = 3.40 TC(M1N.) = 32.81 ............................................................................ ............................................................................ - PIPEFLOW THRU SUBAREA(CFS) = 24.67 403 ............................................................................ FLOW PROCESS FROM NODE 6603.10 TO NODE 6404.00 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) = 32.81 RAINFALL INTENSITY (INCH./HOUR) = 2.04 TOTAL STREAM AREA (ACRES) = 24.49 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 24.67 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) ............................................................................ 1 275.80 27.78 2.266 2 24.67 32.81 2.036 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 297.97 272.43 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 297.97 TIME (MINUTES) = 27.782 TOTAL AREA(ACRES) = 301.06 ............................................................................ FLOW PROCESS FROM NODE 6603.10 TO NODE 6404.00 IS CODE = 8 ............................................................................ - ->>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.266 *USER SPECIFIED(SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4200 SUBAREA AREA(ACRES) = 66.69 SUBAREA RUNOFF(CFS) = 63.48 TOTAL AREA(ACRES) = 367.75 TOTAL RUNOFF(CFS) = 361.45 TC(M1N) = 27.78 ............................................................................ FLOW PROCESS FROM NODE 6404.00 TO NODE 6405.00 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BB DEPTH OF FLOW IN 102.0 INCH PIPE IS 82.1 INCHES PROP. DBL. 6'X 6' RCB PIPEFLOW VELOCITY(FEET/SEC.) = 7.4 (SEE CALCS. PAGE 433) UPSTREAM NODE ELEVATION = 33.17 (EXIST. EARTHEN CHANNEL) DOWNSTREAM NODE ELEVATION = 31.89 (SEE CALCS PAGE 431) FLoWLENGTH(FEET) = 1150.00 MA"1NGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 102.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 361.45 TRAVEL TIME(M1N.) = 2.60 TC(M1N.) = 30.38 ------------_____--_-----------------------------------------------------=== ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ____________________-------------------------------------------------------- --__________________-------------------------------------------------------- 100 YEAR RAINFAU INTENSITY(INCH/HOUR) = 2.139 --*USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 19.88 SUBAREA RUNOFF(CFS) = 23.39 TOTAL AREA(ACRES) = 387.63 TOTAL RUNOFF(CFS) = 384.84 TC(M1N) = 30.38 ............................................................................ FLOW PROCESS FROM NODE 6405.00 TO NODE 6405.10 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BB DEPTH OF FMW IN 108.0 INCH PIPE IS 79.4 INCHES PROPOSE DBL. 6'X 8' RCB PIPEFMW VELOCITY (FEET/SEC. ) = 7.7 (SEE CALCS PAGE 434) UPSTREAM NODE ELEVATION = 31.89 (EXIST. EARTHEN CHANNEL) DOWNSTREAM NODE ELEVATION = 31.72 (SEE CALCS PAGE 431) FLOWLENGTH(FEET) = 150.00 MA"1NGS N = .012 ESTIMATED PIPE DIAMETER( INCH) = 108.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 384.84 TRAVEL TIME (MIN. ) = .33 TC(M1N.) = 30.70 ............................................................................ ............................................................................ ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 6405.10 TO NODE 6406.00 IS CODE = 3 y____-__________-_-_------------------------------------------------------- ,>>>>COMPUTE PIPEFMW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BB DEPTH OF FLOW IN 102.0 INCH PIPE IS 76.2 INCHES PROPOSE PARALLEL 72" RCP PIPEFLOW VELOCITY (FEET/SEC. ) = 8.5 (EXIST. 63" RCP INADEQUATE) UPSTREAM NODE ELEVATION = 31.72 DOWNSTREAM NODE ELEVATION = 31.35 FLOWLENGTH(FEET) = 250.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 102.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 384.84 TRAVEL TIME (MIN. ) = .49 TC(M1N.) = 31.20 ________________________________________------------------------------------ ............................................................................ FLOW PROCESS FROM NODE 6405.00 TO NODE 6406.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.103 *USER SPECIFIED(SUBAREA) : MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 23.66 SUBAREA RUNOFF(CFS) = 22.39 TOTAL AREA(ACRES) = 411.29 TOTAL RUNOFF(CFS) = 407.23 TC(M1N) = 31.20 L ........................................................................... FLOW PROCESS FROM NODE 6406.00 TO NODE 6406.10 IS CODE = 3 405 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BB ___________----------------------------------------------------------------- ___________-_____----------------------------------------------------------- -9EPTH OF FLOW IN 87.0 INCH PIPE IS 68.0 INCHES PROPOSE PARALLEL 72" RCP PIPEFLOW VELOCITY (FEET/SEC. ) = 11.8 (EXIST. 63" RCP INADEQUATE) UPSTREAM NODE ELEVATION = 31.35 DOWNSTREAM NODE ELEVATION = 30.65 FLOWLENGTH(FEET) = 200.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 87.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 407.23 TRAVEL TIME(M1N.) = .28 TC(M1N.) = 31.48 ............................................................................ FLOW PROCESS FROM NODE 6406.10 TO NODE 6407.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BB DEPTH OF FLOW IN 81.0 INCH PIPE IS 61.8 INCHES PROPOSE PARALLEL 72" RCP PIPEFLOW VELOCITY (FEET/SEC. ) = 13.9 (EXIST. 63" RCP INADEQUATE) UPSTREAM NODE ELEVATION = 30.65 DOWNSTREAM NODE ELEVATION = 27.14 FLOWLENGTH(FEET) = 650.00 MA"INGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 81.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 407.23 TRAVEL TIME(M1N.) = .78 TC(M1N.) = 32.26 ............................................................................ --___________--_________________________------------------------------------ ________________________________________------------------------------------ - ......................................................................... FLOW PROCESS FROM NODE 6406.00 TO NODE 6407.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< _____________--_________________________------------------------------------ ________________________________________---------------------_-------------- _-______________________________________------------------------------------ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.058 *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA'AREA(ACRES) = 23.95 SUBAREA RUNOFF(CFS) = 22.18 TOTAL AREA(ACRES) = 435.24 TOTAL RUNOFF(CFS) = 429.41 TC(M1N) = 32.26 ............................................................................ FLOW PROCESS FROM NODE 6406.00 TO NODE 6407.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 32.26 RAINFALL INTENSITY (INCH./HOUR) = 2.06 TOTAL STREAM AREA (ACRES) = 435.24 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 429.41 ............................................................................ ............................................................................ 406 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< BEGIN LINE BBA SOIL CLASSIFICATION IS "A" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 ----------5==--------------------------------------- ---------- ............................................................... - INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 UPSTREAM ELEVATION = 65.00 DOWNSTREAM ELEVATION = 58.00 ELEVATION DIFFERENCE = 7.00 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 26.015 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.364 SUBAREA RUNOFF(CF3) = 3.47 TOTAL AREA(ACRES) = 3.67 TOTAL RUNOFF(CFS) =i 3.47 ............................................................................ FMW PROCESS FROM NODE 7000.10 TO NODE 7001.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 58.00 DOWNSTREAM ELEVATION = 55.00 STREET LENGTH(FEET) = 400.00 CURB HEIGTH(1NCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DEC1MAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 9.40 STREET FLOWDEPTH(FEET) = .49 HALFSTREET FLOODWIDTH(FEET) = 17.98 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 2.81 PRODUCT OF DEPTH&VEMCITY = 1.36 ............................................................................ ----------------------------------------------------~==--------------------- ..................... __________-----__----------------------------------- STREETFLOW TRAVELTIME(M1N) = 2.37 TC(M1N) = 28.39 - 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.235 SOIL CLASSIFICATION IS "A" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 SUBAREA AREA(ACRES) = 13.29 SUBAREA RUNOFF(CFS) = 11.88 SUMMED AREA(ACRES) = 16.96 TOTAL RUNOFF(CFS) = 15.35 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .53 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.07 DZFTH*VELOCITY = 1.62 ............................................................................ FMW PROCESS FROM NODE 7001.00 TO NODE 7002.00 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE ,(NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.3 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 8.2 UPSTREAM NODE ELEVATION = 50.00 DOWNSTREAM NODE ELEVATION = 42.00 FLOWLENGTH(FEET) = 700.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 15.35 TRAVEL TIME(M1N.) = 1.43 TC(M1N.) = 29.82 ............................................................................ .............................................................................. FLOW PROCESS FROM NODE 7001.00 TO NODE 7002.00 IS CODE = 8 407 ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ________________________________________------------------------------------ ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.165 -- SOIL CLASSIFICATION IS "A" ;INGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 SUBAREA AREA(ACRES) = 33.45 SUBAREA RUNOFF(CFS) = 28.97 TOTAL AREA(ACRES) = 50.41 TOTAL RUNOFF(CFS) = 44.32 TC(M1N) = 29.82 ............................................................................ FLOW PROCESS FROM NODE 7002.00 TO NODE 6407.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BBA DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.8 INCHES PROPOSE 30" RCP PIPEFLOW VELOCITY(FEET/SEC.) = 12.2 UPSTREAM NODE ELEVATION = 42.00 DOWNSTREAM NODE ELEVATION = 35.51 FLOWLENGTH(FEET) = 400.00 MANNINGS N = -012 ESTIMATED PIPE DIAMETER(1NCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 44.32 TRAVEL TIME(M1N.) = .55 TC(M1N.) = 30.36 ............................................................................ ............................................................................ ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 7002.00 TO NODE 6407.00 IS CODE = 1 ............................................................................ - .>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< RESUME LINE BB ............................................................................ ............................................................................ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 30.36 RAINFALL INTENSITY (INCH./HOUR) = 2.14 TOTAL STREAM AREA (ACRES) = 50.41 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 44.32 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER ( CFS ) (MIN . ) ( INCH/HOUR) ............................................................................ 1 429.41 32.26 2.058 2 44.32 30.36 2.140 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 472.04 TIME (MINUTES) = 32.258 TOTAL AREA(ACRES) = 485.65 472.04 457.29 ............................................................................ PROCESS FROM NODE 6407.00 TO NODE 6407.10 IS CODE = 3 .-------___________------------------------------------------------------- >>>>>COMPUTE PIPEFMW TRAVELTIME THRU SUBAREA<<<<< 408 >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BB DEPTH OF FLOW IN 81.0 INCH PIPE IS 62.2 INCHES PROPOSE PARALLEL 72" RCP PIPEFLOW VELOCITY(FEET/SEC.) = 16.0 (EXIST. 63" RCP INADEQUATE) DOWNSTREAM NODE ELEVATION = 22.34 FLoWLENGTH(FEET) = 670.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 81.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 472.04 TRAVEL TIME(M1N.) = .70 TC(M1N.) = 32.96 _______________------------------------------------------------------------- _______________------------------------------------------------------------- -- UPSTREAM NODE ELEVATION = 27.14 ............................................................................ FLOW PROCESS FROM NODE 6407.10 TO NODE 6407.20 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BB DEPTH OF FLOW IN 93.0 INCH PIPE IS 73.2 INCHES PROPOSE PARALLEL 72" RCP PIPEFLOW VELOCITY(FEET/SEC.) = 11.9 (EXIST. 63" RCP INADEQUATE) UPSTREAM NODE ELEVATION = 22.34 DOWNSTREAM NODE ELEVATION = 22.21 FLOWLENGTH (FEET) = 40.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 93.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 472.04 TRAVEL TIME(M1N.) = .06 TC(M1N.) = 33.01 ............................................................................ _____________-__________________________------------------------------------ ________________________________________------------------------------------ ............................................................................. FLOW PROCESS FROM NODE 6407.20 TO NODE 6408.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 78.0 INCH PIPE IS 58.3 INCHES (EXIST. 72" RCP) PIPEFLOW VELOCITY(FEET/SEC.) = 17.7 UPSTREAM NODE ELEVATION = 22.21 DOWNSTREAM NODE ELEVATION = 21.69 FLOWLENGTH (FEET) = 56.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER( INCH) = 78.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 472.04 TO AGUA HEDIONDA LAGOON TRAVEL TIME(M1N.) = .05 TC(M1N.) = 33.06 ............................................................................ - ________________________________________------------------------------------ ________________________________________------------------------------------ ............................................................................ FLOW PROCESS FROM NODE 6407.00 TO NODE 6408.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ --______________________________________------------------------------------ --------_____----_______________________------------------------------------ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.026 SOIL CLASSIFICATION IS "A" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 SUBAREA AREA(ACRES) = 20.02 SUBAREA RUNOFF(CFS) = 16.22 TOTAL AREA(ACRES) = 505.67 TOTAL RUNOFF(CFS) = 488.26 TC(M1N) = 33.06 TO AGUA HEDIONDA LAGOON END OF RATIONAL METHOD ANALYSIS ............................................................................ 409 ............................................................................ 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 .......................... DESCRIPTION OF STUDY .......................... 1985,1981 HYDROLOGY MANUAL - Ver. 4.1A Release Date: 1/09/89 Serial # 3454 * CARLSBAD MASTER DRAINAGE PLAN * * AGUA HEDIONDA CREEK BASIN * * VOLUME 2 * .......................................................................... FILE NAME: CBPAC49.DAT TIME/DATE OF STUDY: 16:33 3/20/1990 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ............................................................................ ............................................................................ 1985 SAN DIEGO MANUAL CRITERIA -USER SPECIFIED STORM EVENT(YEAR) = 100.00 ',-HOUR DURATION PRECIPITATION (INCHES) = 2.500 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 4900.00 TO NODE 4900.50 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< BEGIN LINE BA USER-SPECIFIED VALUES ARE As FOLLOWS: (INITIAL BASIN) TC(M1N) = 20.32 RAIN INTENSITY(INCH/HOUR) = 2.67 TOTAL AREA(ACRES) = 8.10 TOTAL RUNOFF(CFS) = 10.15 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .47000 ............................................................................ ............................................................................ L (FEET) = 1000.00 s = 5.5% ............................................................................ FLOW PROCESS FROM NODE 4900.50 TO NODE 4901.00 IS CODE = 6 ............................................................................ -'>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< . ________________________________________--------_------------------------- UPSTREAM ELEVATION = 120.00 DOWNSTREAM ELEVATION = 116.00 410 STREET LENGTH(FEET) = 800.00 CURB HEIGTH(1NCHES) = 6. SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4700 STREET'HALFWIDTH(FEET) = 23.00 STREET CROSSFALL(DECIMAL) = .ozoo - **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 18.57 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 ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .51 HALFSTREET FLOODWIDTH(FEET) = 19.30 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 2.41 PRODUCT OF DEPTH&VELOCITY = 1.24 STREETFLOW TRAVELTIME(M1N) = 5.52 TC(M1N) = 25.84 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.284 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4700 SUBAREA AREA(ACRES) = 15.67 SUBAREA RUNOFF(CFS) = 16.82 SUMMED AREA(ACRES) = 23.77 TOTAL RUNOFF(CFS) = 26.97 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .58 HALFSTREET FMODWIDTH (FEET) = 22.66 FLOW VELOCITY(FEET/SEC.) = 2.57 DEPTH*VELOCITY = 1.49 ............................................................................ FLOW PROCESS FROM NODE 4901.00 TO NODE 4902.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ -->>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.2 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 15.6 UPSTREAM NODE ELEVATION = 116.00 DOWNSTREAM NODE ELEVATION = 60.00 FMWLENGTH(FEET) = 1300.00 MA"1NGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 21-00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 26.97 TRAVEL TIME(M1N.) = 1.39 TC(M1N.) = 27.23 ............................................................................ FLOW PROCESS FROM NODE 4901.00 TO NODE 4902.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.208 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4300 SUBAREA AREA(ACRES) = 22.16 SUBAREA RUNOFF(CFS) = 21.04 TOTAL AREA(ACRES) = 45.93 TOTAL RUNOFF(CFS) = 48.01 TC(M1N) = 27.23 ............................................................................ ,. - "LOW PROCESS FROM NODE 4902.00 TO NODE 4902.10 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< - ........................................................................... 411 >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< EA DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.3 INCHES PROPOSE 45" RCP 'JPSTREAM NODE ELEVATION = 60.00 DOWNSTREAM NODE ELEVATION = 59.00 FLoWLENGTH(FEET) = 500.00 MANNINGS N = -012 ESTIMATED PIPE DIAMETER(1NCH) = 45.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 48.01 TRAVEL TIME(M1N.) = 1.47 TC(M1N.) = 28.70 --______________------------------------------------------------------------ __________________-------------------------_-------------------------------- - PIPEFLOW VELOCITY (FEET/SEC. ) = 5.7 (EXIST. 27" INADEQUATE) DEPTH OF FLOW IN 36.0 INCH PIPE IS 29.2 INCHES (EXIST. DBL. 48" RCP) PIPEFLOW VELOCITY(FEET/SEC.) = 7.8 UPSTREAM NODE ELEVATION = 59.00 DOWNSTREAM NODE ELEVATION = 58.50 FLoWLENGTH(FEET) = 100.00 MANNINGS N = -012 ESTIMATED PIPE DIAMETER(1NCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 48.01 TRAVEL TIME(M1N.) = .21 TC(M1N.) = 28.91 ............................................................................ -FLOW PROCESS FROM NODE 4902.10 TO NODE 4903.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< -----------_____________________________------------------------------------ ............................................................................ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 28.91 RAINFALL INTENSITY (INCH./HOUR) = 2.12 TOTAL STREAM AREA (ACRES) = 45.93 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 48.01 ............................................................................ FLOW PROCESS FROM NODE 4910.00 TO NODE 4911.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(M1N) = 16.68 RAIN INTENSITY(INCH/HOUR) = 3.03 TOTAL AREA(ACRES) = 7.09 TOTAL RUNOFF(CFS) = 9.88 L (FEET) = 900.00 S = 8.9% SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4600 ............................................................................ ----____________________________________------_----------------------------- ---_____________________________________------------------------------------ ............................................................................. ............................................................................ 'LOW PROCESS FROM NODE 4911.00 TO NODE 4912.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< 412 >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.0 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 8.8 DOWNSTREAM NODE ELEVATION = 71.00 FMWLENGTH(FEET) = 900.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER( INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 9.88 TRAVEL TIME(M1N.) = 1.71 TC(M1N.) = 18.39 ............................................................................ ............................................................................ -UPSTREAM NODE ELEVATION = 87.00 ............................................................................ FLOW PROCESS FROM NODE 4911.00 TO NODE 4912.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ________________________________________------------------------------------ ----_______________--------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.844 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4600 SUBAREA AREA(ACRES) = 15.44 SUBAREA RUNOFF(CFS) = 20.20 TOTAL AREA(ACRES) = 22.53 TOTAL RUNOFF(CFS) = 30.08 TC(M1N) = 18.39 ............................................................................ FLOW PROCESS FROM NODE 4912.00 TO NODE 4913.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ ->>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< .......................................................................... .......................................................................... DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.9 INCHES PIPEFMW VELOCITY(FEET/SEC.) = 9.1 UPSTREAM NODE ELEVATION = 71.00 DOWNSTREAM NODE ELEVATION = 67.00 FLOWLENGTH(FEET) = 400.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 30.08 TRAVEL TIME(M1N.) = .73 TC(M1N.) = 19.12 ............................................................................ FLOW PROCESS FROM NODE 4912.00 TO NODE 4913.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ -----------_____________________________------------------------------------ ------__________________________________------------------------------------ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.773 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4600 SUBAREA AREA(ACRES) = 17.58 SUBAREA RUNOFF(CFS) = 22.42 TOTAL AREA(ACRES) = 40.11 TOTAL RUNOFF(CFS) = 52.50 TC(M1N) = 19.12 ............................................................................ .-‘%OW PROCESS FROM NODE 4913.00 TO NODE 4903.00 IS CODE = 3 .......................................................................... >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< 413 >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.4 DOWNSTREAM NODE ELEVATION = 58.50 FLOWLENGTH(FEET) = 850.00 MANNINGS N = -012 ESTIMATED PIPE DIAMETER(1NCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 52.50 TRAVEL TIME(M1N.) = 1.36 TC(M1N.) = 20.48 .............................................................................. -UPSTREAM NODE ELEVATION = 67.00 ............................................................................ FMW PROCESS FROM NODE 4913.00 TO NODE 4903.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< _________________-____________c_________------------------------------------ >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ~ ~~ ______________ ~ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 20.48 RAINFALL INTENSITY (INCH./HOUR) = 2.65 TOTAL STREAM AREA (ACRES) = 40.11 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 52.50 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER ( CFS 1 (MIN. ) (INCH/HOUR) ............................................................................ 1 48.01 28.91 2.124 - 2 52.50 20.48 2.653 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF (CFS) = 90.94 TIME(M1NUTES) = 20.480 TOTAL AREA (ACRES) = 86.04 90.04 90.94 ............................................................................ FLOW PROCESS FROM NODE 4913.00 TO NODE 4903.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ .............................................................................. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.653 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4600 SUBAREA AREA(ACRES) = 61.52 SUBAREA RUNOFF(CFS) = 75.07 TOTAL AREA(ACRES) = 147.56 TOTAL RUNOFF(CFS) = 166.01 TC(M1N) = 20.48 ............................................................... FLOW PROCESS FROM NODE 4903.00 TO NODE 4903.10 IS CODE = 3 * * * DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.4 INCHES (EXIST. EARTHEN CHANNEL) PIPEFLOW VELOCITY(FEET/SEC.) = 15.8 UPSTREAM NODE ELEVATION = 58.50 DOWNSTREAM NODE ELEVATION = 55.00 ESTIMATED PIPE DIAMETER(1NCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 166.01 TRAVEL TIME (MIN. ) = -26 TC(M1N.) = 20.74 - FLOWLENGTH(FEET) = 250.00 MANNINGS N = -012 ............................................................................ FLOW PROCESS FROM NODE 4903.10 TO NODE 4903.20 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FMW IN 57.0 INCH PIPE IS 41.6 INCHES (EXIST. CONC. CHANNEL) PIPEFLOW VELOCITY(FEET/SEC.) = 12.0 UPSTREAM NODE ELEVATION = 55.00 DOWNSTREAM NODE ELEVATION = 49.80 F.LOWLENGTH(FEET) = 800.00 MA”1NGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 51.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 166.01 TRAVEL TIME(M1N.) = 1.11 TC(M1N.) = 21.86 ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 4903.00 TO NODE 4903.20 IS CODE = 1 ............................................................................ - >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 21.86 RAINFALL INTENSITY (INCH./HOUR) = 2.54 TOTAL STREAM AREA (ACRES) = 147.56 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 166.01 USER-SPECIFIED VALUES ARE AS FOLLOWS (INITIAL BASIN): TC(M1N) = 26.56 RAIN INTENSITY(INCH/HOUR) = 2.24 TOTAL AREA(ACRES) = 12.94 TOTAL RUNOFF(CFS) = L (FEET) = 1300.00 S = 2.9% COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .5200 TC = 1.811.1-C) (L)1’2 s ( 100 1 ‘I3 15.09 ******* .................................................... * * FLOW PROCESS FROM NODE 4920.00 TO NODE 4903.20 IS CODE = 3 * ********* ............................................................................ -’>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ,>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.9 INCHES (EXIST. 36" RCP) PIPEFmW VELOCITY (FEET/SEC. ) = 9.7 UPSTREAM NODE ELEVATION = 62.19 DOWNSTREAM NODE ELEVATION = 49.80 - FLOWLENGTHfFEETl = 700.00 MANNINGS N = .012 ~~ ESTIMATED PIPE DIAMETER ( INCH) = 2 1.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 15.09 TRAVEL TIME(M1N.) = 1.20 TC(M1N.) = 27.76 ............................................................................ FLOW PROCESS FROM NODE 4920.00 TO NODE 4903.20 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(M1NUTES) = 27.76 RAINFALL INTENSITY (INCH./HOUR) = 2.18 TOTAL STREAM AREA (ACRES) = 12.94 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 15.09 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER ( CFS ) (MIN. ) (INCH/HOUR) ............................................................................ ---________________--------------------------------------------------------- ___________________---------------------------------------------_----------- ............................................................................ 1 166.01 21.86 2.544 2 15.09 27.76 2.180 - RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 178.94 157.37 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF (CFS) = 178.94 TIME(M1NUTES) = 21.856 TOTAL AREA(ACRES) = 160.50 ............................................................................ FLOW PROCESS FROM NODE 4903.20 TO NODE 4904.00 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 60.0 INCH PIPE IS 43.4 INCHES (EXIST. CONC. CHANNEL) PIPEFLOW VELOCITY(FEET/SEC.) = 11.8 UPSTREAM NODE ELEVATION = 49.80 DOWNSTREAM NODE ELEVATION = 47.40 FLOWLENGTH(FEET) = 410.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 60.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 178.94 TRAVEL TIME(M1N.) = .58 TC(M1N.) = 22.44 _-----_______-----______________________------------------------------------ ----____________________________________----_------------------------------- 100 Y,EAR RAINFALL INTENSITY(INCH/HOUR) = 2.501 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVEMPMENT RUNOFF COEFFICIENT = .7000 TOTAL AREA(ACRES) = 196.73 TOTAL RUNOFF(CFS) = 242.37 TC(M1N) = 22.44 - SUBAREA AREA(ACRES) = 36.23 SUBAREA RUNOFF(CFS) = 63.43 ............................................................................ FLOW PROCESS FROM NODE 4903.20 TO NODE 4904.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ............................................................................ ____________________-------------------------------------------------------- ............................................................................ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 22.44 RAINFALL INTENSITY (INCH./HOUR) = 2.50 TOTAL STREAM AREA (ACRES) = 196.73 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 242.37 ............................................................................ FLOW PROCESS FROM NODE 5000.00 TO NODE 5000.50 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(M1N) = 19.67 RAIN INTENSITY(INCH/HOUR) = 2.72 ............................................................................ .............................................................................. TOTAL AREA(ACRES) = 7.31 TOTAL RUNOFF(CFS) = 3.39 L (FEET) = 1000.00 s = 5.5% rc = 1.811.1-c) IL)"* -COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .4900 [ s ( 1001 "3 ............................................................................ FLOW PROCESS FROM NODE 5000.50 TO NODE 5001.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME TXRU SUBAREA<<<<< UPSTREAM ELEVATION = 120.00 DOWNSTREAM ELEVATION = 100.00 STREET LENGTH(FEET) = 1300.00 CURB HEIGTH(1NCHES) = 6. STREET HALFWIDTH(FEET) = 23.00 STREET CROSSFALL(DEC1MAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 COMMERCIAL DEVEMPMENT RUNOFF COEFFICIENT = .4900 ............................................................................ ................................................................ **TRAVELTIME COMPUTED USING MEAN FMW(CFS) = 10.65 STREET FMWDEPTH(FEET) = .46 HALFSTREET FMODWIDTH(FEET) = 16.62 AVERAGE FLOW VEMCITY (FEET/SEC. ) = 3.70 PRODUCT OF DEPTH&VEMCITY = 1.70 STREETFLOW TRAVELTIME(M1N) = 5.86 TC(M1N) = 25.53 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.302 *USER SPECIFIED(SUBAREA) : COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .4900 - SUBAREA AREA(ACRES) = 13.04 SUBAREA RUNOFF(CFS) = 14.71 XJMMED AREA(ACRES) = 20.35 TOTAL RUNOFF(CFS) = 18.10 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = -54 HALFSTREET FLOODWIDTH (FEET) = 2 0.65 417 FLOW VELOCITY(FEET/SEC.) = 4.13 DEPTH*VELOCITY = 2.23 ............................................................................ -FLOW PROCESS FROM NODE 5001.00 TO NODE 5002.00 IS CODE = 3 ,-_____-------_---_------------------------------------~------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.4 UPSTREAM NODE ELEVATION = 100.00 DOWNSTREAM NODE ELEVATION = 75.00 FLOWLENGTHIFEET) = 1050.00 MANNINGS N = .012 .............................................................................. ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 18.10 TRAVEL TIME(M1N.) = 1.54 TC(M1N.) = 27.06 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.216 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .4700 SUBAREA AREA(ACRES) = 21.16 SUBAREA RUNOFF(CFS) = 22.04 TOTAL AREA(ACRES) = 41.51 TOTAL RUNOFF(CFS) = 40.14 -TC(MIN) = 27.06 ............................................................................ FLOW PROCESS FROM NODE 5002.00 TO NODE 4904.00 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ~~~ ~~~~~ ~ ~~ ~ ~~ ~~~~~~ ~~~~~ DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.2 INCHES (EXIST. EARTHEN CHANNEL) PIPEFLOW VELOCITY(FEET/SEC.) = 9.4 UPSTREAM NODE ELEVATION = 75.00 DOWNSTREAM NODE ELEVATION = 47.40 FIAWLENGTH(FEET) = 3200.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 40.14 TRAVEL TIME(M1N.) = 5.65 TC(M1N.) = 32.72 ............................................................................ FLOW PROCESS FROM NODE 5002.00 TO NODE 4904.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ------_____--________ .............................................................................. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.961 lOMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7100 SUBAREA AREA(ACRES) = 53.80 SUBAREA RUNOFF(CFS) = 74.91 TOTAL AREA(ACRES) = 95.31 TOTAL RUNOFF(CFS) = 115.04 - *USER SPECIFIED (SUBAREA) : 418 TC(M1N) = 32.72 ............................................................................. FLOW PROCESS FROM NODE 4905.00 TO NODE --------____-_______-------------------------.~------------------------------ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 45.00 PROPO€E DOWNSTREAM NODE ELEVATION = 42.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 750.00 XA"ANEL BASE(FEET) = 12.00 I*Z" FACTOR = MA"1NGS FACTOR = .035 MAXIMUM DEPTH (FEE?.') CHANNEL FLOW THRU SUBAREA(CFS) = 332.57 ---- ............................................................................. ............................................................................ - FLOW PROCESS FROM NODE 5002.00 TO NODE 4904.00 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) = 32.72 RAINFALL INTENSITY (INCH./HOUR) = 1.96 TOTAL STREAM AREA (ACRES) = 95.31 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 115.04 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) ____-----___-______--------------------------------------------------------- ____________________-------------------------------------------------- ............................................................................ 1 242.37 22.44 2.501 2 115.04 32.72 1.961 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF (CFS) = 332.57 TIME (MINUTES) = 22.437 TOTAL AREA (ACRES) = 292: 04 332.57 305.07 - .......................................................................... FLOW PROCESS FROM NODE 4904.00 TO NODE 4905.00 IS CODE = 5 ............................................................................ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ____________________-------------------------------------------------------- ..................................... UPSTREAM NODE ELEVATION = 47.40 (EXIST. DBL. 5Ix5' RCB) DOWNSTREAM NODE ELEVATION = 45.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 MANNINGS FACTOR = .015 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 332.57 FLOW VELOCITY (FEET/SEC) = 12.80 FLOW DEPTH(FEET) = 2.60 TRAVEL TIME(M1N.) = .39 TC(M1N.) = 22.83 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = .ooo 4907.00 IS CODE = 5 BA DBL 66'' RCP TO CANNON LAKE (EXIST. EARTHEN CHANNEL 1.500 = 8.00 TO AT&SF RAILROAD, 30"DIP) FLOW VELOCITY (FEET/SEC) = 4.50 FLOW DEPTH(FEET) = 4.08 TRAVEL TIME(M1N.) = 2.78 TC(M1N.) = 25.60 ............................................................................ FLOW PROCESS FROM NODE 4908.00 TO NODE 4907.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ____________________------------------------------------------------- ____-______________--------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.297 *USER SPECIFIED (SUBAREA) : INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = -8700 SUBAREA AREA(ACRES) = 49.67 SUBAREA RUNOFF(CFS) = 99.26 TOTAL AREA(ACRES) = 341.71 TOTAL RUNOFF(CFS) = 431.83 TC(M1N) = 25.60 ............................................................................ FLOW PROCESS FROM NODE 4907.00 TO NODE 4910.00 IS CODE = 5 ............................................................................ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 42.80 (CANNON LAKE) DOWNSTREAM NODE ELEVATION = 35.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2500.00 CHANNEL BASE(FEET) = 100.00 I1Z" FACTOR = 2.000 MA"1NGS FACTOR = .040 MAXIMUM DEPTH(FEET) = 25.00 CHANNEL FLOW THRU SUBAREA(CFS) = 431.83 TRAVEL TIME(M1N.) = 15.42 TC(M1N.) = 41.03 ---_-----_- ............................................................................ - FLOW VELOCITY(FEET/SEC) = 2.70 FLOW DEPTH(FEET) = 1.55 ............................................................................ FLOW PROCESS FROM NODE 4907.00 TO NODE 4910.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.695 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .8000 SUBAREA AREA(ACRES) = 20.35 SUBAREA RUNOFF(CFS) = 27.59 TOTAL AREA(ACRES) = 362.06 TOTAL RUNOFF(CFS) = 459.41 TC(M1N) = 41.03 ............................................................................ FLOW PROCESS FROM NODE 4906.00 TO NODE 4910.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ---------_------___ ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.695 SOIL CLASSIFICATION IS "A" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .8000 SUBAREA AREA(ACRES) = 22.39 SUBAREA RUNOFF(CFS) = 30.35 rC(M1N) = 41.03 -TOTAL AREA(ACRES) = 384.45 TOTAL RUNOFF(CFS) = 489.77 420 ............................................................................. FLOW PROCESS FROM NODE 4911.00 TO NODE 4910.00 IS CODE = 8 ............................................................................ - >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< .................................................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.695 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = 23.90 SUBAREA RUNOFF(CFS) = 28.35 TOTAL AREA(ACRES) = 408.35 TOTAL RUNOFF(CFS) = 518.12 TC(M1N) = 41.03 ............................................................................ FLOW PROCESS FROM NODE 4910.00 TO NODE 4910.10 IS CODE = 3 >>>>>COMPUTE PIPEFMW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 75.0 INCH PIPE IS 59.1 INCHES (EXIST. 84" RCP) PIPEFLOW VELOCITY(FEET/SEC.) = 20.0 UPSTREAM NODE ELEVATION = 40.00 DOWNSTREAM NODE ELEVATION = 38.40 FLOWLENGTH(FEET) = 130.00 MA"1NGS N = -012 ESTIMATED PIPE DIAMETER(1NCH) = 75.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 518.12 TRAVEL TIME (MIN . ) = .ll TC(M1N.) = 41.14 ............................................................................ - .......................................................................... FLOW PROCESS FROM NODE 4910.10 TO NODE 4910.20 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFMW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< EA DEPTH OF FLOW IN 78.0 INCH PIPE IS 58.4 INCHES PROPOSE PARALLEL 51" RCP PIPEFMW VELOCITY(FEET/SEC.) = 19.4 (EXIST. 66" RCPl UPSTREAM NODE ELEVATION = 38.40 DOWNSTREAM NODE ELEVATION = 25.00 FLOWLENGTH(FEET) = 1200.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER (INCH) = 78.00 NUMBER OF PIPES = 1 PIPEFMW THRU SUBAREA(CFS) = 518.12 TRAVEL TIME(M1N.) = 1.03 TC(M1N.) = 42.16 ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 4910.20 TO NODE 4910.30 IS CODE = 3 >>>>>COMPUTE PIPEFMW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 84.0 INCH PIPE IS 66.4 INCHES (EXIST. 96" RCP) PIPEFLOW VELOCITY(FEET/SEC.) = 15.9 30WNSTREAM NODE ELEVATION = 20.00 FLOWLENGTH(FEET) = 750.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 84.00 NUMBER OF PIPES = 1 ............................................................................ __________ ............................................................................ - UPSTREAM NODE ELEVATION = 25.00 421 PIPEFLOW THRU SUBAREA(CFS) = 518.12 TRAVEL' TIME(MIN. = .79 TC(M1N.) = 42.95 ............................................................................ FLOW PROCESS FROM NODE 4910.00 TO NODE 4910.30 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.645 SOIL CLASSIFICATION IS "A" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .8000 SUBAREA AREA(ACRES) = 84.93 SUBAREA RUNOFF(CFS) = 111.79 TOTAL AREA(ACRES) = 493.28 TOTAL RUNOFF(CFS) = 629.91 TC(M1N) = 42.95 ............................................................................ FLOW PROCESS FROM NODE 4910.30 TO NODE 4910.40 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 66.0 INCH PIPE IS 49.5 INCHES (EXIST. 96" RCP) PIPEFLOW VELOCITY(FEET/SEC.) = 32.9 UPSTREAM NODE ELEVATION = 20.00 DOWNSTREAM NODE ELEVATION = .oo FLOWLENGTH(FEET) = 500.00 MA"1NGS N = .012 ESTIMATED PIPE DIAMETER (INCH) = 66.00 NUMBER OF PIPES = 1 - PIPEFLOW THRU SUBAREA (CFS) = 629.91 TO AGUA HEDIONDA LAGOON IRAVEL TIME (MIN. ) = .25 TC(M1N.) = 43.20 ............................................................................ ................................................................................ --------------_ ............................................................................ FLOW PROCESS FROM NODE 4910.30 TO NODE 4910.40 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FMW<<<<< ............................................................................ ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.639 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 28.58 SUBAREA RUNOFF(CFS) = 37.48 TOTAL AREA(ACRES) = 521.86 TOTAL RUNOFF(CFS) = 667.38 TC(M1N) = 43.20 TO AGUA HEDIONDA LAGOON END OF RATIONAL METHOD ANALYSIS INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .a000 ............................................................................ 422 ............................................................................ RATIONAL METHOD HYDROMGY 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 * * AGUA HEDIONDA CREEK BASIN * * VOLUME 2 * .......................................................................... 1985 SAN DIEGO MANUAL CRITERIA JSER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 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 - INITIAL SUBAREA FLOW-LENGTH(FEET) = 1850.00 UPSTREAM ELEVATION = 80.00 WWNSTREAM ELEVATION = .oo ELEVATION DIFFERENCE = 80.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.825 SUBAREA RUNOFF(CFS) = 13.01 TOTAL AREA(ACRES) = 14.39 TOTAL RUNOFF(CFS) = 13.01 -. TO PACIFIC OCEAN ............................................................................ 423 FLOW PROCESS FROM NODE 5200.00 TO NODE 5201.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3200 ............................................................................ ........................................................................... NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 12.09(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 UPSTREAM ELEVATION = 62.00 DOWNSTREAM ELEVATION = .oo ELEVATION DIFFERENCE = 62.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.727 SUBAREA RUNOFF(CFS) = 11.14 TOTAL AREA (ACRES) = 9.34 TOTAL RUNOFF(CFS) = 11.14 ............................................................................ FLOW PROCESS FROM NODE 5300.00 TO NODE 5301.00 IS CODE = 2 ............................................................................ .>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ............................................................................ ----------------- *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4100 INITIAL SUBAREA FLOW-LENGTH(FEET) = 2600.00 UPSTREAM ELEVATION = 62.00 DOWNSTREAM ELEVATION = . .oo ELEVATION DIFFERENCE = 62.00 *CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY - URBAN SUBAREA OVERLAND TIME OF FLQW(M1NUTES) = 53.765 NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.423 SUBAREA RUNOFF(CFS) = 18.62 TOTAL AREA(ACRES) = 31.91 TOTAL RUNOFF(CFS) = 18.62 TO PACIFIC OCEAN ............................................................................ FLOW PROCESS FROM NODE 5400.00 TO NODE 5401.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLQWS: (INITIAL BASIN) TC(M1N) = 17.89 RAIN INTENSITY(INCH/HOUR) = 2.89 TOTAL AREA(ACRES) = 8.34 TOTAL RUNOFF(CFS) = 10.14 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4200 TC = 1.811.1-C) IL)”‘ TO PACIFIC OCEAN ............................................................................ -----____--_____________________________---- ................................................................................ L (FEET) = 700.00 s = 5.9% [ s ( 1001 ”3 WITH, 10-MINUTES ADDED = 13.41(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00 UPSTREAM ELEVATION = 77.00 - DOWNSTREAM ELEVATION = 47.00 ELEVATION DIFFERENCE = 30.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.486 SUBAREA RUNOFF (CFS) = 12.48 TOTAL AREA(ACRES) = 8.95 TOTAL RUNOFF(CFS) = 12.48 ............................................................................ FLOW PROCESS FROM NODE 5501.00 TO NODE 5502.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 47.00 DOWNSTREAM ELEVATION 5 .oo STREET LENGTH(FEET) = 450.00 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 = .3200 ...................................................................... .............................................................................. **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 29.47 STREET FLOWDEPTH(FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 12.77 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 0.42 PRODUCT OF DEPTH&VELOCITY = 3.21 STREETFLOW TRAVELTIME (MIN) = .89 TC(M1N) = 14.30 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.344 - *USER SPECIFIED(SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .3200 SUBAREA AREA(ACRES) = 31.75 SUBAREA RUNOFF(CFS) = 33.98 SUMMED AREA(ACRES) = 40.70 TOTAL RUNOFF(CFS) = 46.46 END OF SUBAREA STREETFLOW HYDRAULICS: TO PACIFIC OCEAN DEPTH (FEET) = .44 HALFSTREET FLOODWIDTH (FEET) = 15.66 FMW VELOCITY(FEET/SEC.) = 9.03 DEPTH*VELOCITY = 3.97 ............................................................................ FLOW PROCESS FROM NODE 5600.00 TO NODE 5600.10 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS (INITIAL BASIN): TC(M1N) = 8.37 RAIN INTENSITY(INCH/HOUR) = 4.72 TOTAL AREA(ACRES) = 3.67 TOTAL RUNOFF(CFS) = 13.86 INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .a000 ............................................................................ ------_- ............................................................................ L (FEET) = 550.00 s = 3.5% TC = 1.8f1.1-CI (LI”* [ s ( loo] ’/3 ............................................................................ FLOW PROCESS FROM NODE 5600.10 TO NODE 5601.00 IS CODE = 5 ............................................................................ - >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 35.00 (EXIST. EARTHEN CHANNEL) ............................................................................ 425 DOWNSTREAM NODE ELEVATION = .oo CHANNEL LENGTH THRU SUBAREA(FEET) = 1550.00 CHANNEL BASE(FEET) = .OO "2" FACTOR = 4.000 2HANNEL FLOW THRU SUBAREA(CFS) = 13.86 FLOW VELOCITY (FEET/SEC) = 3.78 FLOW DEPTH (FEET) = .96 TRAVEL TIME(M1N.) = 6.83 TC(M1N.) = 15.20 --WNINGS FACTOR = .035 MAXIMUM DEPTH(FEET) = 5.00 SOIL CLASSIFICATION IS "A" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .a000 SUBAREA AREA(ACRES) = 32.79 SUBAREA RUNOFF(CFS) = 84.35 TOTAL AREA(ACRES) = 36.46 TOTAL RUNOFF(CFS) = 98.21 TC(M1N) = 15.20 TO AGUA HEDIONDA LAGOON END OF RATIONAL METHOD ANALYSIS - --______-________---________________==== ---_- ------ ------------------------=------------------------------------ 426 CARLSEM AUJA HEOIONOA CREEK BASIN ML. 2 -- NODE SHT. NO. 6401.00 6402.00 7101.00 6303.00 6304.00 6305.00 6306.00 6404.00 6405.00 6406.00 6407.00 6408.00 6502.00 6501 .OO 6306.00 6504.00 6505.00 Mo2.00 Mo1.00 6603.00 6702.00 6504.00 6W2.00 7201 .oo 6903.00 - 106.00 104.00 102.00 106.10 202.00 202.00 201 .oo 101 .oo 106.10 106.20 106.50 301 .OO 106.30 106.60 401 .OO 501 .OO 401 .40 401.40 1w.m io6.m 601 .M 401 .60 106.13 106.13 702.00 601.80 901 .w 902.00 w3.w 904.00 803.60 2201 .oo 2201 .w 2203.00 - 2204.00 "31.00 i: 02 .oo 6002.00 4 4 9 5 4.5 4.5 4.5'8 4.5,8 8.9 5 5 5 5 5 5 5 5 5 5 5*9 9 9 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5.9 5 5.9 9 9 9 9 9 9 9 9 9 5 5 5 5 5 5 5 4 4 4.53 AREA 1.66 13.17 11.25 29.10 16.69 24.06 10.26 66.69 19.88 23.66 23.95 M.65 8.91 15.78 10.26 12.71 16.41 6.46 11.44 6.59 15.93 11.44 30.92 19.59 14.98 17.39 40.42 26.66 18.78 11.32 20.33 7.50 16.87 4.96 16.28 29.26 28.61 8.54 12.41 26.42 27.84 7.95 7.w 12.63 24.18 22.75 18.73 28.54 37.57 11.91 12.78 20.w 16.57 24.69 43,54 51.50 40.81 13.07 25.59 108.42 91.72 7.89 51.12 RURAL . .. . .. .. SINGLE FAMILY MILE HCUES WJLTl UNITS COIIIERCIAL INDUSTRIAL 0.30 R 0.50 R 0.10 R 1.00 R 0.20 R 1.00 s 0.60 s 0.70 S 0.90 S 0.80 s 0.60 s 0.20 s 0.50 s 0.10 s 0.50 S 0.30 S 1.00 s 0.60 S 0.40 S 0.60 S 1.00 s 1.00 s 0.50 S 0.50 S 0.10 s 1.00 s 0.90 S 1.00 s 1.00 s 1.00 s 1.00 s 1.00 s 0.40 s 1.00 s 1.00 s 0.50 S 0.20 s 0.90 s 1.00 s 0.40 s 1.00 s 1.00 5 1.00 s 1.00 s 1.00 s 1.00 s 1.00 s 1.00 s 1.00 s 0.60 s 1.00 s 1.00 s 1.00 s 1.00 s 1.00 s 1.00 s 1.00 s 1.00 s 1.00 s 1.00 s 0.80 s 1.00 s 1.00 s o.m s RUNOFF CEFFlClEWT SOIL GROUP A B c 0.30 0135 Or40 0.40 0.45 0.50 0.45 0.50 0.55 0.45 0.50 0.60 o.m 0.n 0.80 0.80 0.85 0.90 LAN0 USE 0.80 M 0.20 c 0.40 M 0.60 C 0.10 c 0.10 w 0.20 c 0.40 M 0.50 M 0.40 M 0.10 C 0.w w 0.70 c 0.40 C 0.40 C 0.20 M 0.20 c 0.50 C 0.10 c 0.40 M 0.30 M 0 0.45 0.55 0.65 0.70 0.85 0.95 0.20 I 0.10 I 0.30 I 0.20 I 0.50 I 0.80 I 1.00 I 0.60 I 0.50 I 0.80 I 0.10 I 0.60 I 1.00 A 1.00 A 0.50 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 0.90 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 1.00 A 1.00 A 0.50 A 1.00 A 0.20 A 0.70 A 1.00 A 1.00 A 0.70 A 1.00 A 1.00 A 1.00 A 1.00 A 1.00 A 0.80 A 1.00 A 1.00 A 1.00 A 1.00 A 0.90 A 1.00 A 0.10 A 1.00 A 0.60 A 0.20 A 0.50 A 0.50 A 0.40 A SOIL TYPE c 0.50 0.60 0.50 0 0.46 0.40 0.49 0.44 0.46 0.42 0.55 0.45 ~~ 0.45 0.10 0 0.37 0.61 0.40 0.52 0.60 0.47 0.40 0.40 0.55 0.60 0.71 0.50 C 0.45 0.43 0.80 c 0.48 0.30 0 0.45 0.80 0.40 0.30 0 0.45 0.40 0.64 0.40 0.40 0.60 0.20 D 0.75 0.44 0.40 0.64 0.40 0.10 c 0.41 0.40 0.90 C 0.49 1.00 c 0.50 0.40 0.60 C 0.40 D 0.52 0.40 c 0.44 0.40 C 0.40 0 0.50 1.00 0 0.61 0.50 C 0.50 D 0.53 ___. ~... . ~~~~ 0.50 C 0.50 0 0.56 0.50 C 0.50 0 0.53 0.30 C 0.70 0 0.54 0.10 C 0.90 0 0.55 0.20 C 0.80 0 0.54 0.10 C 0.90 0 0.45 0.20 c 0.80 0 0.54 0.50 C 0.45 1.00 0 0.55 0.50 C 0.45 0.60 c 0.40 0 0.52 0.30 C 0.70 0 0.52 0.50 C 0.50 0 0.53 0.60 0 0.49 427 RUNOFF COEFFICIENT SOIL GRDUP CARLSBAD AWA HEOIWDA CREEK BASIN ML. 2 RURAL SINGLE FAMILY WILE HWES 6202.00 4301 .OO 4401 .on 4302.00 4302.00 2107.00 2107.10 2107.00 4501 .OO 4502.00 2111 .on 21 11 .on 2114.00 2110.00 4701 .OO 5101.00 5201 .OO 5501.00 5502.00 5401 .OO 5301 .OO 4901 .OO 4903.20 4903.00 4902.00 102.00 a7.00 4904.00 5701 .OO 5802.00 . 5801.00 5902.00 1032.00 1032.00 5901 .no 2615.00 2617.00 4802.00 4801 .on 2615.00 - so01 .oo 5 5.6 5 5.6 5 5 5 5 5 5 5.9 5.9 5.9 5.9 9.10 12 12 9 8.9 9 9.12 9 9 9 9.12 9 9 12 9.12 9 9 9 9 9 9 9 9 9 9.10 9.10 9 9 AREA 26.98 71.66 22.93 51.89 43.60 73.06 14.89 17.22 38.47 22.93 33.13 17.25 7.43 10.22 14.39 9.34 8.95 31.75 8.34 31.91 24.61 12.94 100.63 22.16 20.35 21.16 56.72 53.80 59.69 26.25 27.78 41.78 73.46 24.87 61.86 43.08 59.86 32.52 32.29 27.24 85.70 ~ ~~ 2611.00 . 20.53 2611.00 9.10 16.30 2611.00 9.10 35.05 2607.00 10 29.54 2611.00 9,10,12,13 22.27 2609.00 9.10.12.13 14.69 2609.00 ' lb ' 42.32 .. ~~~~~~~ 2607.00 10 35.05 4602.00 10 54.48 4601.00 10 24.75 WLTI UNITS CCMERCIAL INDUSTRIAL 0.40 R 1.00 R 1.00 R 0.80 R 0.80 R 1.00 R 0.10 R 0.30 1 .no 0.90 1.00 R 1.00 R 1.00 R 0.30 R 1.00 R 1.00 R 0.50 R 1.00 R ~~~ .. 1.00 R 1.00 R 1.00 R 0.50 R 1.00 R 0.SO P .... .. 0.50 R 0.40 R 0.20 R 1.00 s 0.50 s 1.00 s 1.00 s 1.00 s 0.95 5 1.00 s 1.00 s 1.00 s 1.00 s 0.70 s 1.00 5 0.90 5 0.60 S 1.00 s 0.90 s 0.60 s 0.80 s 0.90 s 0.80 s 0.80 s 0.75 s 0.10 s 0.50 s 1.00 s 0.25 S 0.20 s A R c 0:30 0135 0140 0.40 0.45 0.50 0.45 0.50 0.55 0.45 0.50 0.60 0.m 0.75 0.80 0.80 0.85 0.90 LAND USE 0.30 C 0.40 C 0.25 C 0.40 c 0.20 c 0.10 c 0.20 c 0.20 c 0.10 c 1.00 c 0.70 C o.m c D 0.45 0.55 0.65 0.70 0.85 0.95 0.10 I 0.05 I 0.10 I 0.20 I 0.20 I 0.90 I 0.50 I 1 .on 0.50 0.50 0.35 0.60 ------- 3212.03 R AREA S AREA T AREA I4 AREA C AREA I AREA ACRES ACRES ACRES ACRES ACRES ACRES ACRES 741.52 1853.67 0.00 94.17 m.w 283.70 0.30 A 0.50 A 0.10 A 0.15 A 0.10 A 0.45 A 0.20 A 0.90 A 0.90 A 1.00 A 0.90 A 0.90 A 0.90 A 0.75 A 1.00 A 1.00 A 1.00 A 0.70 A 0.90 A 0.20 A 0.90 A 0.90 A 0.50 A 0.40 A 0.25 A 0.15 A 0.10 A 0.10 A 0.30 A MIL TYPE 0.10 c 0.10 c 0.40 c 0.05 c 0.40 c 0.50 C 0.05 C 0.15 C 0.50 C 0.20 c 0.20 c 0.30 C 0.10 c 0.80 c 0.10 c 0.30 C 0.50 C 0.05 B 0.40 B 0.20 B 0.05 B 0.90 0 0.60 D 0.50 D 0.50 D 0.80 D 0.50 0 0.50 D 0.50 D 1.00 D 1.00 D 0.85 0 0.50 0 0.80 D 1.00 0 0.80 0 0.10 D 0.10 0 0.10 0 0.10 0 0.10 D 0.10 0 0.50 D 0.30 0 0.25 D 0.85 0 1.00 0 1.00 D 0.90 0 0.95 0 0.60 D 0.70 D 1.00 0 1.00 0 1.00 0 1.00 0 0.95 0 1.00 0 1.00 D 1.00 0 1.00 0 0.70 D 1.00 D ---- A AREA B AREA C AREA D AREA 1330.46 23.94 458.55 1397.86 ACRES ACRES ACRES ACRES c 0.55 0.50 0.U 0.52 0.53 0.54 0.53 0.48 0.55 0.55 0.63 0.53 0.58 0.67 0.42 0.32 0.42 0.40 0.32 0.42 0.41 0.47 0.52 0.46 0.43 0.49 0.47 0.87 0.71 0.64 0.38 0.39 0.39 0.43 0.45 0.73 0.44 0.45 0.46 0.52 0.45 0.45 0.45 0.45 0.70 0.45 0.95 0.70 0.61 0.77 0.m 428 05-03-1990 *** PROFESSIONAL SYSTEMS PROGRAM *** 01: 59: 07 Pipe Culvert Sizing Program ........................................................................ - INPUT FOR PIPE CULVERT - BA (4906.00 - 4907.00) ........................................................................ 332.57 cubic feet/second - Total Discharge 'Q' - Manning's Roughness In1 - Number of Pipes - Pipe Inside Diameter - Slope of Pipe - Pipe Length - 0.0130 2 0.0030 0.20 - - 66.00 inches - - - Entrance Loss 'Kef - 120.00 feet - ........................................................................ OUTPUT OF DESIGN VALUES - BA (4906.00 - 4907.00) Subcritical Flow, Outlet Control Normal Depth of Flow 'Dn' - - 49.14 inches Velocity at Dn - - 8.77 f eet/s.econd 43.25 inches Velocity at Dc - - 10.08 feet/second 6.98 feet ........................................................................ - Critical Depth of Flow 'Dc' - Headwater Depth - - 429 03-11-1991 *** PROFESSIONAL SYSTEMS PROGRAM *** 14: 57: 09 TRAPEZOIDAL CWEL PROGRAM 430 431 03-11-1991 *** PROFESSIONAL SYSTEMS PROGRAM *** 15: 02:43 TRAPEZOIDAL CHANNEL PROGRAM 432 03-11-1991 *** PROFESSIONAL SYSTEMS PROGRAM *** 15: 05: 10 BOX CULVERT DESIGN PROGRAM ........................................................................ - INPUT FOR BOX CULVERT - BB (6403.00 - 6404.00) (PROPOSED RCB) ........................................................................ 275.80 cubic feet/second - Total Discharge *Q1 - Number of Barrels - Barrel Width - Barrel Height - Inside Wall Thickness - Slope of Culvert - Entrance Loss 'Ke' - Culvert Length - Outlet loss 'KO' - Downstream channel data: n= 0.01500 B= 12.00 z= 0.00 s= 0.00100 2 each 6.00 feet 4.00 feet 0.50 feet 0.00100 0.20 700.00 feet 0.85 - - - - - - - - ........................................................................ OUTPUT OF DESIGN VALUES - BB (6403.00 - 6404.00) (PROPOSED RCB) ........................................................................ Subcritical flow, outlet control 4.00 feet Normal Depth of Flow in Box 'Dn' - velocity at Dn - - 5.75 feet/second Critical Depth of Flow in Box 'Dc' = 2.54 feet Velocity at Dc - - 9.04 feet/second 4.07 feet 5.15 feet - - Tailwater Depth - - Headwater Depth - - ........................................................................ INPUT FOR BOX CULVERT - BB (6404.00 - 6405.00) (PROPOSED RCB) ........................................................................ Total Discharge 'Q1 - - 361.45 cubic feet/second Number of Barrels - - 2 each Barrel Width - - 6.00 feet 6.00 feet Barrel Height - Inside Wall Thickness - - 0.50 feet 0.00100 Slope of Culvert - 0.20 Entrance Loss 'Ke' - Culvert Length = 1,150.00 feet 0.85 Outlet loss 'KO' - Downstream channel data: n= 0.01500 B= 12.00 z= 0.00 s= 0.00100 - - - - ........................................................................ OUTPUT OF DESIGN VALUES - BB (6404.00 - 6405.00) (PROPOSED RCB) ........................................................................ Subcritical flow, outlet control Normal Depth of Flow in Box 'Dn' - - 6.00 feet velocity at Dn - - 5.02 feet/second - Critical Depth of Flow in Box 'Dc' = 3.04 feet Velocity at Dc - - 9.90 feet/second 4.95 feet 5.81 feet - Tailwater Depth - Headwater Depth - - 433 ........................................................................ INPUT FOR BOX CULVERT - BB (6405.00 - 6405.10) (PROPOSED RCB) ........................................................................ 384.84 cubic feet/second - Total Discharge 'Q' - Number of Barrels - Barrel Width - Barrel Height - Inside Wall Thickness - Slope of Culvert - Entrance Loss 'Ke' - Culvert Length - Outlet loss 'KO' - Downstream channel data: n= 0.01500 B= 12.00 z= 0.00 s= 0.00148 - 2 each 6.00 feet 8.00 feet 0.50 feet 0.00100 0.20 150.00 feet 0.85 - - - - - - - - ........................................................................ OUTPUT OF DESIGN VALUES - BB (6405.00 - 6405.10) (PROPOSED RCB) ........................................................................ Subcritical flow, outlet control 6.37 feet velocity at Dn - - 5.04 feet/second Critical Depth of Flow in Box 'Dc' = 3.17 feet Velocity at DC - - 10.10 f eet/second 4.49 feet 5.74 feet - Normal Depth of Flow in Box 'Dn' - - Tailwater Depth - Headwater Depth - - 434 05-04-1990 *** PROFESSIONAL SYSTEMS PROGRAM *** 01:45: 28 BOX CULVERT DESIGN PROGRAM 435 L SEDIMENTATION BASIN BD @ CONC. PT. 903.00 SOIL TYPE % 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 P 8.16 P 8.15 P 8.19 gravel 0.00 Avg Dens d vs R K s L m LS cc PC Ac Area c Cnc Pnc Anc Area nc Sed Vol C P6-10 Ilo-avg Q10-avg Sur Area Sur Area sand f. sand silt clay 10.00 30.00 40.00 20.00 111.50 pcf 0.020 mm 0.00096 fps 50.00 0.41 6.71 % 4500.00 ft 0.50 5.23 0.50 0.90 6.38 ac 0.05 0.90 4.82 ton/ac-yr 48.23 ton/ac-yr 57.43 ac 388.47 cy 0.58 1.80 0.30 in/hr 0.32 acres 11.01 cfs 13763.23 sf ------------------- ------------------- Vol water 2548.75 cy (5' depth) Vol total 2937.21 cy 436 SEDIMENTATION BASIN BE @ CONC. PT. 2605.00 SOIL Type % 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 P 8.16 P 8.15 P 8.19 gravel sand f. sand silt clay 0.00 20.00 20.00 30.00 30.00 Avg Dens d vs R K S L m Ls cc PC Ac Area c Cnc Pnc Anc Area nc Sed Vol 111.50 pcf 0.020 mm 0.00096 fps 50.00 0.33 2.81 % 8000.00 ft 0.30 1.00 0.50 0.90 7.46 ton/ac-yr 58.65 ac 0.05 0.90 0.75 ton/ac-yr 527.89 ac 552.02 cy C 0.85 P6-10 1.80 110-avg 0.30 in/hr Q 10 -avg 149.57 cfs Sur Area 186959.63 sf Sur Area 4.29 acres .................... Vol water 34622.15 cy (5' depth) Vol total 35174.17 cy .................... I---____-----__---- 437 NODE 2101.00 2102.00 6201.00 6202.00 6002.10 6002.00 4301.00 4301.00 4302.00 2107.00 2107.00 2107.10 2204.00 2203.00 2201.00 2201.00 6101.00 - 2103 .OO 2108.00 TOTAL SEDIMENTATION BASIN BF1 @ CONC. PT. 2108,OO AREA (acres) % GRAV 91.72 7.89 8.78 26.98 20.04 51.12 8.24 71.66 51.89 73.06 17.22 14.89 108.42 25.59 40.81 13.07 7.34 20.74 41.17 AVG . 700.63 0.00 % SAND 100.00 100.00 20.00 20.00 35.00 90.00 80.00 80.00 50.00 50.00 22.96 % F.S. % SILT % CLAY 10.00 90.00 20.00 80.00 80.00 20.00 20.00 60.00 70.00 60.00 45.00 10.00 20.00 35.00 35.00 10.00 50.00 50.00 100.00 60.00 20.00 60.00 20.00 40.00 10.00 40.00 20.00 20.00 15.00 15.00 80.00 10.00 23.77 15.03 38.24 438 SEDIMENTATION BASIN BF1 @ CONC. PT. 2108.00 SOIL TYPE % 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 P 8.16 P 8.15 P 8.19 gravel sand f. sand silt clay 0.00 22.96 23.77 15.03 38.24 Avg Dens 111.0917 pcf d 0.020 mm vs R K S L m Ls cc Pc Ac Area c Cnc Pnc AnC Area nc Sed Vol 0.00096 fps 50 _. 0.22 2.5 % 7000 ft 0.3 0.8660 0.5 1.2 5.7153 ton/ac-yr 76.79 ac 0.3 1.2 3.4292 ton/ac-yr 691.07 ac 1872.75 Cy C 0.56 P6-10 1.8 I1 0-avg 0.30 in/hr QlO-avg 128.08 cfs Sur Area 160096.73 sf Sur Area 3.68 acres .................... .................... Vol water 29647.54 cy (5' depth) Vol total 31520.29 cy .................... 439 SEDIMENTATION BASIN BF2 @ CONC. PT. 2114.00 NODE 2114.00 2111.00 2111.00 2110.00 4502.00 4501.00 TOTAL AREA (acres) % GRAV 85.70 17.25 33.13 7.43 22.93 38.47 AVG . 204.91 0.00 SOIL TYPE % 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 P 8.16 P 8.15 P 8.19 gravel 0.00 Avg Dens d VS R K s L m Ls cc PC Ac Area c Cnc Pnc AnC Area nc Sed Vol C P6-10 Ilo-avg Q10-avg Sur Area Sur Area % SAND % F.S. % SILT 10.00 30.00 40.00 10.00 30.00 40.00 10.00 40.00 20.00 10.00 50.00 30.00 10.00 50.00 30.00 9.80 37.12 32.85 sand f. sand silt 9.80 37.12 32.85 110.83 pcf 0.020 mm 0.00096 fps 50.00 0.34 0.45 % 5300.00 ft 0.20 0.20 0.50 0.90 1.57 ton/ac-yr 0.05 0.90 0.16 ton/ac-yr 184.42 ac 40.79 cy 20.49 ac 0.62 1.80 0.30 in/hr 1.10 acres 38.28 C~S 47851.87 sf % CLAY 20.00 20.00 20.00 100.00 10.00 10.00 20.23 clay 20.23