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HomeMy WebLinkAbout; Appendix I - Vol 1 - Agua Hedionda Creek Basin; Storm Water; 1991-01-01MASTER PLAN QF DRAINAGE FOR . AGUA "DA CREEK BASIN . VOLl PROPOSED LINE PAGES BO ................. BH ................. BJ ................. BJA ................. BJBA ................. BJBB ................. BJBC ................. BJC ................. BJD ................. EL ................. BLA ................. Bx ................. El3 ................. Bo ................. BP ................. BPA ................. BPM ................. BPC ................. BOB ................. BPD ................. BPDA ................. BOOB ................. BQ ................. 291-294 287-291 259-260 265-266 270-272 283-284 285-286 284-285 275-278 273-275 272-273 266-270 260-265 243-245 247-250 246-247 238-243 2 3 5-2 3 6 234-235 201-205 219-221 222-223 232-233 223-229 231-232 229-231 221-222 217-219 205-208 212-213 215-217 2 13 -2 15 208-212 233-234 USER SPECIFIED RUNOFF COEFFICIENT CALCS . 298-299 TRAPEZOIDAL CHANNEL CALC ......... 299.1 SEDIMENTATION BASIN CALCS ..... 299.2-299.6 . i .............................................................................. 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.lA Release Date: 1/09/89 Serial # 3454 Analysis prepared by: FRASER ENGINEERING, INC. 2191 EL CAMINO REAL OCEANSIDE, CA 92054 (619) 722-3495 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EvENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(1NCH) = 18.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED PERCENT OF GRADIENTS(DEC1MAL) TO USE FOR FRICTION SLOPE I .90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED ............................................................................ FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.10 IS CODE = 7 ............................................................................ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< BEGIN LINE BO USER-SPECIFIED VALUES ARE AS FOWWS (INITIAL BASIN): TC(M1N) = 7.55 RAIN INTENSITY(INCH/HOUR) = 5.66 TOTAL AREA(ACRES) = 3.67 TOTAL RUNOFF (CFS) = 15.78 L (FEET) = 500.00 S = 6.0% SINGLE FAMILY DFVEMPMENT RUNOFF COEFFICIENT = .7600 Tc = 1.811.1-C) fL1 112 CITY OF OCEANSIDE ........................................ ------- - ------E---- ----=C==---r====-==== [s(100) ill3 ............................................................................. FLOW PROCESS FROM NODE 1000.10 TO NODE 1001.00 IS CODE = 6 ............................................................................ 201 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 548.00 DOWNSTREAM ELEVATION = 292.00 jTREET HALFh'IDTH(FEET) = 20.00 STREET CROSSFAU(DEC1MAL) = -0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .7600 .................................................................................. STREET LENGTH(FEET) = 4300.00 CURB HEIGTH(1NCHES) = 6. **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 402.64 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 FLOWDEF"(FEET) = .91 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 17.16 PRODUCT OF DEPTHWELOCITY = 15.56 ***STREET FLOWING FULL*** STREETFLOW TRAVELTIME(M1N) = 4.18 TC(M1N) = 11.73 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.257 *USER SPECIFIED(SUBAREA) : INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .7600 SUBAREA AREA(ACRES) = 233.93 SUBAREA RUNOFF(CFS) = 756.82 SUMMED AREA(ACRES) = 237.60 TOTAL RUNOFF(CFS) = 772.60 CITY OF END OF SUBAREA STREETFLOW HYDRAULICS: OCEANSIDE DEFl"(FEET) = 1.18 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 22.45 DEPTH*VELOCITY = 26.51 ........................................................................... 2LQW PROCESS FROM NODE 1002.00 TO NODE 1001.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ........................................................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.257 *USER SPECIFIED (SUBAREA) : INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = -7700 SUBAREA -(ACRES) = 86.32 SUBAREA RUNOFF(CFS) = 282.94 TOTAL -(ACRES) = 323.92 TOTAL RUNOFF(CFS) = 1055.54 CITY OF TC(M1N) = 11.73 OCEANSIDE ............................................................................ FLOW PROCESS FROM NODE 1001.00 TO NODE 1003.00 IS CODE = 5 ............................................................................ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BP UPSTREAM NODE ELEVATION = 292.00 GPD-OS DOWNSTREAM NODE ELEVATION = 279.00 POTERTIAL REHEDIAL WORK CHANNEL LENGTH THRU SUBAREA(FEET) = 450.00 CHANNEL BASE(FEET) = 12.00 "2" FACTOR = 2.000 MANNINGS FACTOR = .035 MAXIMUM DEPTH(FEET) = 6.00 CHANNEL FLOW THRU SUBAREA(CFS) = 1055.54 rmvEL TIME (MIN. = .55 TC(M1N.) = 12.28 -----------__------- -3__-----------------------------------------= _-__---___-I- -FLOW VEMCITY(FEET/SEC) = 13.66 FLOW DEPTH(FEET) = 3.90 202 ............................................................................ FLOW PROCESS FROM NODE 1001.00 TO NODE 1003.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ __----_______--I-------- -_--------___________ ====== 100 YEAR RAINFAU INTENSITY(INCH/HOUR) = 4.133 *USER SPECIFIED(SUBAREA) : RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4000 SUBAREA AREA(ACRES) = 33.52 SUBAREA RUNOFF(CFS) = 55.42 TOTAL =(ACRES) = 357.44 TOTAL RUNOFF(CFS) = 1110.96 TC(M1N) = 12.28 ............................................................................ FLQW PROCESS FROM NODE 1003.00 TO NODE 1004.00 IS CODE = 5 ............................................................................ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BP UPSTREAM NODE ELEVATION = 279.00 GPD-OS DOWNSTREAM NODE ELEVATION = 277.00 POTENTIAL REMEDIAL WORK CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00 CHANNEL BASE(FEET) = 12.00 "Z" FACTOR = 2.000 MANNINGS FACTOR = .035 MAXIMUM DEF"(FEET) = 7.00 CHANNEL FLOW THRU SUBAREA(CFS) = 1110.96 FLOW VELOCITY(FEET/SEC) = 9.44 FLOW DEPTH(FEET) = 5.24 TRAVEL TIME(M1N.) = .35 TC(M1N.) = 12.63 .......................................................................... 7 .......................................................................... FLOW PROCESS FROM NODE 1003.00 TO NODE 1004.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ...................................................... 100 YEAR RAINFAU INTENSITY(INCH/HOUR) = 4.058 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = -4000 SUBAREA AREA(ACRES) = 28.62 SUBAREA RUNOFF(CFS) = 46.46 TOTAL AREA(ACRES) = 386.06 TOTAL RUNOFF(CFS) = 1157.41 TC(M1N) = 12.63 ............................................................................ FLOW PROCESS FROM NODE 1004.00 TO NODE 1005.00 IS CODE = 5 ............................................................................ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BP UPSTREAM NODE ELEVATION = 277.00 GPD-OS DOWNSTREAM NODE ELEVATION = 271.00 POTENTIAL REHEDIAL WORK CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL BAsE(FEET) = 12.00 "2" FACTOR = 2.000 MANNINGS FACTOR = .035 MAXIMUM DEPTH(FEET) = 7.00 CHANNEL FLOW THRU SUBAREA(CFS) = 1157.41 TRAVEL TIME(M1N.) = .82 TC(M1N.) = 13.44 ---I-_----------------------------- =_____---___------------------- - FLOW VELOCITY(FEET/SEC) = 10.22 FLOW DEFTH(FEET) = 5.10 203 ............................................................................ FLOW PROCESS FROM NODE 1004.00 TO NODE 1005.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< *USER SPECIFIED (SUBAREA) : RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4000 SUBAREA AREA(ACRES) = 18.41 SUBAREA RUNOFF(CFS) = 28.70 TOTAL AREA(ACRES) = 404.47 TOTAL RUNOFF(CFS) = 1186.12 TC(M1N) = 13.44 - .-------------------------------------------------------------------------- ............................................ ................................ 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.898 ............................................................................ FLOW PROCESS FROM NODE 1005.00 TO NODE 1006.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BP UPSTREAM NODE ELEVATION = 271.00 GPD-OS DOWNSTREAM NODE ELEVATION = 263.00 POTENTIAL REMEDIAL WOFU CHANNEL LENGTH THRU SUBAREA(FEET) = 460.00 CHANNEL BASE(FEET) = 12.00 "Z" FACTOR = 2.000 MANNINGS FACTOR = -035 MAXIMUM DEPTH(FEET) = 7.00 CHANNEL FLOW THRU SUBAREA(CFS) = 1186.12 FMW VELQCITY(FEET/SEC) = 11.73 FLOW DEPTH(FEET) = 4.72 TRAVEL TIME(M1N.) = .65 TC(M1N.) = 14.10 ............................................................................ .......................................................................... ,.- ............................................................................ FLOW PROCESS FROM NODE 1005.00 TO NODE 1006.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ..................................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.780 *USER SPECIFIED (SUBAREA) : RURAL DEVELOPMENT RUNOFF COEFFICIENT = -4000 SUBAREA AREA(ACRES) = 14.00 SUBAREA RUNOFF(CFS) = 21.17 TOTAL AREA(ACRES) = 418.47 TOTAL RUNOFF(CFS) = 1207.29 TC(M1N) = 14.10 ............................................................................ FLOW PROCESS FROM NODE 1006.00 TO NODE 1007.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BP UPSTREAM NODE ELEVATION = 263.00 GPD-OS DOWNSTREAM NODE ELEVATION = 253.00 POTEMTIAL REMEDIAL WORK CHANNEL LENGTH THRU SUBAREA(FEET) = 360.00 CHANNEL BASE(FEET) = 12.00 "Z" FACTOR = 2.000 MANNINGS FACTOR = -035 MAXIMUM DEPTH(FEET) = 7.00 FLOW VELOCITY (FEET/SEC) = 13.97 FLOW DEPTH(FEET) = 4.22 ............................................................................ -------- ............................................................ - CHANNEL FLOW THRU SUBAREA(CFS) = 1207.29 204 TRAVEL TIME(M1N.) = -43 TC(M1N.) = 14.53 ............................................................................ FMW PROCESS FROM NODE 1006.00 TO NODE 1007.00 IS CODE = 8 .......................................................................... >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.708 *USER SPECIFIED (SUBAREA) : RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4000 SUBAREA AREA(ACRES) = 9.34 SUBAREA RUNOFF(CFS) = 13.85 TOTAL AREA(ACRES) = 427.81 TOTAL RUNOFF(CFS) = 1221.14 TC(M1N) = 14.53 ............................................................................ FLOW PROCESS FROM NODE 1007.00 TO NODE 1008.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BP UPSTREAM NODE ELEVATION = 253.00 GPD-OS DOWNSTREAM NODE ELEVATION = 240.00 POTENTIAL REMEDIAL WORK CHANNEL LENGTH THRU SUBAREA(FEET) = 560.00 CHANNEL BASE(FEET) = 12.00 "Z" FACTOR = 2.000 MANNINGS FACTOR = .035 MAXIMUM DEmH(FEET) = 7.00 CHANNEL FLOW THRU SUBAREA(CFS) = 1221.14 FLOW VELOCITY(FEET/SEC) = 13.16 FLOW DEPTH(FEET) = 4.44 ............................................................................ ----- -______--_____----_-_______--_____---------------------------=----- - TRAVEL TIME(M1N.) = .71 TC(M1N.) = 15.24 ............................................................................ FLOW PROCESS FROM NODE 1007.00 TO NODE 1008.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ =================r====--=======l===E====== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.596 *USER SPECIFIED(SUBAREA) : RURAL DEVELOPMENT RUNOFF COEFFICIENT = -4000 SUBAREA AREA(ACRES) = 23.72 SUBAREA RUNOFF(CFS) = 34.11 TOTAL =(ACRES) = 451.53 TOTAL RUNOFF(CFS) = 1255.25 TC(M1N) = 15.24 DATA TO PAGE 219 ............................................................................ FLOW PROCESS FROM NODE 1100.00 TO NODE 1101.00 IS CODE = 2 ............................................................................ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< BEGIN LINE BPD SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 UPSTREAM ELEVATION = 424.00 DOWNSTREAM ELEVATION = 412.00 - ELEVATION DIFFERENCE = 12.00 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 5.133 _____--_______---==========~======X== 205 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.253 SUBAREA RUNOFF(CFS) = 21.77 TOTAL AREA(ACRES) = 3.16 TOTAL RUNOFF(CFS) = 21.77 .......................................................................... FLOW PROCESS FROM NODE 1101.00 TO NODE 1102.00 IS CODE = 9 >>>>>COMPUTE "V" GUTTER FLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 412.00 DOWNSTREAM NODE ELEVATION = 410.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00 llV*q GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = .080 PAVEMENT LIP(FEET) = .020 MANNINGS N = .0150 PAVEMENT CROSSFALL(DEC1MAL NOTATION) = .02000 MAXIMUM DEPTH(FEET) = 2.00 ............................................................................ ......................................... 100 YEAR RAINFALL INTENSITYIINCH/HOURl = 6.640 ~ ~ - SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 . TRAVELTIME THRU SUBAREA BASED ON VELOCITY (FEET/SEC) = 4.43 AVERAGE FLOWDEPTH (FEET) = .61 FLOODWIDTH(FEET) = 54.21 "V" GUTTER FLOW TRAVEL TIME(M1N) = .75 TC(M1N) = 5.89 SUBAREA AREA(ACRES) = 13.90 SUBAREA RUNOFF(CFS) = 87.68 END OF SUBAREA V" GUTTER HYDRAULICS: DEPTH(FEET) = .73 FLOODWIDTH(FEET) = 66.09 FLOW VELOCITY(FEET/SEC.) = 4.98 DEPTH*VELOCITY = 3.64 SUMMED AREA(ACRES) = 17.06 TOTAL RUNOFF(CFS) = 109.46 - ........................................................................... FLOW PROCESS FROM NODE 1102.00 TO NODE 1102.10 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BPD DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.8 INCHES STORMWATER ATTENUATIOH PIPEFLOW VELOCITY (FEET/SEC. ) = 12.7 REQUIRED UPSTREAM NODE ELEVATION = 405.00 (EXIST. 24" INADEQUATE) DOWNSTREAM NODE ELEVATION = 401.40 FLOWLENGTH(FEET) = 360.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 45.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 109.46 TRAVEL TIMEIMIN.) = .47 TC(M1N.) = 6.36 ............................................................................ ------------- ....................................... ............................................................................ FLOW PROCESS FROM NODE 1102.10 TO NODE 1102.20 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.7 INCHES (EXIST. 30" RCPl PIPEFLOW VELOCITY(FEET/SEC.) = 21.2 UPSTREAM NODE ELEVATION = 401.40 -DOWNSTREAM NODE ELEVATION = 382.15 FLOWLENGTH(FEET) = 500.00 MANNINGS N = .012 ............................................................................ ............................. ........................................................................ 206 ESTIMATED PIPE DIAMETER(1NCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 109.46 TRAVEL TIME(M1N.) = -39 TC(M1N.) = 6.75 .......................................................................... FLOW PROCESS FROM NODE 1102.10 TO NODE 1102.20 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ______----___--------------------------------I--______-----------_-- __________-_____--------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.078 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 9.26 SUBAREA RUNOFF(CFS) = 53.47 TOTAL AREA(ACRES) = 26.32 TOTAL RUNOFF(CFS) = 162.93 TC(M1N) = 6.75 ............................................................................ FLOW PROCESS FROM NODE 1102.20 TO NODE 1102.30 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BPD DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.6 INCHES STORXWATER ATTENUATION PIPEFMW VELOCITY(FEET/SEC.) = 25.9 REQUIRED UPSTREAM NODE ELEVATION = 382.15 (EXIST. 30" INADEQUATE) DOWNSTREAM NODE ELEVATION = 377.06 FLOWLENGTH(FEET) = 100.00 MANNINGS N = .012 ZIPEFLOW THRU SUBAREA(CFS) = 162.93 TRAVEL TIME(M1N.) = .06 TC(M1N.) = 6.82 .......................................................................... -ESTIMATED PIPE DIAMETER(1NCH) = 39.00 NUMBER OF PIPES = 1 ............................................................................ FLOW PROCESS FROM NODE 1102.30 TO NODE 1102.40 IS CODE = 5 ............................................................................ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 377.06 (EXIST. BROW DITCH) DOWNSTREAM NODE ELEVATION = 360.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 130.00 CHANNEL BASE(FEET) = 1.00 foZ*9 FACTOR = 1.000 MANNINGS FACTOR = .015 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA(CFS) = 162.93 FLOW VELQCITY(FEET/SEC) = 31.85 FLOW DEPTH(FEET) = 1.82 TRAVEL TIME(M1N.) = .07 TC(M1N.) = 6.88 --------I =i------------=----l----___-----------=--_------------------- ....................... 207 RAINFALL INTENSITY (INCH./HOUR) = 6.00 TOTAL STREAM AREA (ACRES) = 26.32 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 162.93 - ........................................................................... FLOW PROCESS FROM NODE 1110.00 TO NODE 1111.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< BEGIN LINE BPDB SOIL CLASSIFICATION IS "D" RURAL DEVEMPMENT RUNOFF COEFFICIENT = .4500 ............................................................................ ----- ............................................................ -I NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 12.95(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 400.00 UPSTREAM ELEVATION = 458.00 DOWNSTREAM ELEVATION = 445.00 ELEVATION DIFFERENCE = 13.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.994 SUBAREA RUNOFF (CFS) = 10.48 TOTAL =(ACRES) = 5.83 TOTAL RUNOFF(CFS) = 10.48 ............................................................................ FLOW PROCESS FROM NODE 1111.00 TO NODE 1112.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 445.00 DOWNSTREAM ELEVATION = 435.00 STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFAU(DEC1MAL) = -0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 12.56 STREET FLOWDEPTH(FEET) = .38 HALFSTREET FLoODWIDTH(FEET) = 12.77 PRODUCT OF DEPTH&VELOCITY = 1.37 ............................................................................ ___I________------__------------------------------------------------------ - STREET LENGTH(FEET) = 500.00 CURB HEIGTH(1NCHES) = 6. AVERAGE FLOW VELOCITY (FEET/SEC. ) = 3.59 STREETFLOW TRAVELTIME(M1N) = 2.32 TC(M1N) = 15.27 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.591 SOIL CLASSIFICATION IS 'ID" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA -(ACRES) = 2.57 SUBAREA RUNOFF(CFS) = 4.15 SUMMED AREA(ACRES) = 8.40 TOTAL RUNOFF(CFS) = 14.63 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 13.35 FLOW VELOCITY(FEET/SEC.) = 3.85 DEPTH*VELOCITY = 1.51 ............................................................................ FLOW PROCESS FROM NODE 1112.00 TO NODE 1112.10 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.6 INCHES PIPEFMW VELOCITY(FEET/SEC.) = 5.9 ......................................................................... - 208 UPSTREAM NODE ELEVATION = 430.00 DOWNSTREAM NODE ELEVATION = 426.75 FLOWLENGTH(FEET) = 650.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 14.63 TRAVEL TIME(M1N.) = 1.83 TC(M1N.) = 17.10 ............................................................................ FLOW PROCESS FROM NODE 1112.10 TO NODE 1113.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.9 UPSTREAM NODE ELEVATION = 426.75 DOWNSTREAM NODE ELEVATION = 425.50 FLOWLENGTH(FEET) = 250.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCB) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 14.63 TRAVEL TIME(M1N.) = .70 TC(M1N.) = 17.80 ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 1112.10 TO NODE 1113.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ - 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.252 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 16.90 SUBAREA RUNOFF(CFS) = 52.21 TOTAL AREA(ACRES) = 25.30 TOTAL RUNOFF(CFS) = 66.84 TC(M1N) = 17.80 ................................................................ FLOW PROCESS FROM NODE 1113.00 TO NODE 1114.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (WON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.6 INCHES (EXIST. 36" RCP) PIPEFLOW VEMCITY (FEET/SEC. ) = 10.6 UPSTREAM NODE ELEVATION = 425.50 DOWNSTREAM NODE ELEVATION = 419.48 FLOWLENGTH(FEET) = 700.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 39.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 66.84 TRAVEL TIME(M1N.) = 1.10 TC(M1N.) = 18.90 ===============================3=======1====~--================ ............................................................................ . FLOW PROCESS FROM NODE 1113.00 TO NODE 1114.00 IS CODE = 8 .......................................................................... >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 209 .......................................................................... 100 YkAR RAINFALL INTENSITY (INCH/HOUR) = 3.129 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 TOTAL =(ACRES) = 41.61 TOTAL RUNOFF(CFS) = 115.32 TC(M1N) = 18.90 '- SUBAREA =(ACRES) = 16.31 SUBAREA RUNOFF(CFS) = 48.48 ............................................................................ FLOW PROCESS FROM NODE 1114.00 TO NODE 1114.10 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 42.0 INCH PIPE IS 34.0 INCHES (EXIST. 36" RCPl PIPEFLOW VELOCITY (FEET/SEC. ) = 13.8 UPSTREAM NODE ELEVATION = 419.48 DOWNSTREAM NODE ELEVATION = 415.67 FLOWLENGTH(FEET) = 300.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 115.32 TRAVEL TIME(M1N.) = -36 TC(M1N.) = 19.26 ............................................................................ ........................ ........................................................................ ............................................................................ FLOW PROCESS FROM NODE 1114.10 TO NODE 1115.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ - >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ............................................................... DEPTH OF FLOW IN 42.0 INCH PIPE IS 34.0 INCHES (EXIST. 42" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 13.8 UPSTREAM NODE ELEVATION = 415.67 DOWNSTREAM NODE ELEVATION = 413.13 FLOWLENGTH(FEET) = 200.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 42.00 NUMBER OF PIPES = 1 PIPEFMW THRU SUBAREA(CFS) = 115.32 TRAVEL TIME(M1N.) = .24 TC(M1N.) = 19.50 ............................................................................ FMW PROCESS FROM NODE 1114.10 TO NODE 1115.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ .................................................................. ---------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.066 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 13.61 SUBAREA RUNOFF(CFS) = 39.64 TOTAL -(ACRES) = 55.22 TOTAL RUNOFF(CFS) = 154.97 TC(M1N) = 19.50 210 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 48.0 INCH PIPE IS 36.7 INCHES (EXIST. 42"RCP) ~ PIPEFLOW VELOCITY (FEET/SEC. ) = 15.0 LJPSTREAM NODE ELEVATION = 413.13 DOWNSTREAM NODE ELEVATION = 411.23 FLOWLENGTH(FEET) = 150.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 154.97 TRAVEL TIME (MIN. ) = .17 TC(M1N.) = 19.67 ............................................................................ FLOW PROCESS FROM NODE 1115.10 TO NODE 1115.20 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.9 INCHES (EXIST. 42" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 17.4 UPSTREAM NODE ELEVATION = 411.23 DOWNSTREAM NODE ELEVATION = 407.53 FLOWNGTH(FEET) = 200.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 45.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 154.97 TRAVEL TIME(M1N.) = .19 TC(M1N.) = 19.86 ............................................................................ ............................................................................. PLOW PROCESS FROM NODE 1115.20 TO NODE 1115.30 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.1 INCHES (EXIST. 42" RCP) PIPEFLOW VELOCITY(FEET/SEC.) = 29.5 UPSTREAM NODE ELEVATION = 407.53 DOWNSTREAM NODE ELEVATION = 391.25 FLOWLENGTH(FEET) = 220.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 154.97 TRAVEL TIME(M1N.) = .12 TC(M1N.) = 19.99 ............................................................................ .......................................... ............................................................................ FLOW PROCESS FROM NODE 1115.20 TO NODE 1115.30 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ------------------------------------=~~----------=~~========~==~= 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.018 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 21.25 SUBAREA RUNOFF(CFS) = 60.93 TOTAL AREA(ACRES) = 76.47 TOTAL RUNOFF(CFS) = 215.90 -- TC(M1N) = 19.99 211 ............................................................................ FMW PROCESS FROM NODE 1115.30 TO NODE 1115.40 IS CODE = 3 ............................................................................ - >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BPDB DEPTH OF FLOW IN 57.0 INCH PIPE IS 43.3 INCHES STORMWATER ATTENUATION PIPEFMW VELOCITY (FEET/SEC. ) = 15.0 REQUIRED UPSTREAM NODE ELEVATION = 391.25 (EXIST. 48" INADEQUATE) DOWNSTREAM NODE ELEVATION = 386.25 FMWLENGTH(FEET) = 500.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 57.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 215.90 TRAVEL TIME(M1N.) = .56 TC(M1N.) = 20.54 ............................................................................ FLOW PROCESS FROM NODE 1115.40 TO NODE 1102.40 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFMW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.9 INCHES (EXIST. 48" RCP) PIPEFLOW VELOCITY(FEET/SEC.) = 35.5 UPSTREAM NODE ELEVATION = 386.25 DOWNSTREAM NODE ELEVATION = 360.40 FMWLENGTH(FEET) = 250.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 215.90 TRAVEL TIME(M1N.) = .12 TC(M1N.) = 20.66 - ............................................................................ FLOW PROCESS FROM NODE 1115.40 TO NODE 1102.40 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< RESUME LINE BPD CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 20.66 RAINFALL INTENSITY (INCH./HOUR) = 2.95 TOTAL STREAM AREA (ACRES) = 76.47 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 215.90 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER ( CFS ) (MIN.) (INCH/HOUR) ............................................................................ ______________________________l________l-------------------- ............................................................................ 1 162.93 6.88 6.002 2 215.90 20.66 2.954 RAINFALL-INTENSITY-RTIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 269.19 296.09 ~ COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 296.09 TIME(M1NUTES) = 20.661 212 TOTAL jlREA(ACRES) = 102.79 ............................................................................ - FLOW PROCESS FROM NODE 1102.40 TO NODE 1102.50 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 360.40 (EXIST. BROW DITCH) DOWNSTREAM NODE ELEVATION = 275.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 550.00 CHANNEL BASE(FEET) = 2.00 "Ztt FACTOR = 1.000 MANNINGS FACTOR = .015 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA(CFS) = 296.09 FLOW VELOCITY(FEET/SEC) = 39.64 FLOW DEPTH(FEET) = 1.91 TRAVEL TIME(M1N.) = .23 TC(M1N.) = 20.89 ........................................................................... ............................................................................ FLOW PROCESS FROM NODE 1102.40 TO NODE 1102.50 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 20.89 RAINFALL INTENSITY (INCH./HOUR) = 2.93 TOTAL STREAM AREA (ACRES) = 102.79 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 296.09 ............................................................................ ........................................................................ - ............................................................................ FLOW PROCESS FROM NODE 1120.00 TO NODE 1121.00 IS CODE = 2 ............................................................................ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< BEGIN LINE BPDA SOIL CLASSIFICATION IS "D" ........................................................................ INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 UPSTREAM ELEVATION = 400.00 WWNSTREAM ELEVATION = 395.00 ELEVATION DIFFERENCE = 5.00 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 6.220 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6.408 SUBAREA RUNOFF(CFS) = 17.90 TOTAL AREA(ACRES) = 2.94 TOTAL RUNOFF(CFS) = 17.90 ............................................................................ FLOW PROCESS FROM NODE 1121.00 TO NODE 1122.00 IS CODE 9 >>>>>COMPUTE "V" GUTTER FLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 395.00 . DOWNSTREAM NODE ELEVATION = 390.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 550.00 IrV" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = .080 ............................................................................ 213 PAVEMENT LIP(FEET) = .020 MANNINGS N = .0150 PAVEMENT CROSSFALL(DEC1MAL NOTATION) = .02000 MAXIMUM DEPTH(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.338 INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 TRAVELTIME THRU SUBAREA BASED ON VELOCITY (FEET/SEC) = 4.50 AVERAGE FLOWDEPTH (FEET) = .72 FLOODWIDTH(FEET) = 64.60 "V" GUTTER FLOW TRAVEL TIME(M1N) = 2.04 TC(M1N) = 8.26 SUBAREA AREA(ACRES) = 29.97 SUBAREA RUNOFF(CFS) = 151.98 SUMMED =(ACRES) = 32.91 TOTAL RUNOFF(CFS) = 169.88 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = .88 FLOODWIDTH(FEET) = 80.93 FLOW VELOCITY(FEET/SEC.) = 5.17 DEPTHIVELOCITY = 4.54 - SOIL CLASSIFICATION IS "D" ............................................................................ FLOW PROCESS FROM NODE 1122.00 TO NODE 1122.10 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BPDA DEPTH OF FLOW IN 51.0 INCH PIPE IS 37.6 INCHES BTORHWATER ATTENUATION PIPEFLOW VELOCITY (FEET/SEC. ) = 15.2 REQUIRED UPSTREAM NODE ELEVATION = 385.00 (EXIST. 42" INADEQUATE) DOWNSTREAM NODE ELEVATION = 380.20 FLoWLENGTH(FEET) = 400.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 51.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 169.88 ............................................................................ - TRAVEL TIME(M1N.) = .44 TC(M1N.) = 8.70 ............................................................................ FLOW PROCESS FROM NODE 1122.10 TO NODE 1122.20 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BPDA DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.3 INCHES BTOORWIIATER ATTENUATION PIPEFLOW VELOCITY(FEET/SEC.) = 14.9 REQUIRED UPSTREAM NODE ELEVATION = 380.20 (EXIST. 42" INADEQUATE) DOWNSTREAM NODE ELEVATION = 376.75 FLOWLENGTH(FEET) = 300.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 51.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 169.88 TRAVEL TIME(M1N.) = .34 TC(M1N.) = 9.03 ............................................................................ ........................................................................ ............................................................................ FLOW PROCESS FROM NODE 1122.10 TO NODE 1122.20 IS CODE = 8 ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ........................................................................ 100 YEAR RAINFAU INTENSITY(INCH/HOUR) = 5.038 SOIL CLASSIFICATION IS *ID" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 14.20 SUBAREA RUNOFF(CFS) = 67.96 214 TOTAL -(ACRES) = 47.11 TOTAL RUNOFF(CFS) = 237.84 TC(M1N) = 9.03 ............................................................................ FLOW PROCESS FROM NODE 1122.20 TO NODE 1122.30 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.5 INCHES (EXIST. 42" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 3 1.8 UPSTREAM NODE ELEVATION = 376.75 DOWNSTREAM NODE ELEVATION = 360.88 FLOWLeNGTH(FEET) = 230.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 237.84 TRAVEL TIME(M1N.) = .12 TC(M1N.) = 9.15 ............................................................................ _______________________I________________------------------------------ ............................................................................ FLOW PROCESS FROM NODE 1122.30 TO NODE 1122.40 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.0 INCHES (EXIST. 42" RCP) PIPEFLOW VELOCITY(FEET/SEC,) = 56.7 UPSTREAM NODE ELEVATION = 360.88 329.56 PLOWLENGTH(FEET) = 100.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 33 .OO NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 237.84 TRAVEL TIME (MIN. ) = .03 TC(M1N.) = 9.18 ........................................................................ - DOWNSTREAM NODE ELEVATION = ............................................................................ FLOW PROCESS FROM NODE 1122.40 TO NQDE 1102.50 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.3 INCHES (EXIST. 42" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 48.6 UPSTREAM NODE ELEVATION = 329.56 DOWNSTREAM NODE ELEVATION = 275.00 FLOWLENGTH(FEET) = 250.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 237.84 TRAVEL TIME(M1N.) = .09 TC(M1N.) = 9.27 =======================l=============El=========== ............................................................................ FLOW PROCESS FROM NODE 1122.40 TO NODE 1102.50 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< RESUME LINE BPD ............................................................................ 215 ===============================x==========================x=====---------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 9.27 RAINFALL INTENSITY (INCH./HOUR) = 4.95 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE =I 237.84 - TOTAL STREAM AREA (ACRES) = 47.11 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN . ) (INCH/HOUR) ............................................................................ 1 296.09 20.89 2.933 2 237.84 9.27 4.955 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 436.89 TIME(M1NUTES) = 20.892 TOTAL AREA(ACRES) = 149.90 436.89 413.13 ***** ..................................................... * FLOW PROCESS FROM NODE 1102.50 TO NODE 1008.00 IS CODE = *** 5 * * * ............................................................................ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BPD UPSTREAM NODE ELEVATION = 275.00 POTENTIAL REMEDIAL WORK - DOWNSTREAM NODE ELEVATION = 240.00 (EXIST. SEDIMENTATION CHANNEL LENGTH THRU SUBAREA(FEET) = 1250.00 BASIN) CHANNEL BASE(FEET) = 1.00 "2" FACTOR = 1.000 MANNINGS FACTOR = .015 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 436.89 FLOW VELOCITY(FEET/SEC) = 22.59 FLOW DEPTH(FEET) = 3.93 TRAVEL TIME(M1N.) = .92 TC(M1N.) = 21.81 ............................................................................ FLOW PROCESS FROM NODE 1102.50 TO NODE 1008.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ......................................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.853 SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA =(ACRES) = 21.20 SUBAREA RUNOFF(CFS) = 27.21 TOTAL AREA(ACRES) = 171.10 TOTAL RUNOFF(CFS) = 464.11 TC(M1N) = 21.81 ............................................................................ FLOW PROCESS FROM NODE 1102.50 TO NODE 1008.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ............................................................................ 216 TIME OF CONCENTRATION(M1NUTES) = 21.81 RAINFALL INTENSITY (INCH./HOUR) = 2.85 TOTAL STREAM AREA (ACRES) = 171.10 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 464.11 - ............................................................................ FLOW PROCESS FROM NODE 1130.00 TO NODE 1131.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< BEGIN LINE BPC SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SUBAREA FMW-LENGTH(FEET) 400.00 UPSTREAM ELEVATION = 390.00 DOWNSTREAM ELEVATION = 383.00 ELEVATION DIFFERENCE = 7.00 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 4.830 TIME OF CONCENTRATION ASSUMED AS 5-MINUTES ............................................................................ ........................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.377 ' SUBAREA RUNOFF(CFS) = 15.35 TOTAL AREA(ACRES) = 2.19 TOTAL RUNOFF(CFS) = 15.35 ............................................................................ FLOW PROCESS FROM NODE 1131.00 TO NODE 1132.00 IS CODE = 9 ............................................................................ >>>>>COMPUTE "V" GUTTER FLOW TRAVELTIME THRU SUBAREA<<<<< .............................................. -UPSTREAM NODE ELEVATION = 383.00 XWNSTREAM NODE ELEVATION = 380.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00 "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) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.710 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 TRAVELTIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC) = 4.21 AVERAGE FLOWDEPTH (FEET) = .46 FLOODWIDTH(FEET) = 39.37 "V" GUTTER FLOW TRAVEL TIME(M1N) = .79 TC(M1N) = 5.79 SUBAREA AREA(ACRES) = 5.58 SUBAREA RUNOFF(CFS) = 35.57 SUMMEDAREA(ACRES) = 7.77 TOTAL RUNOFF(CFS) = 50.92 END OF SUBAREA nV18 GUTTER HYDRAULICS: DEPTH(FEET) = .52 FLOODWIDTH(FEET) = 45.30 FLOW VELOCITY(FEET/SEC.) = 4.90 DEPTH*VELOCITY = 2.56 ............................................................................ FLOW PROCESS FROM NODE 1131.00 TO NODE 1132.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ . 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.710 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 217 SUBAREA =(ACRES) = 11.46 SUBAREA RUNOFF(CFS) = 73.05 TOTAL -(ACRES) = 19.23 TOTAL RUNOFF(CFS) = 123.97 TC(M1N) = 5.79 .......................................................................... FLOW PROCESS FROM NODE 1132.00 TO NODE 1132.10 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BPC DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.1 INCHES PROPOSE 48" RCP PIPEFLOW VELOCITY(FEET/SEC.) = 12.6 (EXIST. 3 6" INADEQUATE) UPSTREAM NODE ELEVATION = 375.00 DOWNSTREAM NODE ELEVATION = 371.40 FLOWLENGTH(FEET) = 400.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 123.97 TRAVEL TIME(M1N.) = .53 TC(M1N.) = 6.32 ________------------_________________I__------------------------------ ............................................................................ FLOW PROCESS FROM NODE 1132.10 TO NODE 1132.20 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BPC --------------------___________I________-------------------------------- ________________________________________------------------------------------ DEPTH OF FLOW IN 54.0 INCH PIPE IS 38.9 INCHES PROPOSE 54" RCP PIPEFLOW VELOCITY I FEET/SEC. l = 10.1 IEXIST. 36" INADEOUATEl - UPSTREAM NODE ELEVATION = 371.40 XWNSTREAM NODE ELEVATION = 369.65 FLOWLENGTH(FEET) = 350.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 54.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 123.97 TRAVEL TIME (MIN. ) = .58 TC(M1N.) = 6.90 ............................................................................ FLOW PROCESS FROM NODE 1132.20 TO NODE 1132.30 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FMW IN 27.0 INCH PIPE IS 20.2 INCHES (EXIST. 36" RCP) PIPEFLOW VELOCITY (FEET/SEC. ) = 38.8 UPSTREAM NODE ELEVATION = 369.65 DOWNSTREAM NODE ELEVATION = 314.83 FLOWLENGTH(FEET) = 300.00 MANNINGS N = .012 ESTIMATED PIPE DIAKETER(1NCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 123.97 TRAVEL TIME(M1N.) = .13 TC(M1N.) = 7.03 ............................................................................ --------------------________________I___-~---------------------------- ............................................................................ FLOW PROCESS FROM NODE 1132.30 TO NODE 1132.40 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< .......................................................................... 218 >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.2 INCHES (EXIST. 36" RCP) PIPEFMW VELOCITY (FEET/SEC. ) = 38.8 DOWNSTREAM NODE ELEVATION = 260.00 FMWLENGTH(FEET) = 300.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER (INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFMW THRU SUBAREA(CFS) = 123.97 TRAVEL TIME(M1N.) = .13 TC(M1N.) = 7.16 - UPSTREAM NODE ELEVATION = 314.83 ............................................................................ FMW PROCESS FROM NODE 1132.40 TO NODE 1008.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BPC ............................................................................ UPSTREAM NODE ELEVATION = 260.00 PRomsE CON~. BROW DITCH DOWNSTREAM NODE ELEVATION = 240.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 400.00 CHANNEL BASE(FEET) = 1.00 tgZtt FACTOR = 1.000 MANNINGS FACTOR = .015 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SWBAREA(CFS) = 123.97 FLOW VELOCITY(FEET/SEC) = 20.60 FLOW DEPTH(FEET) = 2.00 TRAVEL TIME(M1N.) = .32 TC(M1N.) = 7.48 ............................................................................ - FMW PROCESS FROM NODE 1132.40 TO NODE 1008.00 IS CODE = 1 .......................................................................... >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 7.48 RAINFALL INTENSITY (INCH./HOUR) = 5.69 TOTAL STREAM AREA (ACRES) = 19.23 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 123.97 ............................................................................ FMW PROCESS FROM NODE 1007.00 TO NODE 1008.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< FROM PAGE 205 USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(M1N) = 15.24 RAIN INTENSITY(INCH/HOUR) = 3.60 TOTAL AREA(ACRES) = 451.53 TOTAL RUNOFF(CFS) = 1255.25 ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 1007.00 TO NODE 1008.00 IS CODE = 1 >>>>>DESIGNATE.INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< RESUME LINE BP CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: ............................................................................ - 219 TIME OF CONCENTRATION(M1NUTES) = 15.24 RAINFALL INTENSITY (INCH./HOUR) = 3.60 TOTAL STREAM AREA (ACRES) = 451.53 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1255.25 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER ( CFS 1 (MIN . ) ( INCH/HOUR) - ............................................................................ 1 464.11 21.81 2.853 2 123.97 7.48 5.690 3 1255.25 15.24 3.595 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 1701.84 TIME(M1NUTES) = 15.240 TOTAL AREA(ACRES) = 641.86 1522.28 1149.77 1701.84 ............................................................................ FLOW PROCESS FROM NODE 1008.00 TO NODE 1009.00 IS CODE = 5 ............................................................................ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BP UPSTREAM NODE ELEVATION = . 240.00 GPD-OS DOWNSTREAM NODE ELEVATION = 220.00 POTENTIAL REMEDIAL WORK CHANNEL BASE(FEET) = 12.00 "Z" FACTOR = 2.000 MANNINGS FACTOR = .035 MAXIMUM DEPTH(FEET) = 7.00 CHANNEL FLOW THRU SUBAREA(CFS) = 1701.84 FLOW VELoCITY(FEET/SEC) = 14.24 FLOW DEPTH(FEET) = 5.29 TRAVEL TIME(M1N.) = 1.05 TC(M1N.) = 16.29 - CHANNEL LENGTH THRU SUBAREA(FEET) = 900.00 ............................................................................ FLOW PROCESS FROM NODE 1008.00 TO NODE 1009.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.443 *USER SPECIFIED (SUBAREA) : RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3800 SUBAREA AREA(ACRES) = 41.86 SUBAREA RUNOFF(CFS) .= 54.77 TOTAL =(ACRES) = 683.72 TOTAL RUNOFF(CFS) = 1756.62 TC(M1N) = 16.29 ............................................................................ FLOW PROCESS FROM NODE 1008.00 TO NODE 1009.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< --CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ............................................................................ rm OF CONCENTRATION(MINUTES) = 16.29 220 RAINFALL INTENSITY (INCH. /HOUR) = 3.44 TOTAL STREAM AREA (ACRES) = 683.72 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1756.62 .............................................................................. FLOW PROCESS FROM NODE 1200.00 TO NODE 1200.10 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< BEGIN LINE BPB USER-SPECIFIED VALUES ARE A5 FOLLOWS (INITIAL BASIN): TC(M1N) = 5.00 RAIN INTENSITY(INCH/HOUR) = 7.38 TOTAL AREA (ACRES ) = 4.50 TOTAL RUNOFF(CFS) = 28.22 L (FEET) = 500.00 S = 15.8% SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .8500 Tc = 1.811.1-C) (L) ---------------i----------___-------------------------------------------------- -------I-- ...................................................................... 112 [S(W ira ............................................................................ FLOW PROCESS FROM NODE 1200.10 TO NODE 1201.00 IS CODE = 6 ............................................................................ >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 465.00 WWNSTREAM ELEVATION = 375.00 STREET LENGTH(FEET) = 1000.00 CURB HEIGTH(1NCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DEC1MAL) = -0200 SPECIFIED NUXBER OF HALFSTREETS CARRYING RUNOFF = 2 INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 -------I-- ........................................................................ **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 91.57 ***STREET FLOWING FULL*** - NOTE: STREETFLOW EXCEEDS TOP 0F.CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION . THAT NEGLIBIZ FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .54 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 10.61 PRODUCT OF DEPTH&VELOCITY = 5.69 STREETFLOW TRAVELTIME(M1N) = 1.57 TC(M1N) = 6.57 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.186 *USER SPECIFIED(SUBAREA) : INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = ,8500 SUBAREA AREA(ACRES) = 23.97 SUBAREA RUNOFF(CFS) = 126.03 SUMMED =(ACRES) = 28.47 TOTAL RUNOFF(CFS) = 154.25 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .61 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 13.13 DEPTH*VELOCITY = 8.06 ............................................................................ FLOW PROCESS FROM NODE 1201.00 TO NODE 1202.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ - >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BPB .......................................................................... DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.6 INCHES PROPOSE 36" RCP 221 PIPEFLOW VELOCITY(FEET/SEC.) = 26.5 UPSTREAM NODE ELEVATION = 375.00 DOWNSTREAM NODE ELEVATION = 297.00 7STIMATED PIPE DIAMETER(1NCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 154.25 TRAVEL TIME (MIN. ) = .85 TC(M1N.) = 7.42 - FLOWLENGTH(FEET) = 1350.00 MANNINGS N = .012 ............................................................................ FLOW PROCESS FROM NODE 1201.00 TO NODE 1202.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ __________________--________________I___------------------------------- ___________________--------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.719 *USER SPECIFIED (SUBAREA) : INDUSTRIAL DEVEMPMENT RUNOFF COEFFICIENT = .8800 SUBAREA AREA(ACRES) = 42.16 SUBAREA RUNOFF(CFS) = 212.19 TOTAL AREA(ACRES) = 70.63 TOTAL RUNOFF(CFS) = 366.44 TC(M1N) = 7.42 ...................................................................... FLOW PROCESS FROM NODE 1202.00 TO NODE 1009.00 IS CODE = 3 * >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BPB DEFTH OF FLOW IN 45.0 INCH PIPE IS 35.0 INCHES PROPOSE 45" RCP ?IPEFLOW VELOCITY(FEET/SEC.) = 39.7 JPSTREAM NODE ELEVATION = 297.00 DOWNSTREAM NODE ELEVATION = 220.00 FLOWLENGTH(FEET) = 800.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 45.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 366.44 TRAVEL TIME(M1N.) = -34 TC(M1N.) = 7.76 ............................................................................ FLOW PROCESS FROM NODE 1202.00 TO NODE 1009.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ --------------------__I_________________------------------------------- 100 YEAR RAINFAU INTENSITY(INCH/HOUR) = 5.558 *USER SPECIFIED (SUBAREA) : INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .8800 SUBAREA =(ACRES) = 37.10 SUBAREA RUNOFF(CFS) = 181.47 TOTAL AREA(ACRES) = 107.73 TOTAL RUNOFF(CFS) = 547.91 TC(M1N) = 7.76 ............................................................................ FLOW PROCESS FROM NODE 1202.00 TO NODE 1009.00 IS CODE = 1 ............................................................................ ->>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< RESUME LINE BP 222 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 7.76 RAINFALL INTENSITY (INCH ./HOUR) = 5.56 TOTAL STREAM AREA (ACRES) = 107.73 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 547.91 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER ( CFS 1 (MIN.) (INCH/HOUR) ............................................................................ 1 1756.62 16.29 3.443 2 547.91 7.76 5.558 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 2096.05 TIME(M1NUTES) = 16.293 TOTAL AREA(ACR3S) = 791.45 2096.05 1636.13 ............................................................................ FLOW PROCESS FROM NODE 1009.00 TO NODE 1010.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BP UPSTREAM NODE ELEVATION = 220.00 GPD--OS CHANNEL LENGTH THRU SUBAREA(FEET) = 1800.00 CHANNEL BAsE(FEET) = 12.00 "Z" FACTOR = 2.000 MANNINGS FACTOR = .035 MAXIMUM DEPTH(FEET) = 7.00 CHANNEL FLOW THRU SUBAREA(CFS) = 2096.05 FLOW VELOCITY(FEET/SEC) = 17.95 FLOW DEPTH(FEET) = 5.21 TRAVEL TIME(M1N.) = 1.67 TC(M1N.) = 17.96 ............................................................................ ---I-------------------------------1---------------------------------------- - DOWNSTREAM NODE ELEVATION = 155.00 POTBNTIU =DIAL WORK ............................................................................ FLOW PROCESS FROM NODE 1009.00 TO NODE 1010.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ --I----------------__I__________________------------------------------ 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.233 *USER SPECIFIED (SUBAREA) : RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3500 SUBAREA AREA(ACRES) = 33.36 SUBAREA RUNOFF(CFS) = 37.75 TOTAL =(ACRES) = 824.81 TOTAL RUNOFF(CFS) = 2133.80 TC(M1N) = 17.96 DATA TO PAGE 232 ............................................................................ FLOW PROCESS FROM NODE 1401.00 TO NODE 1402.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< BEGIN LINE BPA SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 ............................................................................ 223 INITXAL SUBAREA FLOW-LENGTH(FEET) = 500.00 UPSTREAM ELEVATION = 395.00 DOWNSTREAM ELEVATION = 385.00 - ELEVATION DIFFERENCE = 10.00 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 5.239 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.158 SUBAREA RUNOFF (CFS) = 19.86 TOTAL AREA(ACRES) = 2.92 TOTAL RUNOFF(CFS) = 19.86 ............................................................................ FLOW PROCESS FROM NODE 1402.00 TO NODE 1403.00 IS CODE = 9 >>>>>COMPUTE "V" GUTTER FLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 385.00 DOWNSTREAM NODE ELEVATION = 380.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 400.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = .080 PAVEMENT LIP(FEET) = .020 MANNINGS N = .0150 PAVEMENT CROSSFALL(DEC1MAL NOTATION) = .02000 MAXIM" DEPTH(FEET) = 3.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.053 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 TRAVELTIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC) = 4.28 AVERAGE FLOWDEPTH (FEET) = .50 FLOODWIDTH(FEET) = 43.21 "V" GUTTER FLOW TRAVEL TIME(M1N) = 1.56 TC(M1N) = 6.80 - SUBAREA =(ACRES) = 7.22 SUBAREA RUNOFF(CFS) = 41.52 SUMMED AREA(ACRES) = 10.14 TOTAL RUNOFF(CFS) = 61.37 END OF SUBAREA *V** GUTTER HYDRAULICS: DEPTH(FEET) = .58 FMODWIDTH(FEET) = 51.14 FLOW VEMCITY(FEET/SEC.) = 4.64 DEPTH*VELOCITY = 2.70 ............................................................................ -_____________-_--______________________------------------------------------ ________________________________________------------------------------------ ............................................................................ FMW PROCESS FROM NODE 1403.00 TO NODE 1404.00 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BPA DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.6 INCHES STOORM(IATER ATTEMIATIOH PIPEFMW VELOCITY(FEET/SEC.) = 14.8 REQUIRED UPSTREAM NODE ELEVATION = 375.00 (EXIST. 18" INADEQUATE) DOWNSTREAM NODE ELEVATION = 368.10 FLoWLENGTH(FEET) = 300.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 30.00 NUMBER OF PIPES = 1 PIPEFMW THRU SUBAREA(CFS) = 61.37 TRAVEL TIME(M1N.) = .34 TC(M1N.) = 7.13 ............................................................. ............................................................................ FLOW PROCESS FROM NODE 1403.00 TO NODE 1404.00 IS CODE = 8 ............................................................................ - >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.867 -----------_____________________________---------------------------------- 224 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 8.50 SUBAREA RUNOFF(CFS) = 47.37 TOTAL AREA(ACRES) = 18.64 TOTAL RUNOFF(CFS) = 108.74 - TC(M1N) = 7.13 ............................................................................ FLOW PROCESS FROM NODE 1404.00 TO NODE 1404.10 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FMW IN 24.0 INCH PIPE IS 16.3 INCHES (EXIST. 30" RCP) PIPEFLOW VELOCITY(FEET/SEC.) = 47.9 UPSTREAM NODE ELEVATION = 368.10 DOWNSTREAM NODE ELEVATION = 317.33 FLOWLENGTH(FEET) = 150.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 24.00 NUMBER OF PIPES = 1 PIPEFMW THRU SUBAREA(CFS) = 108.74 TRAVEL TIME(M1N.) = -05 TC(M1N.) = 7.18 ............................................................................ FLOW PROCESS FROM NODE 1404.10 TO NODE 1408.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< ............................................................................ >>>>>TRAVELTIME THRU SUBAREA<<<<< BPa --------I_- - UPSTREAM NODE ELEVATION = 360.00 PROPOSE ENHAXCED NATURAL C-L DOWNSTREAM NODE ELEVATION = 219.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1800.00 CHANNEL BAsE(FEET) = 3.00 "Z" FACTOR = 3.000 MANNINGS FACTOR = .035 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 108.74 FLOW VELOCITY(FEET/SEC) = 10.48 FLOW DEPTH(FEET) = 1.43 TRAVEL TIME(M1N.) = 2.86 TC(M1N.) = 10.05 ............................................................................ FLOW PROCESS FROM NODE 1407.00 TO NODE 1408.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ........................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.703 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 41.90 SUBAREA RUNOFF(CFS) = 187.22 TOTAL AREA(ACRES) = 60.54 TOTAL RUNOFF(CFS) = 295.96 TC(M1N) = 10.05 ............................................................................ FLOW PROCESS FROM NODE 1407.00 TO NODE 1408.00 IS CODE = 1 ............................................................................ -- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 225 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(M1NUTES) = 10.05 RAINFALL INTENSITY (INCH./HOUR) = 4.70 TOTAL STREAM AREA (ACRES) = 60.54 1 ARE: - TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 295.96 ............................................................................ FMW PROCESS FROM NODE 1409.00 TO NODE 1409.10 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 UPSTREAM ELEVATION = 327.00 DOWNSTREAM ELEVATION = 325.00 ELEVATION DIFFERENCE = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 8.453 *CAUTION: SUBAREA SMPE EXCEEDS COUNTY NOMOGRAPH ............................................................................ ........................................................................ DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.258 SUBAREA RUNOFF(CFS) = 20.08 TOTAL AREA(ACRES) = 4.02 TOTAL RUNOFF(CFS) = 20.08 ............................................................................ FLOW PROCESS FROM NODE 1409.10 TO NODE 1409.20 IS CODE = 9 ............................................................................ - >>>>>COMPUTE "V" GUTTER FLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 325.00 DOWNSTREAM NODE ELEVATION = 323.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = .OS0 PAVEMENT LIP(FEET) = .020 MANNINGS N = .0150 PAVEMENT CROSSFALL(DEC1MAL NOTATION) = .02000 MAXIMUM DEPTH(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.935 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 TRAVELTIME THRU SUBAREA BASED ON VEMCITY(FEET/SEC) = 3.82 AVERAGE FLOWDEPTH (FEET) = .54 FMODWIDTH(FEET) = 46.79 "V" GUTTER FLOW TRAVEL TIME(M1N) = -87 TC(M1N) = 9.33 SUBAREA AREA(ACRES) = 9.48 SUBAREA RUNOFF(CFS) = 44.45 SUMMED =(ACRES) = 13.50 TOTAL RUNOFF(CFS) = 64.53 END OF SUBAREA qvV'Q GUTTER HYDRAULICS: DEPTH(FEET) = .61 FLoODWIDTH(FEET) = 54.21 FLOW VELOCITY(FEET/SEC.) = 4.35 DEPTH*VELOCITY = 2.66 ............................................................................ FMW PROCESS FROM NODE 1409.00 TO NODE 1410.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ............................................................................ 226 DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.8 INCHES (EXIST. 30" RCP) PIPEFLOW VEMCITY (FEET/SEC. ) = 11.0 UPSTREAM NODE ELEVATION = 324.00 - DOWNSTREAM NODE ELEVATION = 323.00 FMWLENGTH(FEET) = 100.00 WINGS N = .012 ESTIMATED PIPE DIAHETER(1NCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 64.53 TRAVEL TIME(M1N.) = .15 TC(M1N.) = 9.48 ............................................................................ FMW PROCESS FROM NODE 1410.00 TO NODE 1408.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.8 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 20.6 UPSTREAM NODE ELEVATION = 323.00 DOWNSTREAM NODE ELEVATION = 219.00 FMWLENGTH(FEET) = 2000.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 64.53 TRAVEL TIME(M1N.) = 1.62 TC(M1N.) = 11.09 ............................................................................ ............................................................................ ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.412 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 ' SUBAREA AREA(ACRES) = 50.01 SUBAREA RUNOFF(CFS) = 209.63 TOTAL AREA(ACRES) = 63.51 TOTAL RUNOFF(CFS) = 274.16 TC(M1N) = 11.09 ............................................................................ FLOW PROCESS FROM NODE 1410.00 TO NODE 1408.00 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) = 11.09 RAINFALL INTENSITY (INCH ./HOUR) = 4.41 TOTAL STREAM AREA (ACRES) = 63.51 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 274.16 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER ( CFS 1 (MIN. ) (INCH/HOUR) ............................................................................ __________________-______________I______-------------------------------- __I___________________I_________________---------------------------- ........................................................................... - 1 295.96 10.05 4.703 2 274.16 11.09 4.412 227 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 553.16 TIME (MINUTES) = 10.047 - 553.16 551.82 TOTAL AREA(ACRES) = 124.05 ............................................................................ FLOW PROCESS FROM NODE 1408.00 TO NODE 1406.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BPA UPSTREAM NODE ELEVATION = 219.00 GPD-OS DOWNSTREAM NODE ELEVATION = 185.00 POTENTIAL REMEDIAL WORX CHANNEL LENGTH THRU SUBAREA(FEET) = 1300.00 CHANNEL BASE(FEET) = 8.00 "2" FACTOR = 2.000 MANNINGS FACTOR = .035 MAXIMUM DEPTH(FEET) = 6.00 CHANNEL FLOW THRU SUBAREA(CFS) = 553.16 FLOW VELOCITY (FEET/SEC) = 11.40 FLOW DEPTH(FEET) = 3.32 TRAVEL TIME(M1N.) = 1.90 TC(M1N.) = 11.95 ............................................................................ _____________------I------------------------------------------------------ ________________________________________------------------------------------ ............................................................................ FLOW PROCESS FROM NODE 1408.00 TO NODE 1406.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ - 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.206 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 37.90 SUBAREA RUNOFF(CFS) = 151.44 TOTAL =(ACRES) = 161.95 TOTAL RUNOFF(CFS) = 704.60 TC(M1N) = 11.95 ............................................................................ FLOW PROCESS FROM NODE 1404.00 TO NODE 1406.00 IS CODE = 8 ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.206 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 15.30 SUBAREA RUNOFF(CFS) = 61.13 TOTAL -(ACRES) = 177.25 TOTAL RUNOFF(CFS) = 765.74 TC(M1N) = 11.95 ............................................................................ FLOW PROCESS FROM NODE 1408.00 TO NODE 1406.00 IS CODE = 1 ............................................................................ - >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 228 TIME OF CONCENTRATION(M1NUTES) = 11.95 RAINFALL INTENSITY (INCH./HOUR) = 4.21 TOTAL STREAM AREA (ACRES) = 177.25 TOTAL STREAM RUNOFF (CFS) AT CONFLUENCE = 765.74 ............................................................................ FLOW PROCESS FROM NODE 1411.00 TO NODE 1411.10 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< BEGIN LINE BPAA SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 ............................................................................ INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 UPSTREAM ELEVATION = 370.00 WWNSTREAM ELEVATION = 365.00 ELEVATION DIFFERENCE = 5.00 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 6.220 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.408 SUBAREA RUNOFF (CFS) = 27.94 TOTAL AREA(ACRES) = 4.59 TOTAL RUNOFF(CFS) = 27.94 ............................................................................ FLOW PROCESS FROM NODE 1411.10 TO NODE 1411.20 IS CODE = 9 >>>>>COMPUTE "V" GUTTER FLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 365.00 -DOWNSTREAM NODE ELEVATION = 360.00 -EL LENGTH THRU SUBAREA(FEET) = 250.00 "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) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.910 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 TRAVELTIME THRU SUBAREA BASED ON VELOCITY (FEET/SEC) = 5.02 AVERAGE FLOWDEPTH(FEET) = .45 FLOODWIDTH(FEET) = 37.88 "V" GUTTER FLOW TRAVEL TIME(M1N) = .83 TC(M1N) = 7.05 SUBAREA AREA(ACRES) = 3.11 SUBAREA RUNOFF(CFS) = 17.46 SUMMED AREA(ACRES) = 7.70 TOTAL RUNOFF(CFS) = 45.40 END OF SUBAREA WtV GUTTER HYDRAULICS: DEPTH(FEET) = .48 FLOODWIDTH(FEET) = 40.85 FLOW VELOCITY (FEET/SEC. ) = 5.35 DEPTH*VEMCITY = 2.56 ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 1411.00 TO NODE 1412.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.5 INCHES PIPEFLOW VEMCITY(FEET/SEC.) = 16.6 UPSTREAM NODE ELEVATION = 360.00 ............................................................................ .................................................................... -~ 229 DOWNSTREAM NODE ELEVATION = 335.00 FLOWLENGTH(FEET) = 700.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 27.00 NUMBER OF PIPES = 1 TRAVEL TIME(M1N.) = .70 TC(M1N.) = 7.75 - PIPEFMW THRU SUBAREA(CFS) = 45.40 ............................................................................ FLOW PROCESS FROM NODE 1411.00 TO NODE 1412.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.560 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 5.40 SUBAREA RUNOFF(CFS) = 28.52 TOTAL AREA(ACRES) = 13.10 TOTAL RUNOFF(CFS) = 73.93 TC(M1N) = 7.75 ............................................................................ FLOW PROCESS FROM NODE 1412.00 TO NODE 1413.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 335.00 (EXIST. BROW DITCH) DOWNSTREAM NODE ELEVATION f 323.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 MANIiINGS FACTOR = .015 MAXIMUM DEPTH(FEET) = 3.00 FLOW VELOCITY(FEET/SEC) = 12.73 FLOW DEPTH(FEET) = 1.46 TRAVEL TIME(M1N.) = -79 TC(M1N.) = 8.54 ............................................................................ - CHANNEL BASE(FEET) = 2.50 "Z" FACTOR = 1.000 CHANNEL FLOW THRU SUBAREA(CFS) = 73.93 ............................................................................ FLOW PROCESS FROM NODE 1413.00 TO NODE 1414.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.6 INCHES (EXIST. 24" CMP) ............................................................................ PIPEFMW VELOCITY (FEET/SEC. ) = 48.2 UPSTREAM NODE ELEVATION = 323.00 DOWNSTREAM NODE ELEVATION = 275.00 FLOWLENGTH(FEET) = 100.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1 TRAVEL TIME(M1N.) = .03 TC(M1N.) = 8.57 PIPEFMW THRU SUBAREA(CFS) = 73.93 230 100 YpAR RAINFALL INTENSITY(INCH/HOUR) = 5.210 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 TOTAL AREA(ACRES) = 23.00 TOTAL RUNOFF(CFS) = 122.93 TC(M1N) = 8.57 - SUBAREA AREA(ACRES) = 9.90 SUBAREA RUNOFF(CFS) = 49.00 ............................................................................ FLOW PROCESS FROM NODE 1414.00 TO NODE 1406.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BPAA UPSTREAM NODE ELEVATION = 275.00 GPD-OS WWNSTREAM NODE ELEVATION = 185.00 POTENTIAL REMEDIAL WORK CHANNEL LENGTH THRU SUBAREA(FEET) = 700.00 CHANNEL BASE(FEET) = .OO "Zt8 FACTOR = 3.000 MANNINGS FACTOR = .040 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 122.93 FLOW VELoCITY(FEET/SEC) = 11.90 FLOW DEPTH(FEET) = 1.86 TRAVEL TIME(M1N.) = -98 TC(M1N.) = 9.55 ............................................................................ ........................................................................... ............................................................................ FLOW PROCESS FROM NODE 1414.00 TO NODE 1406.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< RESUME LINE BPA CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 9.55 RAINFALL INTENSITY (INCH. /HOUR) = 4.86 TOTAL STREAM AREA (ACRES) = 23.00 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 122.93 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER ( CFS 1 (MIN . ) ( INCH/HOUR) ............................................................................ --i==-----------------------I-----------------II-------------------- ---------------_----___II_______________-------------------- ............................................................................ 1 765.74 11.95 4.206 2 122.93 9.55 4.859 RAINFAIL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 872.15 785.77 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 872.15 TIME(M1NUTES) = 11.948 TOTAL -(ACRES) = 200.25 ............................................................................ FMW PROCESS FROM NODE 1406.00 TO NODE 1010.00 IS CODE = 5 ............................................................................ . >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BPA 231 UPSTREAM NODE ELEVATION = 185.00 GPD-OS -__ __ ~ DOWNSTREAM NODE ELEVATION = 160.00 WTENTIU REHEDIAL WORX CHANNEL LENGTH THRU SUBAREA(FEET) = 800.00 CHANNEL BASE(FEET) = 8.00 "2" FACTOR = 2.000 - MANNINGS FACTOR = .035 MAXIMUM DEPTH(FEET) = 6.00 CHANNEL FLOW THRU SUBAREA(CFS) = 872.15 FLOW VELOCITY(FEET/SEC) = 13.65 FLOW DEPTH(FEET) = 4.00 TRAVEL TIME(M1N.) = .98 TC(M1N.) = 12.93 ............................................................................ FLOW PROCESS FROM NODE 1406.00 TO NODE 1010.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.998 SOIL CLASSIFICATION IS aB" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3500 SUBAREA AREA(ACRES) = 12.10 SUBAREA RUNOFF(CFS) = 16.93 TOTAL AREA(ACRES) = 212.35 TOTAL RUNOFF(CFS) = 889.08 TC(M1N) = 12.93 ............................................................................ FLOW PROCESS FROM NODE 1406.00 TO NODE 1010.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ............................................................................ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: RAINFALL INTENSITY (INCH./HOUR) = 4.00 TOTAL STREAM AREA (ACRES) = 212.35 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 889.08 - TIME OF CONCENTRATION(M1NUTES) 12.93 ............................................................................ FLOW PROCESS FROM NODE 1009.00 TO NODE 1010.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< FROM PAGE 223 USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(M1N) = 17.96 RAIN INTENSITY(INCH/HOUR) = 3.23 TOTAL AREA(ACRES) = 824.81 TOTAL RUNOFF(CFS) = 2133.80 ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 1009.00 TO NODE 1010.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< RESUME LINE BO CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 17.96 RAINFALL INTENSITY (INCH./HOUR) = 3.23 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 2133.80 ............................................................................ _______-__-________-____I______ -------- . TOTAL STREAM AREA (ACRES) = 824.81 232 CONFLUENCE INFORMATION: PROPOSE SEDIWENTATION BASIN STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN . ) ( INCH/HOUR) 2--------------------------------------------------------------------------- 1 889.08 12.93 3.998 2 2133.80 17.96 3.234 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 2852.90 TIME(M1NUTES) = 17.960 TOTAL AREA(ACRES) = 1037.16 2614.92 2852.90 ............................................................................ FLOW PROCESS FROM NODE 1010.00 TO NODE 1012.00 IS CODE = 5 ............................................................................ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BP UPSTREAM NODE ELEVATION = 155.00 GPD-OS DOWNSTREAM NODE ELEVATION = 114.00 POTENTIAL REHEDIAL WORK CHANNEL LENGTH THRU SUBAREA(FEET) = 2100.00 CHANNEL BASE(FEET) = 12.00 "2" FACTOR = 2.000 MANNINGS FACTOR = .035 MAXIMUM DEPTH(FEET) = 9.00 CHANNEL FLOW THRU SUBAREA(CFS) = 2852.90 TO AGUA HEDIONDA CREEK FLOW VELOCITY(FEET/SEC) = 15.51 FLOW DEPTH(FEET) = 7.05 ........................................................................... - TRAVEL TIME(M1N.) = 2.26 TC(M1N.) = 20.22 ............................................................................ FLOW PROCESS FROM NODE 1010.00 TO NODE 1012.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ .................................................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.996 SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 48.20 SUBAREA RUNOFF(CFS) = 64.98 TOTAL AREA(ACRES) = 1085.36 TOTAL RUNOFF(CFS) = 2917.88 TC(M1N) = 20.22 TO AGUA HEDIONDA CREEK ............................................................................ FLOW PROCESS FROM NODE 2900.00 TO NODE 2901.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< BEGIN LINE BQ *USER SPECIFIED(SUBAREA) : RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3500 ............................................................................ ................................................................... NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 16.54(MINUTES) INITIAL SUBAREA FMW-LENGTH(FEET) = 2100.00 DOWNSTREAM ELEVATION = 270.00 ELEVATION DIFFERENCE = 237.00 - UPSTREAM ELEVATION = 507.00 233 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.410 SUB- RUNOFF(CFS) = 57.36 TOTAL AREA(ACRES) = 48.06 TOTAL RUNOFF(CFS) = 57.36 - ........................................................................... FLOW PROCESS FROM NODE 2901.00 TO NODE 1505.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< ............................................................................ >>>>>TRAVELTIME TWRU SUBAREA<<<<< BQ ___________________-_____I______________---------------------- 270.00 GPD-OS UPSTREAM NODE ELEVATION = DOWNSTREAM NODE ELEVATION = 215.00 POTENTIAL REHEDIAL WORK CHANNEL LENGTH THRU SUBAREA(FEET) = 800.00 CHANNEL BASE(FEET) = .OO "2" FACTOR = 8.000 MANNINGS FACTOR = .040 MAXIMUM DEPTH(FEET) = 10.00 CHANNEL FLOW THRU SUBAREA(CFS) = 57.36 TO AGUA HEDIONDA CREEK FLOW VELoCITY(FEET/SEC) = 6.21 FLOW DEPTH(FEET) = 1.07 TRAVEL TIME(M1N.) = 2.15 TC(M1N.) = 18.69 ............................................................................ FLOW PROCESS FROM NODE 2700.00 TO NODE 2700.05 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< BEGIN LINE BO ............................................................................ ..................................................................... USER-SPECIFIED VALUES ARE AS FOLLOWS (INITIAL BASIN): TC(M1N) = 5.00 RAIN INTENSITY(INCH/HOUR) = 7.38 TOTAL AREA(ACRES) = 5.10 TOTAL RUNOFF(CFS) = 35.74 - L (FEET) = 500.00 s = 8.2% INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 ............................................................................ FMW PROCESS FROM NODE 2700.05 TO NODE 2700.10 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.5 INCHES PIPEFLOW VELoCITY(FEET/SEC.) = 18.8 UPSTREAM NODE ELEVATION = 325.00 DOWNSTREAM NODE ELEVATION = 313.00 FLOWLeNGTH(FEET) = 200.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 21.00 NUMBER OF PIPES = 1 TRAVEL TIME(M1N.) = .18 TC(M1N.) = 5.18 PIPEFLOW THRU SUBAREA(CFS) = 35.74 ............................................................................ FLOW PROCESS FROM NODE 2700.10 TO NODE 2701.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.7 INCHES ............................................................................ 234 PIPEFLOW VELOCITY (FEET/SEC. ) = 12.9 UPSTREAM NODE ELEVATION = 313.00 DOWNSTREAM NODE ELEVATION = 298.00 FMWLENGTHfFEETl = 700.00 MANNINGS N = .012 - ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 TRAVEL TIME(M1N.) = .90 TC(M1N.) = 6.08 PIPEFLOW THRU SUBAREA(CFS) = 35.74 ............................................................................ FMW PROCESS FROM NODE 2700.10 TO NODE 2701.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.502 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 14.73 SUBAREA RUNOFF(CFS) = 90.99 TOTAL =(ACRES) = 19.83 TOTAL RUNOFF(CFS) = 126.73 TC(M1N) = 6.08 * .............................................................. FLOW PROCESS FROM NODE 2701.00 TO NODE 1016.00 IS CODE = 5 * * * ............................................................................ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BO UPSTREAM NODE ELEVATION = 298.00 PROPOSE ENEANCED NATURAL CEANNEL CHANNEL LENGTH THRU SUBAREA(FEET) = 1200.00 CHANNEL BASE(FEET) = .OO "2" FACTOR = 3.000 MANNINGS FACTOR = .015 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 126.73 TO AGUA HEDIONDA CREEK FMW VELOCITY(FEET/SEC) = 27.90 FLOW DEPTH(FEET) = 1.23 TRAVEL TIME(M1N.) = .72 TC(M1N.) = 6.80 - DOWNSTREAM NODE ELEVATION = 97.00 ............................................................................ FMW PROCESS FROM NODE 2701.00 TO NODE 1016.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ _____________________I__________________------------------------ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.051 SOIL CLASSIFICATION IS rtD" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 9.00 SUBAREA RUNOFF(CFS) = 51.74 TOTAL -(ACRES) = 28.83 TOTAL RUNOFF(CFS) = 178.47 TC(M1N) = 6.80 TO AGUA HEDIONDA CREEK ............................................................................ FLOW PROCESS FROM NODE 2710.00 TO NODE 2710.00 IS CODE = 2 -. >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< BEGIN LINE BN ............................................................................ ......................................................................... SOIL CLASSIFICATION IS "D" 235 INDUSTaIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 UPSTREAM ELEVATION = 326.00 - DOWNSTREAM ELEVATION = 318.00 ELEVATION DIFFERENCE = 8.00 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 5.544 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.902 SUBAREA RUNOFF(CFS) = 15.80 TOTAL AREA(ACRES) = 2.41 TOTAL RUNOFF(CFS) = 15.80 ............................................................................ FLOW PROCESS FROM NODE 2710.00 TO NODE 2711.00 IS CODE = 9 >>>>>COMPUTE "V" GUTTER FLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 300.00 DOWNSTREAM NODE ELEVATION = 240.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1100.00 "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) = 3.00 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.562 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 TRAVELTIME THRU SUBAREA BASED ON VELOCITY (FEET/SEC) = 8.32 AVERAGE FLOWDEPTH (FEET) = .48 FLOODWIDTH(FEET) = 40.95 - "V" GUTTER FLOW TRAVEL TIME(M1N) = 2.20 TC(M1N) = 7.75 SUBAREA =(ACRES) = 20.64 SUBAREA RUNOFF(CFS) = 109.06 SUMMED AREA(ACRES) = 23.05 TOTAL RUNOFF(CFS) = 124.86 END OF SUBAREA VP1 GUTTER HYDRAULICS: DEPTH(FEET) = .58 FLOODWIDTH(FEET) = 51.14 FLOW VELOCITY(FEET/SEC.) = 9.45 DEPTH*VELOCITY = 5.49 ............................................................................ ________________________________________------------------------------------ ________________________________________------------------------------------ ............................................................................ FLOW PROCESS FROM NODE 2711.00 TO NODE 1018.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< ............................................................................ >>>>>TRAVELTIME THRU SUBAREA<<<<< Bn --------------------____I_______________--------------------------------- UPSTREAM NODE ELEVATION = 240.00 PROPOSE EMRANCED MAl'URAL CHMRJgL DOWNSTREAM NODE ELEVATION = 88.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 700.00 CHANNEL BASE(FEET) = -00 "Z" FACTOR = 3.000 MANNINGS FACTOR = -015 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 124.86 TO AGUA HEDIONDA CREEK FLOW VELOCITY(FEET/SEC) = 31.34 FLOW DEPTH(FEET) = 1.15 TRAVEL TIME(M1N.) = -37 TC(M1N.) = 8.12 ............................................................................ FLOW PROCESS FROM NODE 2800.00 TO NODE 2800.10 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ........................................................................... 236 USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(M1N) = 11.86 RAIN INTENSITY(INCH/HOUR) = 4.23 TOTAL AREA(ACRES) = 4.10 TOTAL RUNOFF(CFS) = 6.41 L (FEET) = 500.00 S = 15.2% INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .3700 ............................................................................ FLOW PROCESS FROM NODE 2800.10 TO NODE 2801.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 395.00 DOWNSTREAM NODE ELEVATION = 205.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1800.00 CHANNEL BAsE(FEET) = .OO "2" FACTOR = 2.000 NATURAL CHANNEL MANNINGS FACTOR = .040 MAXIMUM DEPTH(FEET) = 15.00 CHANNEL FLOW THRU SUBAREA(CFS) = 6.41 TRAVEL TIME(M1N.) = 5.22 TC(M1N.) = 17.08 ............................................................................ ......................................... FLOW VELOCITY(FEET/SEC) = 5.74 FLOW DEPTH(FEET) = .75 ............................................................................ FLOW PROCESS FROM NODE 2800.10 TO NODE 2801.00 IS CODE'= 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ________________I___------------------------- - 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.340 *USER SPECIFIED (SUBAREA) : RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3700 SUBAREA AREA(ACRES) = 17.94 SUBAREA RUNOFF(CFS) = 22.17 TOTAL AREA(ACRES) = 22.04 TOTAL RUNOFF(CFS) = 28.58 TC(M1N) = 17.08 ............................................................................ FLOW PROCESS FROM NODE 2801.00 TO NODE 1020.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 19.7 UPSTREAM NODE ELEVATION = 250.00 DOWNSTREAM NODE ELEVATION = 80.00 FLOWLENGTH(FEET) = 2100.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 28.58 TO AGUA HEDIONDA CREEK TRAVEL TIME(M1N.) = 1.77 TC(M1N.) = 18.86 ............................................................................ ..................................................................... ............................................................................ - FLOW PROCESS FROM NODE 2801.00 TO NODE 1020.00 IS CODE = 8 .......................................................................... >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 237 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.134 *USER SPECIFIED(SUBAREA) : RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4800 SUBAREA AREA(ACRES) = 39.78 SUBAREA RUNOFF(CFS) = 59.84 TOTAL AREA(ACRES) = 61.82 TOTAL RUNOFF(CFS) = 88.41 TC(M1N) = 18.86 - TO AGUA HEDIONDA CREEK ............................................................................ FLOW PROCESS FROM NODE 1600.00 TO NODE 1600.10 IS CODE = 2 ............................................................................ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< BEGIN LINE BM *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3500 _____________--__----------------------------------------------------------- NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 12.58(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 UPSTREAM ELEVATION = 476.00 DOWNSTREAM ELEVATION = 440.00 ELEVATION DIFFERENCE = 36.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.070 SUBAREA RUNOFF (CFS) = 5.11 TOTAL AREA(ACRES) = 3.59 TOTAL RUNOFF(CFS) = 5.11 ............................................................................ FLOW PROCESS FROM NODE 1600.10 TO NODE 1601.00 IS CODE = 5 y-_----_-__---------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 440.00 DOWNSTREAM NODE ELEVATION = 330.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1400.00 CHANNEL BASE(FEET) = .OO "Z" FACTOR = 8.000 NATURAL CHANNEL MANNINGS FACTOR = .040 MAXIMUM DEPTH(FEET) = 10.00 CHANNEL FLOW THRU SUBAREA(CFS) = 5.11 TRAVEL TIME(M1N.) = 6.14 TC(M1N.) = 18.72 FLOW VELOCITY(FEET/SEC) = 3.80 FMW DEPTH(FEET) = .41 ............................................................................ FLOW PROCESS FROM NODE 1600.10 TO NODE 1601.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.149 *USER SPECIFIED (SUBAREA) : RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3500 SUBAREA AREA(ACRES) = 18.60 SUBAREA RUNOFF(CFS) = 20.50 TOTAL AREA(ACRES) = 22.19 TOTAL RUNOFF(CFS) = 25.61 TC(M1N) = 18.72 ............................................................................. 238 FLOW PROCESS FROM NODE 1601.00 TO NODE 1602.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< ............................................................................ - >>>>>TRAVELTIME THRU SUBAREAC<<<< ........................................................................ UPSTREAM NODE ELEVATION = 330.00 DOWNSTREAM NODE ELEVATION = 150.00 NATURAL CHANNEL CHANNEL LENGTH THRU SUBAREA(FEET) = 1700.00 CHANNEL BAsE(FEET) = .OO "2" FACTOR = 12.000 MANNINGS FACTOR = .040 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 25.61 FLOW VELOCITY(FEET/SEC) = 5.82 FLOW DEPTH(FEET) = -61 TRAVEL TIME(M1N.) = 4.87 TC(M1N.) = 23.58 ............................................................................ FMW PROCESS FROM NODE 1601.00 TO NODE 1602.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< _____________c-------------------------------------------------------------- ------------- ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.713 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4600 SUBAREA -(ACRES) = 29.65 SUBAREA RUNOFF(CFS) = 37.00 TOTAL AREA(ACRES) = 51.84 TOTAL RUNOFF(CFS) = 62.61 TC(M1N) = 23.58 ............................................................................ - PLOW PROCESS FROM NODE 1602.00 TO NODE 1603.00 IS CODE = 5 .......................................................................... >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 150.00 (EXIST. LAKE) DOWNSTREAM NODE ELEVATION = 140.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 450.00 CHANNEL BASE(FEET) = 150.00 "2" FACTOR = 2.000 MANNINGS FACTOR = .040 MAXIMUM DEPTH(FEET) = 10.00 CHANNEL FLOW THRU SUBAREA(CF5) = 62.61 TRAVEL TIME(M1N.) = 3.87 TC(M1N.) = 27.45 -- -----------__ .............................................................................. FLOW VELOCITY(FEET/SEC) = 1.94 FLOW DEPTH(FEET) = .21 ............................................................................ FLOW PROCESS FROM NODE 1602.00 TO NODE 1603.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ------------- ..................................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.459 SOIL CLASSIFICATION IS "A" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000 SUBAREA -(ACRES) = 2.37 SUBAREA RUNOFF(CFS) = 2.33 TOTAL AREA(ACRES) = 54.21 TOTAL RUNOFF(CFS) = 64.94 -TC(MIN) = 27.45 239 ............................................................................ FLOW PROCESS FROM NODE 1602.00 TO NODE 1603.00 IS CODE = 1 ............................................................................ - >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 27.45 RAINFALL INTENSITY (INCH./HOUR) = 2.46 TOTAL STREAM AREA (ACRES) = 54.21 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 64.94 ............................................................................ FLOW PROCESS FROM NODE 3300.00 TO NODE 3300.10 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) = 4.57 TOTAL AREA(ACRES) = 3.31 TOTAL RUNOFF(CFS) = 7.72 L (FEET) = 500.00 S = 11.6 SINGLE FAMILY DEVEMPMENT RUNOFF COEFFICIENT = .5100 ............................................................................ ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 3300.10 TO NODE 3301.00 IS CODE = 5 ............................................................................ - >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 360.00 DOWNSTREAM NODE ELEVATION = 175.00 NATURAL CHANNEL CHANNEL LENGTH THRU SUBAREA(FEET) = 2000.00 CHANNEL BAsE(FEET) = .OO "Z" FACTOR = 6.000 MANNINGS FACTOR = -040 MAXIMUM DEFTH(FEET) = 10.00 CHANNEL FLOW THRU SUBAReA(CFS) = 7.72 TRAVEL TIME(M1N.) = 7.20 TC(M1N.) = 17.69 FLOW VELoCITY(FEET/SEC) = 4.63 FLOW DEPTH(FEET) = .53 .............................................................................. FLOW PROCESS FROM NODE 3300.10 TO NODE 3301.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ____________________I___________________-------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.265 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5100 SUBAREA AREA(ACRES) = 46.96 SUBAREA RUNOFF(CFS) = 78.19 TOTAL AREA(ACRES) = 50.27 TOTAL RUNOFF(CFS) = 85.91 TC(M1N) = 17.69 240 . >>>>>CbMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< Bl4 ............................................... --------- ............................... - UPSTREAM NODE ELEVATION = 175.00 PROPOBE ENHANCED NATURAL CEA"gL DOWNSTREAM NODE ELEVATION = 145.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 CHANNEL BASE(FEET) = .OO "Z" FACTOR = 4.000 MANNINGS FACTOR = -040 MAXIMUM DEPTH(FEET) = 10.00 CHANNEL FLOW THRU SUBAREA(CFS) = 85.91 FLOW VELOCITY(FEET/SEC) = 7.44 FLOW DEPTH(FEET) = 1.70 TRAVEL TIME(M1N.) = 1.34 TC(M1N.) = 19.04 ............................................................................ FLOW PROCESS FROM NODE 3301.00 TO NODE 3302.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.114 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = -5200 SUBAREA =(ACRES) = 50.35 SUBAREA RUNOFF(CFS) = 81.54 TOTAL AREA(ACRES) = 100.62 TOTAL RUNOFF(CFS) = 167.45 TC(M1N) = 19.04 ............................................................................ FLOW PROCESS FROM NODE 3302.00 TO NODE 1603.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 145.00 (EXIST. SEDIMENTATION BASIN) WWNSTREAM NODE ELEVATION = 140.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 400.00 CHANNEL BASE(FEET) = 200.00 "Z" FACTOR = 2.000 MANNINGS FACTOR = .040 MAXIMUM DEPTH(FEET) = 10.00 CHANNEL FLOW THRU SUBAREA(CFS) = 167.45 TRAVEL TIME(M1N.) = 2.97 TC(M1N:) = 22.00 =--------------------------------------------------------------------------- FLOW VELOCITY(FEET/SEC) = 2.25 FLOW DEPTH(FEET) = .37 ............................................................................ FLOW PROCESS FROM NODE 3302.00 TO NODE 1603.00 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) = 22.00 RAINFALL INTENSITY (INCH. /HOUR) = 2.84 TOTAL STREAM AREA (ACRES) = 100.62 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 167.45 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) ............................................................................ ............................................................. - 241 ............................................................................ 1 64.94 27.45 2.459 2 167.45 22.00 2.837 -RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 223.76 TIME(M1NUTES) = 22.004 TOTAL AREA(ACRES) = 154.83 210.12 223.76 ............................................................................ FLOW PROCESS FROM NODE 1603.00 TO NODE 1604.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< EM UPSTREAM NODE ELEVATION = 140.00 PROPOSE ENHANCED NATURAL CHANNEL DOWNSTREAM NODE ELEVATION = 91.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 825.00 CHANNEL BAsE(FEET) = .OO "2" FACTOR = 4.000 MANNINGS FACTOR = .040 MAXIMUM DEPTH(FEET) = 10.00 CHANNEL FLOW THRU SUBAREA(CFS) = 223.76 FLOW VELOCITY (FEET/SEC) = 10.02 FLOW DEPTH(FEET) = 2.36 TRAVEL TIME(M1N.) = 1.37 TC(M1N.) = 23.38 ............................................................................ ________________________________________------------------------------------ ............................................................................ -.FLOW PROCESS FROM NODE 1603.00 TO NODE 1604.00 IS CODE = 8 .......................................................................... >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.728 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5300 SUBAREA =(ACRES) = 9.64 SUBAREA RUNOFF(CFS) = 13.94 TOTAL AREA(ACRES) = 164.47 TOTAL RUNOFF(CFS) = 237.70 TC(M1N) = 23.38 ............................................................................ FLOW PROCESS FROM NODE 1604.00 TO NODE 1021.00 IS CODE = 5 ............................................................................ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 91.00 DOWNSTREAM NODE ELEVATION = 64.00 NATURAL CHANNEL CHANNEL LENGTH THRU SUBAREA(FEET) = 1200.00 CHANNEL BASE(FEET) = 10.00 "2" FACTOR = 18.000 MANNINGS FACTOR = .035 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 237.70 TO AGUA HEDIONDA CREEK FLOW VELOCITY (FEET/SEC) = 5.41 FLOW DEPTH (FEET) = 1.31 - TRAVEL TIME(M1N.) = 3.69 TC(M1N.) = 27.07 242 ............................................................................ FLOW PROCESS FROM NODE 1604.00 TO NODE 1021.00 IS CODE = 8 ............................................................................ - >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.482 ......................................................................... *USER SPECIFIED(SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5400 SUBAREA AREA(ACRES) = 30.84 SUBAREA RUNOFF(CFS) = 41.33 TOTAL AREA(ACRES) = 195.31 TOTAL RUNOFF(CFS) = 279.03 TC(M1N) = 27.07 TO AGUA HEDIONDA CREEK ............................................................................ FLOW PROCESS FROM NODE 1700.00 TO NODE 1700.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< BEGIN LINE BL ............................................................................ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(M1N) = 5.79 RAIN INTENSITY(INCH/HOUR) = 6.71 TOTAL AREA(ACRES) = 9.00 TOTAL RUNOFF(CFS) = 51.34 L (FEET) = 800.00 S = 10.6% COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 ............................................................................ FLOW PROCESS FROM NODE 1700.00 TO NODE 1701.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 225.00 DOWNSTREAM ELEVATION = 180.00 STREET LENGTH(FEET) = 520.00 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) = 85.30 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) = .52 HALFSTREET FLOODWIDTH(FEET) = 19.71 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 10.65 PRODUCT OF DEPTHhVELOCITY = 5.54 ............................................................................ - ............................................................... STREETFLOW TRAVELTIME (MIN) = .81 TC(M1N) = 6.60 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.166 SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .a500 SUBAREA =(ACRES) = 13.00 SUBAREA RUNOFF(CFS) = 68.13 SUMMED AREA(ACRES) = 22.00 TOTAL RUNOFF(CFS) = 119.47 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = -58 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 11.72 DEPTH*VELOCITY = 6.74 - ............................................................................ 243 FLOW PROCESS FROM NODE 1701.00 TO NODE 1702.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ - >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< EL DEPTH OF FLOW IN 39.0 INCH PIPE IS 26.7 INCHES PROPOSE 3991 RCP PIPEFLOW VELOCITY (FEET/SEC. ) = 19.7 UPSTREAM NODE ELEVATION = 180.00 DOWNSTREAM NODE ELEVATION = 150.00 FLOWLeNGTH(FEET) = 1000.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 39.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 119.47 TRAVEL TIME(M1N.) = .84 TC(M1N.) = 7.45 ............................................................................ FLOW PROCESS FROM NODE 1701.00 TO NODE 1702.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ----_-_____________--------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.705 SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .a500 SUBAREA =(ACRES) = 23.00 SUBAREA RUNOFF(CFS) = 111.54 TOTAL AREA(ACRES) = 45.00 TOTAL RUNOFF(CFS) = 231.01 TC(M1N) = 7.45 ............................................................................ FLOW PROCESS FROM NODE 1702.00 TO NODE 1703.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< EL DEPTH OF FLOW IN 45.0 INCH PIPE IS 35.4 INCHES PROPOSE 48" RCP PIPEFLOW VELOCITY (FEET/SEC. ) = 24.8 UPSTREAM NODE ELEVATION = 150.00 DOWNSTREAM NODE ELEVATION = 138.00 FLOWLENGTH(FEET) = 320.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 45.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 231.01 TRAVEL TIME(M1N.) = -21 TC(M1N.) = 7.66 ............................................................................ --------------------_____________I______-------- ............................................................................ FLOW PROCESS FROM NODE 1702.00 TO NODE 1703.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ................................................................. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.601 SOIL CLASSIFICATION IS "DO1 INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 33.20 SUBAREA RUNOFF(CFS) = 176.67 TC(M1N) = 7.66 - TOTAL AREA(ACRES) = 78.20 TOTAL RUNOFF(CFS) = 407.68 244 ............................................................................ FLOW PROCESS FROM NODE 1703.00 TO NODE 1704.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ - >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BL -----------------_--_I__________________------------------------------- PROPOSE 60" RCP DEPTH OF FLOW IN 60.0 INCH PIPE IS 45.1 INCHES PIPEFLOW VEMCITY(FEET/SEC.) = 25.8 UPSTREAM NODE ELEVATION = 138.00 DOWNSTREAM NODE ELEVATION = 113.00 FLOWLENGTH(FEET) = 900.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER( INCH) = 60.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 407.68 TRAVEL TIME(M1N.) = .58 TC(M1N.) = 8.25 ............................................................................ FLOW PROCESS FROM NODE 1703.00 TO NODE 1704.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ -----------------_______________________------------------------------------ 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.343 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 33..20 SUBAREA RUNOFF(CFS) = 168.52 TOTAL =(ACRES) = 111.40 TOTAL RUNOFF(CFS) = 576.20 TC(M1N) = 8.25 ............................................................................ FLOW PROCESS FROM NODE 1704.00 TO NODE 1705.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< EL DEPTH OF FLOW IN 72.0 INCH PIPE IS 55.3 INCHES BTORMWATER ATTENUATION PIPEFMW VELOCITY(FEET/SEC.) = 24.7 REQUIRED UPSTREAM NODE ELEVATION = 113.00 (EXIST. 54" INADEQUATE) DOWNSTREAM NODE ELEVATION = 111.00 FLOWLENGTH(FEET) = 100.00 WINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 72.00 NUMBER OF PIPES = 1 PIPEFMW THRU SUBAREA(CFS) = 576.20 TRAVEL TIME (MIN. ) = .07 TC(M1N.) = 8.31 ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 1704.00 TO NODE 1705.00 IS CODE = 1 ............................................................................ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1"rES) = 8.31 RAINFALL INTENSITY (INCH./HOUR) = 5.32 TOTAL STREAM AREA (ACRES) = 111.40 ........................................................................ - TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 576.20 245 ............................................................................. FLOW PROCESS FROM NODE 1710.00 TO NODE 1710.00 IS CODE = 2 - >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< BEGIN LINE BLA ............................................................................ SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 UPSTREAM ELEVATION = 250.00 DOWNSTREAM ELEVATION = 243.00 ELEVATION DIFFERENCE = 7.00 URBAN SUBAREA OVERLAND TIME OF FLOW(M1NUTES) = 5.728 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.758 SUBAREA RUNOFF(CFS) = 34.67 TOTAL AREA(ACRES) = 5.40 TOTAL RUNOFF(CFS) = 34.67 STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DEC1MAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 132.14 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) = .67 HALFSTREET FLOODWIDTH (FEET) = 20.00 PRODUCT OF DEPTH&VELOCITY = 6.31 ***STREET FLOWING FULL*** AVERAGE FLOW VELOCITY (FEET/SEC. ) = 9.37 STREETFLOW TRAVELTIME(M1N) = 3.02 TC(M1N) = 8.75 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.142 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 39.50 SUBAREA RUNOFF(CFS) = 192.96 SUMMED AREA(ACRES) = 44.90 TOTAL RUNOFF(CFS) = 227.63 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .83 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 11.19 DEPTH*VELOCITY = 9.27 ............................................................................ FLOW PROCESS FROM NODE 1711.00 TO NODE 1712.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BLA ............................................................................ ........................................................................ - DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.8 INCHES STORMWATER ATTENUATION PIPEFLOW VELOCITY(FEET/SEC.) = 29.2 REQUIRED UPSTREAM NODE ELEVATION = 190.00 (EXIST. 33" INADEQUATE) 246 WWNSTREAM NODE ELEVATION = 150.00 FLOWLENGTH(FEET) = 700.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER( INCH) = 42.00 NUMBER OF PIPES = 1 TXAVEL TIME (MIN. ) = .40 TC(M1N.) = 9.15 - PIPEFLOW THRU SUBAREA(CFS) = 227.63 ............................................................................ FLOW PROCESS FROM NODE 1711.00 TO NODE 1712.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.996 SOIL CLASSIFICATION IS 'ID" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 9.00 SUBAREA RUNOFF(CFS) = 42.71 TOTAL AREA(ACRES) = 53.90 TOTAL RUNOFF(CFS) = 270.34 TC(M1N) = 9.15 ............................................................................ FLOW PROCESS FROM NODE 1712.00 TO NODE 1705.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BLA DEPTH OF FLOW IN 45.0 INCH PIPE IS 36.8 INCHES STORMWATER ATTENUATION PIPEFLOW VELOCITY(FEET/SEC.) = 28.0 REQUIRED DOWNSTREAM NODE ELEVATION = 111.00 FLOWLENGTH(FEET) = 820.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 45.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 270.34 TRAVEL TIME(M1N.) = .49 TC(M1N.) = 9.64 ............................................................................ ________________________________________------------------------------------ - UPSTREAM NODE ELEVATION = 150.00 (EXIST. 3 3 It INADEQUATE) ............................................................................ FLOW PROCESS FROM NODE 1712.00 TO NODE 1705.00 IS CODE = 1 ............................................................................ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< RESUME LINE BL CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 9.64 RAINFALL INTENSITY (INCW./HOUR) = 4.83 TOTAL STREAM AREA (ACRES) = 53.90 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 270.34 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER ( CFS ) (MIN. ) (INCH/HOUR) ............................................................................ 1 576.20 8.31 5.315 2 270.34 9.64 4.831 - RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 241 821.92 794.07 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 821.92 TIME(M1NUTES) = 8.312 - TOTAL =(ACRES) = 165.30 ............................................................................ FLOW PROCESS FROM NODE 1705.00 TO NODE 1714.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< EL DEPTH OF FLOW IN 78.0 INCH PIPE IS 60.3 INCHES STORMWATER ATTENUATION PIPEFLOW VELOCITY(FEET/SEC.) = 29.9 REQUIRED UPSTREAM NODE ELEVATION = 111.00 (EXIST. 60" INADEQUATE) DOWNSTREAM NODE ELEVATION = 105.25 FLOWLENGTH(FEET) = 220.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER( INCH) = 78.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 821.92 TRAVEL TIME(M1N.) = -12 TC(M1N.) = 8.44 =============i=================E=====---=----------- .................................................................. FLOW PROCESS FROM NODE 1705.00 TO NODE 1714.00 IS CODE = 8 * ******* ............................................................................ FLOW PROCESS FROM NODE 1714.00 TO NODE 1715.00 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< EL DEPTH OF FLOW IN 63.0 INCH PIPE IS 50.7 INCHES PROPOSE 78" RCP PIPEFLOW VELOCITY(FEET/SEC.) = 45.6 UPSTREAM NODE ELEVATION = 105.25 DOWNSTREAM NODE ELEVATION = 98.00 FLOWLENGTH (FEET) = 90.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 63.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 850.88 TRAVEL TIME(M1N.) = .03 TC(M1N.) = 8.47 ---------_-__-------____________l_l_____---------------------------- 248 TIME OF CONCENTRATION(M1NUTES) = 8.47 RAINFALL INTENSITY (INCH./HOUR) = 5.25 TOTAL STREAM AREA (ACRES) = 175.30 - TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 850.88 ............................................................................ FLOW PROCESS FROM NODE 1706.00 TO NODE 1706.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ............................................................................ USER-SPECIFIED VALUES ARE AS FOLLOWS (INITIAL BASIN): TC(M1N) = 15.20 RAIN INTENSITY(INCH/HOUR) = 3.60 TOTAL AREA(ACRES) = 6.70 TOTAL RUNOFF(CFS) = 13.27 L (FEET) = 800.00 S = 6.3% SING- FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 ............................................................................ FLOW PROCESS FROM NODE 1706.00 TO NODE 1715.00 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 8.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.7 UPSTREAM NODE ELEVATION = 122.00 ,- DOWNSTREAM NODE ELEVATION = 98.00 FLOWLENGTH(FEET) = 300.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 13.27 TRAVEL TIME(M1N.) = .30 TC(M1N.) = 15.50 ............................................................................ ......................................................................... ............................................................................ FLOW PROCESS FROM NODE 1706.00 TO NODE 1715.00 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) = 15.50 RAINFALL INTENSITY (INCH./HOUR) = 3.56 TOTAL STREAM AREA (ACRES) = 6.70 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 13.27 ............................................................... CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN . ) ( INCH/HOUR) ............................................................................ 1 850.88 8.47 5.252 2 13.27 15.50 3.556 - RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 249 859.86 589.41 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: TOTAL AREA(ACRES) = 182.00 - RUNOFF(CFS) = 859.86 TIME (MINUTES) = 8.468 ............................................................................ FLOW PROCESS FROM NODE 1715.00 TO NODE 1716.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BL DEPTH OF FLOW IN 78.0 INCH PIPE IS 60.2 INCHES PROPOSE 78" RCP ....................................................................... PIPEFLOW VELOCITY(FEET/SEC.) = 31.3 UPSTREAM NODE ELEVATION = 98.00 DOWNSTREAM NODE ELEVATION = 75.00 FLoWLENGTH(FEET) = 800.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 78.00 NUMBER OF 2IPES = PIPEFLOW THRU SUBARF.A(CFS) = 859.86 TRAVEL TIME(M1N.) = .43 TC(M1N.) = 8.89 1 .............................................................. ***** FLOW PROCESS FROM NODE 1715.00 TO NODE 1716.00 IS CODE = 8 ***** * ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------- _____-- -----------l=======P====~== - 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.088 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 14.00 SUBAREA RUNOFF(CFS) = 39.18 TOTAL =(ACRES) = 196.00 TOTAL RUNOFF(CFS) = 899.04 TC(M1N) = 8.89 ............................................................................ FLOW PROCESS FROM NODE 1716.00 TO NODE 1023.00 IS CODE = 3 >>>>>COMPUTE PIPEFMW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BL DEPTH OF FLOW IN 90.0 INCH PIPE IS 68.7 INCHES PROPOBE 90" RCP PIPEFLOW VELOCITY ( FEET/SEC . ) = 2 4.9 UPSTREAM NODE ELFVATION = 75.00 DOWNSTREAM NODE ELEVATION = 57.00 FLOWLENGTH(FEET) = 1200.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 90.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 899.04 TRAVEL TIME(M1N.) = .80 TC(M1N.) = 9.70 ............................................................................ ............................................................................. -- ---- ------- ............................................................................ FLOW PROCESS FROM NODE 3400.00 TO NODE 3400.10 IS CODE = 7 250 TC(M1N) = 9.89 RAIN INTENSITY(INCH/HOUR) = TOTAL AREA(ACRES) = 3.74 TOTAL RUNOFF (CFS SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = ,-- L (FEET) = 500.00 s = 11.2 Tc = J.E(l.1-C) fL1 1/2 [S(100) Irn ................................................. 4.75 9.77 - - 5500 .......................... FLOW PROCESS FROM NODE 3400.10 TO NODE 3401.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 200.00 DOWNSTREAM NODE ELEVATION = 88.00 NATURAL CHANNEL CHANNEL LENGTH THRU SUBAREA(FEET) = 1100.00 CHANNEL BASE(FEET) = .OO "Z" FACTOR = 4.000 MANNINGS FACTOR = .040 MAXIMUM DEPTH(FEET) = 5.00 FLOW VELOCITY(FEET/SEC) = 5.88 FLOW DEPTH(FEET) = .64 TRAVEL TIME(M1N.) = 3.12 TC(M1N.) = 13.01 ............................................................................ .......................................................................... CHANNEL FLOW THRU SUBAREA(CFS) = 9.77 ............................................................................ FLOW PROCESS FROM NODE 3400.10 TO NODE 3401.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ____----_____---_________I --------------- ......................................................... - 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.982 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 18.18 SUBAREA RUNOFF(CFS) = 39.81 TOTAL AREA(ACRES) = 21.92 TOTAL RUNOFF(CFS) = 49.58 TC(M1N) = 13.01 ............................................................................ FLOW PROCESS FROM NODE 3401.00 TO NODE 3403.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ............................................................................ UPSTREAM NODE ELEVATION = 88.00 DOWNSTREAM NODE ELEVATION = 60.00 NATURAL CHANNEL CHANNEL LENGTH THRU SUBAREA(FEET) = 800.00 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 12.000 MANNINGS FACTOR = .035 MAXIMUM DEPTH(FEET) = 5.00 FLOW VELOCITY(FEET/SEC) = 4.60 FLOW DEPTH(FEET) = .76 TRAVEL TIME(M1N.) = 2.90 TC(M1N.) = 15.90 CHANNEL FLOW THRU SUBAREA(CFS) = 49.58 ............................................................... * FLOW PROCESS FROM NODE 3402.00 TO NODE 3403.00 IS CODE = 8 * * * * * 251 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.497 - SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5400 *USER SPECIFIED (SUBAREA) : SUBAREA AREA(ACRES) = 37.34 SUBAREA RUNOFF(CFS) = 70.52 TOTAL =(ACRES) = 59.26 TOTAL RUNOFF(CFS) = 120.10 TC(M1N) = 15.90 ............................................................................ FLOW PROCESS FROM NODE 3403.00 TO NODE 1024.00 IS CODE = 5 ............................................................................ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELZXATION = 60.00 WWNSTREAM NODE ELEVATION = 51.00 NATURAL CHANNEL CHANNEL LENGTH THRU SUBAREA(FEET) = 1100.00 CHANNEL BASE(FEET) = 10.00 "2" FACTOR = 99.000 MANNINGS FACTOR = .035 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 120.10 TO AGUA HEDIONDA CREEK TRAVEL TIME(M1N.) = 9.00 TC(M1N.) = 24.90 ........................................................................... -______-_________ FLOW VELOCITY (FEET/SEC) = 2.04 FLOW DEPTH( FEET) = .72 ............................................................................ FLOW PROCESS FROM NODE 3403.00 TO NODE 1024.00 IS CODE = 8 ............................................................................ - >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ~-------------------------~-----=== I------=======~====~====~-===~ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.619 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA =(ACRES) = 48.00 SUBAREA RUNOFF(CFS) = 69.15 TOTAL AREA(ACRES) = 107.26 TOTAL RUNOFF(CFS) = 189.25 TC(M1N) = 24.90 TO AGUA HEDIONDA CREEK ...................................................................... FLOW PROCESS FROM NODE 5700.00 TO NODE 5701.00 IS CODE = 2 k ............................................................................ >>>>>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(CF_, = 101._. TO AGUA HEDIONDA LAGOON ............................................................................ FLOW PROCESS FROM NODE 5800.00 TO NODE 5801.00 IS CODE = 2 252 ............................................................................ >>>>>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 ............................................................................ FMW PROCESS FROM NODE 5801.00 TO NODE 5802.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 12.00 DQWNSTREAM NODE ELEVATION = .oo CHANNEL LENGTH THRU SUBAREA(FEET) = 250.00 CHANNEL BASE(FEET) = .OO 99Z91 FACTOR = 98.000 NATURAL CHANNEL MANNINGS FACTOR = .035 MAXIMUM DEPTH(FEET) = 10.00 .- CHANNEL FLOW THRU SUBAREA(CFS) = 33.52 TO AGUA HEDIONDA LAGOON ............................................................................ -------- ......................................................................... FLOW VELOCITY(FEET/SEC) = 3.10 FLOW DEPTH(FEET) = .33 TRAVEL TIME(M1N.) = 1.34 TC(M1N.) = 20.58 ............................................................................ 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(ACRES) = 26.25 SUBAREA RUNOFF(CFS) = 29.54 TOTAL AREA(ACRES) = 54.03 TOTAL RUNOFF(CFS) = 63.06 TC(M1N) = 20.58 TO AGUA HEDIONDA LAGOON ............................................................................ FMW 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 INITXAL SUBAREA FLOW-LENGTH(FEET) = 1900.00 UPSTREAM ELEVATION = 182.00 DOWNSTREAM ELEVATION = 70.00 - WITH 10-MINUTES ADDED = 17.77(MINUTES) 253 ELEVATION DIFFERENCE = 112.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.255 SUBAREA RUNOFF(CFS) = 56.39 - TOTAL AREA(ACRES) = 23.73 TOTAL RUNOFF(CFS) =i 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 NATURAL 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 ............................................................................ FLOW PROCESS FROM NODE 5901.00 TO NODE 5902.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.991 - *USER SPECIFIED (SUBAREA) : RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3900 SUBAREA AREA(ACRES) = 38.04 SUBAREA RUNOFF(CFS) = 44.38 TOTAL AREA(ACRES) = 61.77 TOTAL RUNOFF(CFS) = 100.77 TC(M1N) = 20.26 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) Ver. 4.lA Release Date: 1/09/89 Serial # 3454 Analysis prepared by: F'RASER ENGINEERING, INC. 2191 EL CAMINO REAL OCEANSIDE, CA 92054 (619) 722-3495 1985,1981 HYDROLOGY MANUAL * * k t k k** DESCRIPTION OF STUDY * * CARLSBAD MASTER DRAINAGE PLAN - AGUA HEDZONDA CREEK BASIN VOLUME 1 * * * * .......................................................................... 254 FILE NAME: CBAH18.DAT - TIME/DATE OF STUDY: 16: 2 3/20/1990 .......................................................................... USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ............................................................................ 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(1NCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DEC1MAL) TO USE FOR FRICTION SLOPE = .90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED ............................................................................ FLOW PROCESS FROM NODE 1800.00 TO NODE 1800.10 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) = 4.57 TOTAL AREA(ACRES) = 5.19 TOTAL RUNOFF(CFS) = 13.06 L (FEET) = 600.00 S = 12.4% CITY OF OCEANSIDE SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 Tc = 1.811.1-C) ILI ............................................................................ ________________-___-------------_--_-_-_---------------------------------_ 1 I2 - [s(100) ill3 ............................................................................ FLOW PROCESS FROM NODE 1800.10 T0,NODE 1801.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 500.00 DOWNSTREAM ELEVATION = 432.00 STREET LENGTH(FEET) = 500.00 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) = 57.49 STREET FLOWDEPTH(FEET) = .44 HALFSTREET FLOODWIDTH (FEET) = 15.66 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 11.18 PRODUCT OF DEPTHWELOCITY = 4.91 STREETFLOW TRAVELTIME (MIN) = .75 TC(M1N) = 11.24 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.376 *USER SPECIFIED(SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 36.97 SUBAREA RUNOFF(CFS) = 88.98 SUMMED AREA(ACRES) = 42.16 TOTAL RUNOFF(CFS) = 102.04 END OF SUBAREA STREETFLOW HYDRAULICS: CITY OF OCEANSIDE DEPTH(FEET) = .52 HALFSTREET FLOODWIDTH(FEET) = 19.71 FLOW VELOCITY(FEET/SEC.) = 12.74 DEPTH*VELOCITY = 6.63 255 ............................................................................ - FLOW PROCESS FROM NODE 1801.00 TO NODE 1802.00 IS CODE = 3 .......................................................................... >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.6 INCHES PIPEFMW VELOCITY(FEET/SEC.) = 16.2 UPSTREAM NODE ELEVATION = 432.00 DOWNSTREAM NODE ELEVATION = 412.00 FLOWLENGTH(FEET) = 1000.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER (INCH) = 39.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 102.04 CITY OF OCEANSIDE TRAVEL TIME(M1N.) = 1.03 TC(M1N.) = 12.26 ............................................................................ FLOW PROCESS FROM NODE 1801.00 TO NODE 1802.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ........................................................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.136 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = -5500 SUBAREA AREA(ACRES) = 54..41 SUBAREA RUNOFF(CFS) = 123.78 TOTAL AREA(ACRES) = 96.57 TOTAL RUNOFF(CFS) = 225.82 TC(M1N) = 12.26 CITY OF OCEANSIDE - ............................................................................ FLOW PROCESS FROM NODE 1802.00 TO NODE 1803.00 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 54.0 INCH PIPE IS 38.8 INCHES PIPEFMW VELOCITY(FEET/SEC.) = 18.5 UPSTREAM NODE ELEVATION = 412.00 DOWNSTREAM NODE ELEVATION = 382.00 FLOWLENGTH(FEET) = 1800.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 54.00 NUMBER OF PIPES = 1 PIPEFMW THRU SUBAREA(CFS) = 225.82 CITY OF OCEANSIDE TRAVEL TIME(M1N.) = 1.62 TC(M1N.) = 13.89 .......................................................................... ............................................................................ FLOW PROCESS FROM NODE 1802.00 TO NODE 1803.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ -----------------------------------------------------================~~ 100 YEAR RAINFAU INTENSITY(INCH/HOUR) = 3.817 -- *USER SPECIFIED(SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = -5200 SUBAREA AREA(ACRES) = 86.70 SUBAREA RUNOFF(CFS) = 172.10 TOTAL AREA(ACRES) = 183.27 TOTAL RUNOFF(CFS) = 397.92 256 TC(M1N) = 13.89 CITY OF OCEANSIDE ............................................................................ FLOW PROCESS FROM NODE 1803.00 TO NODE 1804.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 57.0 INCH PIPE IS 43.5 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 21.4 UPSTREAM NODE ELEVATION = 382.00 DOWNSTREAM NODE ELEVATION = 335.00 FLoWLENGTH(FEET) = 1400.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER( INCH) = 57.00 NUMBER OF PIPES = 1 'PIPEFLOW THRU SUBAREA(CFS) = 397.92 CITY OF OCEANSIDE TRAVEL TIME(M1N.) = .85 TC(M1N.) = 14.74 ............................................................................ ____________________------------------------------_----~===~===------- ............................................................................ FMW PROCESS FROM NODE 1803.00 TO NODE 1804.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ......................................................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.674 *USER SPECIFIED(SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 SUBAREA AREA(ACRES) = 36.04 SUBAREA RUNOFF(CFS) = 68.85 TC(M1N) = 14.74 CITY OF OCEANSIDE - TOTAL AREA(ACRES) = 219.31 TOTAL RUNOFF(CFS) = 466.77 ............................................................................ FLOW PROCESS FROM NODE 1804.00 TO NODE 1805.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 69.0 INCH PIPE IS 51.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 22.4 UPSTREAM NODE ELEVATION = 335.00 DOWNSTREAM NODE ELEVATION = 328.00 FLOWLENGTH(FEET) = 400.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER (INCH) = 69.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 466.11 CITY OF OCEANSIDE TRAVEL TIME(M1N.) = .30 TC(M1N.) = 15.03 ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 1806.00 TO NODE 1805.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ==========================I=============~===============================~== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.627 SOIL CLASSIFICATION IS "C" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5000 257 SUBAP3A AREA(ACRES) = 22.18 SUBAREA RUNOFF(CFS) = 40.22 TOTAL AREA(ACRES) = 241.49 TOTAL RUNOFF(CFS) = 506.99 TC(M1N) = 15.03 CITY OF OCEANSIDE - ............................................................................ FLOW PROCESS FROM NODE 1806.00 TO NODE 1805.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ........................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.627 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5400 SUBAREA AREA(ACRES) = 20.58 SUBAREA RUNOFF(CFS) = 40.30 TOTAL AREA(ACRES) = 262.07 TOTAL RUNOFF(CFS) = 547.29 TC(M1N) = 15.03 CITY OF OCEANSIDE ............................................................................ FLOW PROCESS FROM NODE 1805.00 TO NODE 1805.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 15.03 RAINFALL INTENSITY (INCH./HOUR) = 3.63 TOTAL STREAM AREA (ACRES) = 262.07 ............................................................................ ........................................................................... -TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 547.29 CITY OF OCEANSIDE ............................................................................ FLOW PROCESS FROM NODE 3500.00 TO NODE 3500.10 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE As FOLLOWS (INITIAL BASIN): TC(M1N) = 13.72 RAIN INTENSITY(INCH/HOUR) = 3.85 TOTAL AREA (ACRES) = 2.87 TOTAL RUNOFF(CFS) = 6.14 L (FEET) = 600.00 s = 5.5% CITY OF OCEANSIDE SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .55 ............................................................................ ------------- ........................................................................... Tc = 1.8f1.1-C) (L) 1/2 [s(100) ill3 ............................................................................ FLOW PROCESS FROM NODE 3500.10 TO NODE 3501.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 501.00 DOWNSTREAM ELEVATION = 418.00 STREET LENGTH(FEET) = 1650.00 CURB HEIGTH(1NCHES) = 6. STREET HALFWIM!H(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) = 37.55 STREET FLOWDEPTH(FEET) = .45 258 HALFSTREET FMODWIM"(FEET) = 16.24 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 6.81 - PRODUCT OF DEPTH&VEMCITY = 3.07 STREETFLOW TRAVELTIME(M1N) = 4.04 TC(M1N) = 17.76 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.258 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 34.98 SUBAREA RUNOFF(CFS) = 62.67 SUMMED =(ACRES) = 37.85 TOTAL RUNOFF(CFS) = 68.81 END OF SUBAREA STREETFLOW HYDRAULICS: CITY OF OCEANSIDE DEPTH(FEET) = .54 HALFSTREET FLoODWIDTH(FEET) = 20.00 FLOW VELoCITY(FEET/SEC.) = 7.98 DEPTH*VELOCITY = 4.28 ............................................................................ FLOW PROCESS FROM NODE 3501.00 TO NODE 1805.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< BEGIN LINE BJ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 17.76 RAINFALL INTENSITY (INCH./HOUR) = 3.26 TOTAL STREAM AREA (ACRES) = 37.85 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 68.81 ............................................................................ ........................................ ------==___________________________ - CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) ............................................................................ 1 547.29 15.03 3.627 2 68.81 17.76 3.258 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 609.10 TIME(M1NUTES) = 15.035 TOTAL AREA (ACRES) = 299.92 609.10 560.40 ............................................................................ FLOW PROCESS FROM NODE 1805.00 TO NODE 1807.00 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFMW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BJ _~~~~~~~~~~~~~__________~~~~~~~~~~ __~~~~~ DEPTH OF FLOW IN 63.0 INCH PIPE IS 48.0 INCHES PROPOSE 63mm RCP PIPEFLOW VELOCITY(FEET/SEC.) = 33.9 UPSTREAM NODE ELEVATION = 328.00 DOWNSTREAM NODE ELEVATION = 290.00 FLOWLENGTH(FEET) = 850.00 MANNINGS N = .012 PIPEFLOW THRU SlJBAREA(CFS) = 609.10 TRAVEL TIME (MIN. ) = .42 TC(M1N.) = 15.45 - ESTIMATED PIPE DIAMETER(1NCH) = 63.00 NUMBER OF PIPES = 1 259 ............................................................................ - FLOW PROCESS FROM NODE 1808.00 TO NODE 1807.00 IS CODE = 8 .......................................................................... >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.563 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5100 SUBAREA AREA(ACRES) = 28.62 SUBAREA RUNOFF(CFS) = 52.01 TOTAL AREA(ACRES) = 328.54 TOTAL RUNOFF(CFS) = 661.11 TC(M1N) = 15.45 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BJ DEPTH OF FLOW IN 66.0 INCH PIPE IS 50.1 INCHES PROPOSE 66@@ RCP PIPEFLOW VELOCITY(FEET/SEC.) = 34.1 UPSTREAM NODE ELEVATION = 290.00 DOWNSTREAM NODE ELEVATION = 230.00 FLOWLENGTH(FEET) = 1400.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER (INCH) = 66.00 "MBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 661.11 - TRAVEL TIME(M1N.) = .68 TC(M1N.) = 16.14 1 .............................................................. *** FLOW PROCESS FROM NODE 1809.00 TO NODE 1809.00 IS CODE = 1 * * * ............................................................................ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MINUTES) = 16.14 RAINFALL INTENSITY (INCH./HOUR) = 3.46 TOTAL STREAM AREA (ACRES) = 328.54 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 661.11 -----I--------------- ........................ ........................................................................ **********1***************************************************************** FLOW PROCESS FROM NODE 1900.00 TO NODE 1900.10 IS CODE = 7 ----------5_____________________________------------~----------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< BEGIN LINE BJD USER-SPECIFIED VALUES ARE AS FOLMWS (INITIAL BASIN): TC(M1N) = 15.30 RAIN INTENSITY(INCH/HOUR) = 3.59 L (FEET) = 500.00 S = 5.0% SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .45 Tc = 1.8f1.1-C) (L)"' -----------____________ TOTAL AREA(ACRES) = 7.56 TOTAL RUNOFF(CFS) = 12.20 ES(l00) 11'3 - ****************************************************1*********************** 260 FLOW PROCESS FROM NODE 1900.10 TO NODE 1901.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< ............................................................................ - >>>>>TRAVELTIME THRU SUBAREA<<<<< ______________I_------------------------------------------------------- UPSTREAM NODE ELEVATION = 497.00 DOWNSTREAM NODE ELEVATION = 442.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1400.00 CHANNEL BASE(FEET) = .OO "2" FACTOR = 8.000 NATURAL CHANNEL MANNINGS FACTOR = .040 MAXIMUM DEPTH(FEET) = 5.00 FLOW VELOCITY(FEET/SEC) = 3.67 FLOW DEPTH(FEET) = -64 TRAVEL TIME(M1N.) = 6.36 TC(M1N.) = 21.66 CHANNEL FLOW THRU SUBAREA(CFS) = 12.20 ............................................................................ FLOW PROCESS FROM NODE 1900.10 TO NODE 1901.00 IS CODE = 8 ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< .............................................................................. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.866 SOIL CLASSIFICATION IS "B" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 19.60 SUBAREA RUNOFF(CFS) = 25.28 TOTAL AREA(ACRES) = 27.16 TOTAL RUNOFF(CFS) = 37.48 TC(M1N) = 21.66 CITY OF OCEANSIDE ............................................................................ FLOW PROCESS FROM NODE 1902.00 TO NODE 1901.00 IS CODE = 8 ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< .................................................................................. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.866 SOIL CLASSIFICATION IS **Bl' SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 13.39 SUBAREA RUNOFF(CFS) = 17.27 TOTAL AREA(ACRES) = 40.55 TOTAL RUNOFF(CFS) = 54.75 TC(M1N) = 21.66 CITY OF OCEANSIDE ............................................................................ FLOW PROCESS FROM NODE 1901.00 TO NODE 1903.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.3 UPSTREAM NODE ELEVATION = 442.00 DOWNSTREAM NODE ELEVATION = 430.00 FLOWLENGTH(FEET) = 550.00 MANNINGS N = -012 PIPEFLOW THRU SUBAREA(CFS) = 54.75 CITY OF OCEANSIDE ............................................................................ ---------------------------=====xSI-==== - ESTIMATED PIPE DIAMETER(1NCH) = 30.00 NUMBER OF PIPES = 1 261 TRAVEL, TIME (MIN. ) = .64 TC(M1N.) = 22.30 f*************************************************************************** FLOW PROCESS FROM NODE 1901.00 TO NODE 1903.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ _____________-------________I___________--------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.813 SOIL CLASSIFICATION IS l8Bl9 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 22.50 SUBAREA RUNOFF(CFS) = 28.48 TOTAL AREA(ACRES) = 63.05 TOTAL RUNOFF(CFS) = 83.23 TC(M1N) = 22.30 CITY OF OCEANSIDE ............................................................................ FLOW PROCESS FROM NODE 1903.00 TO NODE 1905.00 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 PIPEFLOW VELOCITY(FEET/SEC.) = 20.8 UPSTREAM NODE ELEVATION = 430.00 DOWNSTREAM NODE ELEVATION = 380.00 FLoWLENGTH(FEET) = 1100.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 83.23 CITY OF OCEANSIDE TRAVEL TIME(M1N.) = .88 TC(M1N.) = 23.18 ............................................................................ ....................................................................... - ............................................................................ FLOW PROCESS FROM NODE 1903.00 TO NODE 1905.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ .......................................................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.743 SOIL CLASSIFICATION IS llB" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 23.34 SUBAREA RUNOFF(CFS) = 28.81 TOTAL AREA(ACRES) = 86.39 TOTAL RUNOFF(CFS) = 112.04 TC(M1N) = 23.18 CITY OF OCEANSIDE ............................................................................ FLOW PROCESS FROM NODE 1906.00 TO NODE 1905.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ------------____________________________----------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.743 - *USER SPECIFIED(SUBAREA): 3INGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4600 SUBAREA AREA(ACRES) = 26.32 SUBAREA RUNOFF(CFS) = 33.21 262 TOTAL UEA(ACRES) = 112.71 TOTAL RUNOFF(CFS) = 145.25 TC(M1N) = 23.18 CITY OF OCEANSIDE - .............................................................................. FMW PROCESS FROM NODE 1907.00 TO NODE 1905.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ...................................................................... ...................................................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.743 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5400 SUBAREA AREA(ACRES) = 62.21 SUBAREA RUNOFF(CFS) = 92.15 TOTAL AREA(ACRES) = 174.92 TOTAL RUNOFF(CFS) = 237.40 TC(M1N) = 23.18 CITY OF OCEANSIDE ............................................................................ FLOW PROCESS FROM NODE 1905.00 TO NODE 1908.00 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFMW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ~~~~~~~~ ~~ ~ ~ ~~~~~ DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 28.7 UPSTREAM NODE ELEVATION = 380.00 - WWNSTREAM NODE ELEVATION = 325.00 FMWLENGTH(FEET) = 1000.00 MANNINGS N = -012 ESTIMATED PIPE DIAMETER(1NCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 237.40 CITY OF OCEANSIDE TRAVEL TIME(M1N.) = -58 TC(M1N.) = 23.76 ............................................................................ FLOW PROCESS FROM NODE 1905.00 TO NODE 1908.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ .................................................................. __---______-- ,OO YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.700 *USER SPECIFIED(SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4700 SUBAREA AREAlACRESI = 24.56 SUBAREA RUNOFFICFS) = 31.16 ~~ ~ TOTAL AREA(ACRES) 2 199.48 TOTAL RUNOFF(CFSj = '268.56 TC(M1N) = 23.76 CITY OF OCEANSIDE 263 SINGLE,FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5100 SUBAREA AREA(ACRES) = 39.63 SUBAREA RUNOFF(CFS) = 54.57 TOTAL AREA(ACRES) = 239.11 TOTAL RUNOFF(CFS) = 323.13 TC(M1N) = 23.76 CITY OF OCEANSIDE - ............................................................................ FLOW PROCESS FROM NODE 1908.00 TO NODE 1910.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 325.00 WWNSTREAM NODE ELEVATION = 317.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 750.00 CHANNEL BASE(FEET) = 10.00 I'Z" FACTOR = 4.000 MANNINGS FACTOR = .035 MAXIMUM DEF'TH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 323.13 CITY OF OCEANSIDE FLOW VELOCITY(FEET/SEC) = 6.24 FLOW DEPTH(FEET) = 2.56 TRAVEL TIME(M1N.) = 2.00 TC(M1N.) = 25.76 ............................................................................ ...................................................................... ............................................................................ FLOW PROCESS FROM NODE 1911.00 TO NODE 1910.00 IS CODE = 8 ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.562 - *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = -4900 SUBAREA AREA(ACRES) = 35.82 SUBAREA RUNOFF(CFS) = 44.98 TOTAL AREA(ACRES) = 274.93 TOTAL RUNOFF(CFS) = 368.11 TC(M1N) = 25.76 ............................................................................ FLOW PROCESS FROM NODE 1910.00 TO NODE 1809.00 IS CODE = 3 ............................................................................ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BJD ------------- -------------- DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.9 INCHES PmmsE 48" RCP PIPEFLOW VELOCITY(FEET/SEC.) = 34.6 UPSTREAM NODE ELEVATION = 317.00 WWNSTREAM NODE ELEVATION = 230.00 FLOWLENGTH(FEET) = 1300.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 368.11 TRAVEL TIME (MIN. ) = .63 TC(M1N.) = 26.39 264 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.523 - SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS ‘lBll SUBAREA AREA(ACRES) = 28.39 SUBAREA RUNOFF(CFS) = 32.23 TOTAL AREA(ACRES) = 303.32 TOTAL RUNOFF(CFS) = 400.34 TC(M1N) = 26.39 ............................................................................ FLOW PROCESS FROM NODE 1910.00 TO NODE 1809.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< RESUME LINE BJ >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 26.39 RAINFALL INTENSITY (INCH./HOUR) = 2.52 TOTAL STREAM AREA (ACRES) = 303.32 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 400.34 ............................................................................ ............................................................................ CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) ............................................................................ 1 661.11 16.14 3.465 2 400.34 26.39 2.523 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS -VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 952.62 881.74 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 952.62 TIME (MINUTES) = 16.136 TOTAL AREA(ACRES) = 631.86 ............................................................................ FLOW PROCESS FROM NODE 1809.00 TO NODE 1811.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BJ UPSTREAM NODE ELEVATION = 205.00 PROPOSE EN”CED NATURAL CHANNEL DOWNSTREAM NODE ELEVATION = 195.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 900.00 CHANNEL BASE(FEET) = 10.00 l*Z” FACTOR = 2.000 MA”1NGS FACTOR = .035 MAXIMUM DEFTH(FEET) = 7.00 CHANNEL FLOW THRU SUBAREA(CFS) = 952.62 FLOW VELOCITY(FEET/SEC) = 9.48 FLOW DEPTH(FEET) = 5.02 TRAVEL TIME(M1N.) = 1.58 TC(M1N.) = 17.72 ............................................................................ ________________________________________------------------------------------ 265 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .5100 SUBAREA AREA(ACRES) = 42.21 SUBAREA RUNOFF(CFS) = 70.22 TC(M1N) = 17.72 DATA TO PAGE 270 - TOTAL AREA(ACRES) = 674.07 TOTAL RUNOFF(CFS) = 1022.85 USER-SPECIFIED VALUES ARE AS FOLLOWS (INITIAL BASIN): TC(M1N) = 15.81 RAIN INTENSITY(INCH/HOUR) = 3.51 TOTAL AREA(ACRES) = 8.17 TOTAL RUNOFF(CFS) = L (FEET) = 900.00 S = 7.8% SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 Tc = 1.8(1.1-C) fL)”* ~~(100) ill3 14.92 ....................................................... * * * FLOW PROCESS FROM NODE 2000.10 TO NODE 2001.00 IS CODE = * 6 * * * *** ............................................................................ >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 375.00 DOWNSTREAM ELEVATION = 295.00 ............................ ............................................................................ -STREET LENGTH(FEET) = 1050.00 CURB HEIGTH(1NCHES) = 6. XREET HALFWIDTH (FEET) = 2 0.00 STREET CROSSFALL (DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 32.48 STREET FLOWDEPTH(FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 14.51 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 7.31 PRODUCT OF DEPTH&VELOCITY = 3.04 STREETFLOW TRAVELTIME(M1N) = 2.40 TC(M1N) = 18.21 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.206 *USER SPECIFIED(SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 SUBAREA AREA(ACRES) = 20.99 SUBAREA RUNOFF(CFS) = 34.99 SUMMED AREA(ACRES) = 29.16 TOTAL RUNOFF(CFS) = 49.91 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .46 HALFSTREET FLOODWIDTH(FEET) = 16.82 FLOW VELOCITY(FEET/SEC.) = 8.47 DEPTH*VELOCITY = 3.92 ............................................................................ FLOW PROCESS FROM NODE 2001.00 TO NODE 2002.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ - >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< - - ---____--__----_--------------------------------------------------------- JEPTH OF FLOW IN 24.0 INCH PIPE IS 18.6 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 19.1 266 UPSTRE’AM NODE ELEVATION = 295.00 DOWNSTREAM NODE ELEVATION = 254.00 FLOWLENGTH(FEET) = 800.00 MA”1NGS N = .012 PIPEFMW THRU SUBAREA(CFS) = 49.91 TRAVEL TIME(M1N.) = .70 TC(M1N.) = 18.90 - ESTIMATED PIPE DIAMETER(1NCH) = 24.00 NUMBER OF PIPES = 1 .- *USER-SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5000 SUBAREA AREA(ACRES) = 23.72 SUBAREA RUNOFF(CFS) = 37.10 TOTAL AREA(ACRES) = 52.88 TOTAL RUNOFF(CFS) = 87.01 TC(M1N) = 18.90 ............................................................................ FLOW PROCESS FROM NODE 2002.00 TO NODE 2003.00 IS CODE = 3 >>>>>COMPUTE PIPEFMW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BJC DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.1 INCHES PROPOSE 33” RCP - PIPEFLOW VELoCITY(FEET/SEC.) = 19.5 UPSTREAM NODE ELEVATION = 254.00 DOWNSTREAM NODE ELEVATION = 214.00 FLOWLENGTH(FEET) = 1100.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 87.01 TRAVEL TIME(M1N.) = .94 TC(M1N.) = 19.84 ............................................................................ ................................ .............................................................................. ............................................................................ FLOW PROCESS FROM NODE 2003.00 TO NODE 2003.00 IS CODE = 1 ............................................................................ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< .......................................................................... CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 19.84 RAINFALL INTENSITY (INCH./HOUR) = 3.03 TOTAL STREAM AREA (ACRES) = 52.88 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 87.01 ............................................................................ FLOW PROCESS FROM NODE 4100.00 TO NODE 4100.10 IS CODE = 7 ............................................................................ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< -----____-______________________________---- ................................................................................. -‘JSER-SPECIFIED VALUES ARE AS FOLLOWS (INITIAL BASIN): IC(M1N) = 12.64 RAIN INTENSITY(INCH/HOUR) = 4.06 TOTAL AREA(ACRES) = 4.96 TOTAL RUNOFF(CFS) = 10.06 267 L (FEET) = 600.00 s = 9.2% SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5000 - Tc = 1.8(1.1-C) (L)1’2 [s(w ill3 ............................................................................ FLOW PROCESS FROM NODE 4100.10 TO NODE 4101.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ __________---------------------------------------------- --------------------------------------------------------~=========---------- UPSTREAM ELEVATION = 395.00 DOWNSTREAM ELEVATION 230.00 STREET LENGTH(FEET) = 1600.00 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 = .5000 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 22.40 STREET FLOWDEPTH(FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 11.62 AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.63 PRODUCT OF DEPTH&VELOCITY = 2.74 STREETFLOW TRAVELTIME(M1N) = 3.49 TC(M1N) = 16.13 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.465 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5000 SUBAREA AREA(ACRES) = 14.09 SUBAREA RUNOFF(CFS) = 24.41 SUMMED -(ACRES) = 19.05 TOTAL RUNOFF(CFS) = 34.47 -END OF SUBAREA STREETFMW HYDRAULICS: 3EPTH (FEET) = .40 HALFSTREET FLOODWIDTH (FEET) = 13.93 FLOW VELOCITY(FEET/SEC.) = 8.37 DEPTH*VELOCITY = 3.39 ............................................................................ FLOW PROCESS FROM NODE 4101.00 TO NODE 2003.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17.5 UPSTREAM NODE ELEVATION = 230.00 DOWNSTREAM NODE ELEVATION = 214.00 FLOWLENGTH(FEET) = 310.00 MA”1NGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 21.00 NUMBER OF PIPES = 1 TRAVEL TIME(M1N.) = .30 TC(M1N.) = 16.43 ............................................................................ ________________________________________------------------------------------ .......................................................... PIPEFLOW THRU SUBAREA(CFS) = 34.47 268 RAINFALL INTENSITY (INCH./HOUR) = 3.42 TOTAL STREAM AREA (ACRES) = 19.05 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 34.47 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) ............................................................................ 1 87.01 19.84 3.032 2 34.47 16.43 3.425 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF (CFS) = 117.54 TIME (MINUTES) = 19.842 TOTAL AREA(ACRES) = 71.93 117.54 111.51 ............................................................................ FLOW PROCESS FROM NODE 2004.00 TO NODE 2003.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.032 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5100 SUBAREA AREA(ACRES) = 25.18 SUBAREA RUNOFF(CFS) = 38.94 rC(M1N) = 19.84 -TOTAL AREA(ACRES) = 97.11 TOTAL RUNOFF(CFS) = 156.48 ............................................................................ FLOW PROCESS FROM NODE 2003.00 TO NODE 1811.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BJC DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.8 INCHES PROPOSE 42" RCP PIPEFLOW VELOCITY(FEET/SEC.) = 21.5 UPSTREAM NODE ELEVATION = 214.00 DOWNSTREAM NODE ELEVATION = 195.00 FLoWLENGTH(FEET) = 600.00 MA"1NGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 156.48 TRAVEL TIME(M1N.) = .47 TC(M1N.) = 20.31 ............................................................................ ........................................................................... 269 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 156.48 L .......................................................................... FLOW PROCESS FROM NODE 1012.00 TO NODE 1811.00 IS CODE = 7 ............................................................................ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< FROM PAGE 266 USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(M1N) = 17.72 RAIN INTENSITY(INCH/HOUR) = 3.26 ........................................................................... TOTAL AREA(ACRES) = 674.07 TOTAL RUNOFF(CFS) = 1022.85 ............................................................................ FLOW PROCESS FROM NODE 1812.00 TO NODE 1811.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< RESUME LINE BJ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 17.72 RAINFALL INTENSITY (INCH./HOUR) = 3.26 TOTAL STREAM AREA (ACRES) = 674.07 ............................................................................ ............................................................................ TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1022.85 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER ( CFS 1 (MIN. ) (INCH/HOUR) - I .......................................................................... 1 156.48 20.31 2.987 2 1022.85 17.72 3.262 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 1093.23 1166.16 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 1166.16 TIME(M1NUTES) = 17.720 TOTAL AREA(ACRES) = 771.18 ............................................................................ 270 FLOW PROCESS FROM NODE 1811.00 TO NODE 1813.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ -l__------_----___------_-- ................................................ ---__-_----__---____----------_---_----_--- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.217 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5000 SUBAREA AREA(ACRES) = 22.51 SUBAREA RUNOFF(CFS) = 36.21 TOTAL AREA(ACRES) = 793.69 TOTAL RUNOFF(CFS) = 1202.36 TC(M1N) = 18.10 ............................................................................ FLOW PROCESS FROM NODE 1813.00 TO NODE 1815.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BJ UPSTREAM NODE ELEVATION = 175.00 PROPOSE ENHANCED NATURAL CHANNEL CHANNEL LENGTH THRU SUBAREA(FEET) = 1300.00 CHANNEL BASE(FEET) = 10 .OO "2" FACTOR = 2.000 MANNINGS FACTOR = .035 MAXIMUM DEFTH(FEET) = 6.00 CHANNEL FLOW THRU SUBAREA(CFS) = 1202.36 FLOW VELOCITY(FEET/SEC) = 20.37 FLOW DEPTH(FEET) = 3.48 TRAVEL TIME(M1N.) = 1.06 TC(M1N.) = 19.17 ............................................................................ ____________________--------------------------------------------------_----- ________________________________________----------------------------_------- ' DOWNSTREAM NODE ELEVATION = 78.00 ............................................................................ 'LOW PROCESS FROM NODE 1813.00 TO NODE 1815.00 IS CODE = 8 ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ====I=============E======E============-================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.101 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .6200 SUBAREA AREA(ACRES) = 47.80 SUBAREA RUNOFF(CFS) = 91.90 TOTAL AREA(ACRES) = 841.49 TOTAL RUNOFF(CFS) = 1294.26 TC(M1N) = 19.17 ............................................................................ FLOW PROCESS FROM NODE 1815.00 TO NODE 1817.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BJ UPSTREAM NODE ELEVATION = 78.00 PROPOSE mCED NATURAL CEANNEL DOWNSTREAM NODE ELEVATION = 60.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1400.00 PROPOSE SEDIMENTATION BASIN CHANNEL BASE(FEET) = 12.00 "Z" FACTOR = 2.000 MANNINGS FACTOR = .035 MAXIMUM DEPTH(FEET) = 8.00 CHANNEL FLOW THRU SUBAREA(CFS) = 1294.26 'RAVEL TIME(M1N.) = 2.16 TC(M1N.) = 21.32 ............................................................................ ........................................................................... - FLOW VELOCITY(FEET/SEC) = 10.81 FLOW DEFT"(FEET) = 5.30 271 ............................................................................ FLOW PROCESS FROM NODE 1815.00 TO NODE 1817.00 IS CODE = 8 ............................................................................ - >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.895 ------p====================P================================================= _--___ *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .6700 SUBAREA AREA(ACRES) = 59.16 SUBAREA RUNOFF(CFS) = 114.74 TOTAL AREA(ACRES) = 900.65 TOTAL RUNOFF(CFS) = 1409.00 TC(M1N) = 21.32 ............................................................................ FLOW PROCESS FROM NODE 1815.00 TO NODE 1817.00 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) = 21.32 RAINFALL INTENSITY (INCH./HOUR) = 2.89 TOTAL STREAM AREA (ACRES) = 900.65 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1409.00 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER ( CFS 1 (MIN. ) (INCH/HOUR) ........................................................................... 1 1409.00 21.32 2.895 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 1 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 1409.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 1409.00 TIME(M1NUTES) = 21.325 TOTAL AREA(ACRES) = 900.65 DATA TO PAGE 283 ............................................................................ FLOW PROCESS FROM NODE 3900.00 TO NODE 3901.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< BEGIN LINE BJBC ............................................................................ ------__---_____-- ............................................................................ *USER SPECIFIED (SUBAREA) : RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4800 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 18.38(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 2600.00 UPSTREAM ELEVATION = 446.00 DOWNSTREAM ELEVATION = 210.00 ELEVATION DIFFERENCE = 236.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.186 .- SUBAREA RUNOFF(CFS) = 88.46 'OTAL AREA(ACRES) = 57.85 TOTAL RUNOFF(CFS) = 88.46 272 ............................................................................ FLOW PROCESS FROM NODE 3901.00 TO NODE 3903.00 IS CODE = 5 ---------c------------------------------------------------------------------ - >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BJBC UPSTREAM NODE ELEVATION = 210.00 GPD-OS DOWNSTREAM NODE ELEVATION = 135.00 POTENTIAL REMEDIAL WORX CHANNEL LENGTH THRU SUBAREA(FEET) = 1200.00 CHANNEL BASE(FEET) = .OO "2" FACTOR = 8.000 MANNINGS FACTOR = .040 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 88.46 FLOW VELOCITY(FEET/SEC) = 6.86 FLOW DEPTH(FEET) = 1.27 TRAVEL TIME(M1N.) = 2.92 TC(M1N.) = 21.30 ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 3901.00 TO NODE 3903.00 IS CODE = 8 ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ......................................................... --------------------_--------------------------------------~===========~====== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.897 *USER SPECIFIED(SUBAREA) : RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 35.85 SUBAREA RUNOFF(CFS) = 46.74 TOTAL AREA(ACRES) = 93.70 TOTAL RUNOFF(CFS) = 135.19 TC(M1N) = 21.30 - ......................................................................... FLOW PROCESS FROM NODE 3903.00 TO NODE 3903.00 IS CODE = 1 ............................................................................ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ............................................................................ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 21.30 RAINFALL INTENSITY (INCH./HOUR) = 2.90 TOTAL STREAM AREA (ACRES) = 93.70 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 135.19 ............................................................................ FLOW PROCESS FROM NODE 3800.00 TO NODE 3801.00 IS CODE = 7 ............................................................................ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< BEGIN LINE BJBB USER-SPECIFIED VALUES ARE AS FOLLOWS (INITIAL BASIN) : TC(M1N) = 15.98 RAIN INTENSITY(INCH/HOUR) = 3.49 TOTAL AREA(ACRES) = 15.96 TOTAL RUNOFF(CFS) = 28.94 L (FEET) = 1300.00 S = 13.1% SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .52 ..................... .............................................................................. 273 ............................................................................ FLOW PROCESS FROM NODE 3801.00 TO NODE 3802.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ .............................................................................. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.952 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 SUBAREA AREA(ACRES) = 24.27 SUBAREA RUNOFF(CFS) = 37.25 TOTAL AREA(ACRES) = 40.23 TOTAL RUNOFF(CFS) = 66.19 TC(M1N) = 20.69 ............................................................................ FLOW PROCESS FROM NODE 3802.00 TO NODE 3903.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BJBB UPSTREAM NODE ELEVATION = 200.00 GPD-OS DOWNSTREAM NODE ELEVATION = 135.00 POTENTIAL REMEDIAL WORK CHANNEL LENGTH THRU SUBAREA(FEET) = 850.00 CHANNEL BASE(FEET) = .OO "ZI8 FACTOR = 4.000 MANNINGS FACTOR = .040 MAXIMUM DEPTH(FEET) = 8.00 CHANNEL FLOW THRU SUBAREA(CFS) = 66.19 FLOW VELOCITY (FEET/SEC) = 8.19 FLOW DEPTH(FEET) = 1.42 TRAVEL TIME(M1N.) = 1.73 TC(M1N.) = 22.42 I_____---________---------------------------------------------------------- .............................................................................. ............................................................................ FLOW PROCESS FROM NODE 3802.00 TO NODE 3903.00 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) = 22.42 RAINFALL INTENSITY (INCH./HOUR) = 2.80 TOTAL STREAM AREA (ACRES) = 40.23 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 66.19 ............................................................................ ............................ ................................................................................ - :ONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 274 VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 199.23 196.98 __~ COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 199.23 TIME(M1NUTES) = 21.298 TOTAL AREA(ACRES) = 133.93 ............................................................................ FLOW PROCESS FROM NODE 3903.00 TO NODE 3904.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BJBB UPSTREAM NODE ELEVATION = 135.00 GPD-OS DOWNSTREAM NODE ELEVATION = 92.50 POTENTIAL REMEDIAL WORK CHANNEL LENGTH THRU SUBAREA(FEET) = 550.00 CHANNEL BASE(FEET) = .OO IIZ" FACTOR = . 4.000 MANNINGS FACTOR = .040 MAXIMUM DEPTH(FEET) = 10.00 CHANNEL FLOW THRU SUBAREA(CFS) = 199.23 FLOW VELOCITY (FEET/SEC) = 10.60 FLOW DEPTH(FEET) = 2.17 TRAVEL TIME(M1N.) = .87 TC(M1N.) = 22.16 ............................................................................ ............................................................................ ............................................................................. ?LOW PROCESS FROM NODE 3903.00 TO NODE 3904.00 IS CODE = 1 ............................................................................ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 22.16 RAINFALL INTENSITY (INCH./HOUR) = 2.82 TOTAL STREAM AREA (ACRES) = 133.93 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 199.23 DATA TO PAGE 277 _________---________------------- .............................................................................. ............................................................................ FLOW PROCESS FROM NODE 3700.00 TO NODE 3701.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< BEGIN LINE WBA ............................................................................ ....................................................................................... *USER SPECIFIED(SUBAREA) : RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4800 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 15.31(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 1200.00 UPSTREAM ELEVATION = 225.00 DOWNSTREAM ELEVATION = 149.00 ELEVATION DIFFERENCE = 76.00 - 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.585 'UBAREA RUNOFF (CFS) = 26.10 I'OTAL AREA(ACRES) = 15.17 TOTAL RUNOFF(CFS) = 26 10 275 ............................................................................ - FLOW PROCESS FROM NODE 3700.00 TO NODE 3701.00 IS CODE = 1 -------c-----------------------------------------------~------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 15.31 RAINFALL INTENSITY (INCH./HOUR) = 3.58 TOTAL STREAM AREA (ACRES) = 15.17 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 26.10 -------- ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 3700.00 TO NODE 3700.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ............................................................................ ________ ............................................................................ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(M1N) = 11.08 RAIN INTENSITY(INCH/HOUR) = 4.42 TOTAL AREA(ACRES) = 2310.40 TOTAL RUNOFF(CFS) = 1171.00 CALAVERA LAKE DISCHARGE PER CHANG HYDROLOGICAL STUDY JULY 1989 ............................................................................ FLOW PROCESS FROM NODE 3700.00 TO NODE 3700.00 IS COVE = 1 ............................................................................ - >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 11.08 RAINFALL INTENSITY (INCH./HOUR) = 4.42 TOTAL STREAM AREA (ACRES) = 2310.40 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1171.00 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (MIN . ) ( INCH/HOUR) =====E== _______- ...................................................................... * 1 26.10 15.31 3.585 2 1171.00 11.08 4.416 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 976.70 1192.19 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 1192.19 TIME(M1NUTES) = 11.080 TOTAL AREA(ACRES) = 2325.57 .................................................. * * *** **** -FLOW PROCESS FROM NODE 3702.00 TO NODE 3701.00 IS CODE = 8 * 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.416 -. SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5100 *USER SPECIFIED (SUBAREA) : SUBAREA AREA(ACRES) = 11.88 SUBAREA RUNOFF(CFS) = 26.75 TOTAL AREA(ACRES) = 2337.45 TOTAL RUNOFF(CFS) = 1218.94 TC(M1N) = 11.08 ............................................................................ FLOW PROCESS FROM NODE 3701.00 TO NODE 3904.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BJBA UPSTREAM NODE ELEVATION = 149.00 PROPOSE ENBANCED NATURAL CHANNEL DOWNSTREAM NODE ELEVATION = 90.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2000.00 CHANNEL BASE(FEET) = .OO "Z" FACTOR = 4.000 MANNINGS FACTOR = .040 MAXIMUM DEPTH(FEET) = 10.00 CHANNEL FLOW THRU SUBAREA(CFS) = 1218.94 FLOW VELOCITY(FEET/SEC) = 11.73 FLOW DEPTH(FEET) = 5.10 TRAVEL TIME(M1N.) = 2.84 TC(M1N.) = 13.92 ............................................................................ ___________________--------------------------------------------------------- ............................................................................ FLOW PROCESS FROM NODE 3903.00 TO NODE 3904.00 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) = 22.16 AINFALL INTENSITY (INCH. /HOUR) = 2.82 TOTAL STREAM AREA (ACRES) = 133.93 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 199.23 277 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY "MBER (CFS) (MIN. ) (INCH/HOUR) I-------------------------------------------------------------------------- 1 1218.94 13.92 3.811 2 199.23 22.16 2.824 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 1366.57 1102.44 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 1366.57 TIME(M1NUTES) = 13.922 TOTAL AREA(ACRES) = 2471.38 ............................................................................ FLOW PROCESS FROM NODE 3904.00 TO NODE 3605.00 IS CODE = 5 ............................................................................ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 90.00 DOWNSTREAM NODE ELEVATION = 85.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 CHANNEL BASE(FEET) = .OO '!Z" FACTOR = 12.000 NATURAL CHANNEL MANNINGS FACTOR = .040 MAXIMUM DEET"(FEET) = 12.00 CHANNEL FLOW THRU SUBAREA(CFS) = 1366.57 TRAVEL TIME(M1N.) = 1.73 TC(M1N.) = 15.65 ---_-----___--_--__------__ _____________ --___-----___----____---___--__ --__----____----____---_--- -==_______________________________ - FMW VELoCITY(FEET/SEC) = 5.77 FLOW DEPTH(FEET) = 4.44 ............................................................................ FMW PROCESS FROM NODE 3904.00 TO NODE 3605.00 IS CODE = 1 ............................................................................ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 15.65 RAINFALL INTENSITY (INCH./HOUR) = 3.53 TOTAL STREAM AREA (ACRES) = 2471.38 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1366.57 ...................................... ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 3600.00 TO NODE 3600.10 IS CODE = 7 ............................................................................ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< BEGIN LINE BJB USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(M1N) = 12.82 RAIN INTENSITY(INCH/HOUR) = 4.02 TOTAL AREA (ACRES) = 4.73 TOTAL RUNOFF(CFS) = 9.89 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .52 L (FEET) = 700.00 s = 10.0% 278 ............................................................................ FLOW PROCESS FROM NODE 3600.10 TO NODE 3601.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 345.00 DOWNSTREAM NODE ELEVATION = 235.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2000.00 CHANNEL BASE (FEET) = .OO "Z" FACTOR = 4.000 NATURAL CHANNEL MA"1NGS FACTOR = .040 MAXIMUM DEPTH (FEET) = 8.00 CHANNEL FLOW THRU SUBAREA(CFS) = 9.89 TRAVEL TIME(M1N.) = 7.27 TC(M1N.) = 20.09 ._------_____-------------------------------------------------------------- ________________________________________----------------------------- ______---________-__-------------------------------------------------------- FLOW VELOCITY(FEET/SEC) = 4.58 FLOW DEPTH(FEET) = .73 ............................................................................ FLOW PROCESS FROM NODE 3600.10 TO NODE 3601.00 IS CODE = 8 >>>>>ADDITION DF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ............................................................................ ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.008 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = -5200 SUBAREA AREA(ACRES) = 83.59 SUBAREA RUNOFF(CFS) = 130.75 TOTAL AREA(ACRES) = 88.32 TOTAL RUNOFF(CFS) = 140.64 TC(M1N) = 20.09 - ............................................................................ FLOW PROCESS FROM NODE 3601.00 TO NODE 3602.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BJB UPSTREAM NODE ELEVATION = 235.00 PROPOSE ENHANCED NATURAL CHANNEL DOWNSTREAM NODE ELEVATION = 180.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 700.00 CHANNEL BASE (FEET) = .OO "Z" FACTOR = 4.000 MANNINGS FACTOR = .040 MAXIMUM DEPTH(FEET) = 8.00 CHANNEL FLOW THRU SUBAREA(CFS) = 140.64 FLOW VELOCITY(FEET/SEC) = 9.84 FLOW DEF?l"(FEET) = 1.89 TRAVEL TIME(M1N.) = 1.19 TC(M1N.) = 21.28 ............................................................................ ............................................................................ ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 3601.00 TO NODE 3602.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.899 *USER SPECIFIED(SUBAREA) : -SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4700 UBAREA AREA(ACRES) = 32.14 SUBAREA RUNOFF(CFS) = 43.79 TOTAL AREA(ACRES) = 120.46 TOTAL RUNOFF(CFS) = 184.43 TC(M1N) = 21.28 279 ............................................................................ FLOW PROCESS FROM NODE 3602.00 TO NODE 3604.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< ........................................................................... >>>>>TRAVELTIME THRU SUBAREA<<<<< BJB __________---------------------------------------------------- __________--------------------------------------------------- UPSTREAM NODE ELEVATION = 180.00 PROPOSE ENHANCED NATURAL mL DOWNSTREAM NODE ELEVATION = 115.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1000.00 CHANNEL BASE(FEET) = .OO 11Z18 FACTOR = 4.000 MA"1NGS FACTOR = .040 MAXIMUM DEPTH(FEET) = 8.00 CHANNEL FLOW THRU SUBAREA(CFS) = 184.43 FLOW VELOCITY (FEET/SEC) = 9.77 FLOW DEPTH(FEET) = 2.17 TRAVEL TIME(M1N.) = 1.71 TC(M1N.) = 22.98 ............................................................................ FLOW PROCESS FROM NODE 3602.00 TO NODE 3604.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ _____________--_________________________---------------------------_-------- ________________________________________------------------------------------ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.758 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4400 SUBAREA AREA(ACRES) = 51.22 SUBAREA RUNOFF(CFS) = 62.16 TOTAL AREA(ACRES) = 171.68 TOTAL RUNOFF(CFS) = 246.60 TC(M1N) = 22.98 ............................................................................ FLOW PROCESS FROM NODE 3604.00 TO NODE 3605.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BJB UPSTREAM NODE ELEVATION = 115.00 PROPOSE ENHANCED NATURAL CHANNEL WWNSTREAM NODE ELEVATION = 88.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1050.00 CHANNEL BASE (FEET) = .OO "Z" FACTOR = 4.000 MA"1NGS FACTOR = .040 MAXIMUM DEPTH(FEET) = 8.00 CHANNEL FLOW THRU SUBAREA(CFS) = 246.60 FLOW VELOCITY(FEET/SEC) = 7.38 FLOW DEPTH(FEET) = 2.89 TRAVEL TIME(M1N.) = 2.37 TC(M1N.) = 25.35 ............................................................................ --________-------__--------------------------------------------------------- ___________________--------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.589 *USER SPECIFIED (SUBAREA) : .RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 WBAREA AREA(ACRES) = 25.21 SUBAREA RUNOFF(CFS) = 29.37 TOTAL AREA(ACRES) = 196.89 TOTAL RUNOFF(CFS) = 275.97 280 TC(M1N) = 25.35 -. .......................................................................... FLOW PROCESS FROM NODE 3701.00 TO NODE 3605.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ _________----------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.589 *USER SPECIFIED(SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = -5200 SUBAREA AREA(ACRES) = 63.15 SUBAREA RUNOFF(CFS) = 85.02 TOTAL AREA(ACRE.5) = 260.04 TOTAL RUNOFF(CFS) = 360.98 TC(M1N) = 25.35 ............................................................................ FLOW PROCESS FROM NODE 3604.00 TO NODE 3605.00 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) = 25.35 RAINFALL INTENSITY (INCH./HOUR) = 2.59 TOTAL STREAM AREA (ACRES) = 260.04 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 360.98 -:ONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER ( CFS ) (MIN. ) (INCH/HOUR) ............................................................................ 1 1366.57 15.65 3.533 2 360.98 25.35 2.589 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 1631.07 TIME(M1NUTES) = 15.655 TOTAL AREA(ACRES) = 2731.42 1631.07 1362.30 ............................................................................ FLOW PROCESS FROM NODE 3605.00 TO NODE 3609.00 IS CODE = 5 ............................................................................ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BJB UPSTREAM NODE ELEVATION = 85.00 IMPROVEMENTS TO BE DETERMINED AT DOWNSTREAM NODE ELEVATION = 75.00 TIME OF DEVELOPMENT CHANNEL LENGTH THRU SUBAREA(FEET) = 1300.00 (NOTE: EXISTING CHANNEL BASE(FEET) = 12.00 "2" FACTOR = 2.000 CHANNEL OVERFLOWS - ------___----___________________________-----------------------------====== -MA"INGS FACTOR = .035 MAXIMUM DEPTH(FEET) = 8.00 SEE CHANNEL CALCS.) "NEL FMW THRU SUBAREA(CFS) = 1631.07 FLOW VEMCITY (FEET/SEC) = 9.51 FLOW DEPTH(FEET) = 6.73 TRAVEL TIME(M1N.) = 2.28 TC(M1N.) = 17.93 281 ............................................................................. FMW PROCESS FROM NODE 3605.00 TO NODE 3609.00 IS CODE = 8 ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ________________----____________________------------------------------------ _____________--------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.237 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 SUBAREA AREA(ACRES) = 27.86 SUBAREA RUNOFF(CFS) = 46.89 TOTAL AREA(ACRES) = 2759.28 TOTAL RUNOFF(CFS) = 1677.96 TC(M1N) = 17.93 ............................................................................ FMW PROCESS FROM NODE 3609.00 TO NODE 1817.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BJB UPSTREAM NODE ELEVATION = 75.00 IMPROVEMENTS TO BE DETERMINED AT DOWNSTREAM NODE ELEVATION = 60.00 TIME OF DEVELOPMENT CHANNEL LENGTH THRU SUBAREA(FEET) = 1800.00 (NOTE: EXISTING CHANNEL BASE(FEET) = 12.00 IrZ" FACTOR = 2.000 CHANNEL OVERFLOWS - MA"1NGS FACTOR = .035 MAXIMUM DEPTH (FEET) = 8.00 SEE CHANNEL CALCS . ) CHANNEL FLOW THRU SUBAREA(CFS) = 1677.96 PROPOSE SEDIMENTATION BASIN FMW VELOCITY(FEET/SEC) = 9.85 FMW DEPTH(FEET) = 6.70 TRAVEL TIME(M1N.) = 3.04 TC(M1N.) = 20.98 .............................................................................. ............................................................................ FMW PROCESS FROM NODE 3609.00 TO NODE 1817.00 IS CODE = 8 ............................................................................ >>>>>ADDITION OF SUB= TO MAINLINE PEAK FLOW<<<<< ________________________________________------------------------------------ ............................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.925 *USER SPECIFIED (SUBAREA) : INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .7300 SUBAREA AREA(ACRES) = 58.25 SUBAREA RUNOFF(CFS) = 124.40 TOTAL AREA(ACRES) = 2817.53 TOTAL RUNOFF(CFS) = 1802.36 TC(M1N) = 20.98 ............................................................................ FMW PROCESS FROM NODE 3609.00 TO NODE 1817.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ --------_______ ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.925 SOIL CLASSIFICATION IS "C" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5000 SUBAREA AREA(ACRES) = 34.96 SUBAREA RUNOFF(CFS) = 51.14 :C(MIN) = 20.98 -TOTAL AREA(ACRES) = 2852.49 TOTAL RUNOFF(CFS) = 1853.50 282 ............................................................................ FLOW PROCESS FROM NODE 3609.00 TO NODE 1817.00 IS CODE = 1 ............................................................................ - >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ___----____________-------------------------------------------------------_ ___________________-------------------------------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 20.98 RAINFALL INTENSITY (INCH./HOUR) = 2.93 TOTAL STREAM AREA (ACRES) = 2852.49 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1853.50 ............................................................................ FLOW PROCESS FROM NODE 1815.00 TO NODE 1817.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< FROM PAGE 272 USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(M1N) = 21.33 RAIN INTENSITY(INCH/HOUR) = 2.89 TOTAL AREA(ACRES) = 900.65 TOTAL RUNOFF(CFS) = 1409.00 ............................................................................ .............................................................................. ............................................................................ FLOW PROCESS FROM NODE 1815.00 TO NODE 1817.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ............................................................................ >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< RESUME LINE BJ ............................................................................ - CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(M1NUTES) = 21.33 RAINFALL INTENSITY (INCH./HOUR) = 2.89 TOTAL STREAM AREA (ACRES) = 900.65 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1409.00 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER ( CFS 1 (MIN.) (INCH/HOUR) ............................................................................ 1 1853.50 20.98 2.925 2 1409.00 21.33 2.895 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 3247.66 TIME(M1NUTES) = 20.978 TOTAL AREA(ACRES) = 3753.14 3241.66 3242.98 ............................................................................ FLOW PROCESS FROM NODE 1817.00 TO NODE 1819.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BJ ............................................................................ JPSTREAM NODE ELEVATION = 60.00 DOWNSTREAM NODE ELEVATION = 55.00 PROPOSE EARTHEN CHANNEL RANCHO CARLSBAD 283 CHANNEL LENGTH THRU SUBAREA(FEET) = 1100.00 MOBILE HOME PARK CHANNEL BASE(FEET) = 80.00 *'Z" FACTOR = 2.000 MA"1NGS FACTOR = .035 MAXIMUM DEPTH(FEET) = 6.00 CHANNEL FLOW THRU SUBAREA(CFS) = 3247.66 FLOW VELOCITY(FEET/SEC) = 7.52 FLOW DEPTH(FEET) = 4.82 TRAVEL TIME(M1N.) = 2.44 TC(M1N.) = 23.41 ............................................................................ FLOW PROCESS FROM NODE 1817.00 TO NODE 1819.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ------------------------------------------=-----------------_--------------= ____----__-------------------------------- 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.725 SOIL CLASSIFICATION IS "C" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5000 SUBAREA AREA(ACRES) = 12.60 SUBAREA RUNOFF(CFS) = 17.17 TOTAL AREA(ACRES) = 3765.74 TOTAL RUNOFF(CFS) = 3264.83 TC(M1N) = 23.41 ............................................................................ FLOW PROCESS FROM NODE 1817.00 TO NODE 1819.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 23.41 RAINFALL INTENSITY (INCH./HOUR) 2.73 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 3264.83 ............................................................................ .............................................................................. - TOTAL STREAM AREA (ACRES) = 3765.74 ............................................................................ FLOW PROCESS FROM NODE 4000.00 TO NODE 4001.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< BEGIN LINE BJA SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 ............................................................................ ............................................................................ NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 14.60(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 1200.00 UPSTREAM ELEVATION = 295.00 DOWNSTREAM ELEVATION = 185.00 ELEVATION DIFFERENCE = 110.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.695 SUBAREA RUNOFF(CFS) = 22.22 TOTAL AREA(ACRES) = 13.36 TOTAL RUNOFF(CFS) = 22.22 ............................................................................ FLOW PROCESS FROM NODE 4001.00 TO NODE 4002.00 IS CODE = 6 ............................................................................ .>>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< __---___________________________________---------------------------------- UPSTREAM ELEVATION = 185.00 DOWNSTREAM ELEVATION = 75.00 284 STREET LENGTH(FEET) = 2200.00 CURB HEIGTH(1NCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DEC1MAL) 5 .0200 . SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5000 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 42.57 STREET FLOWDEPTH(FEET) = .47 HALFSTREET FLOODWIDTH (FEET) = 17.40 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 6.77 PRODUCT OF DEPTH&VELOCITY = 3.21 STREETFLOW TRAVELTIME(M1N) = 5.42 TC(M1N) = 20.02 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.015 *USER SPECIFIED(SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5000 SUBAREA AREA(ACRES) = 26.80 SUBAREA RUNOFF(CFS) = 40.40 SUMMED AREA(ACRES) = 40.16 TOTAL RUNOFF(CFS) = 62.61 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .52 HALFSTREET FLOODWIDTH(FEET) = 19.71 FLOW VELOCITY(FEET/SEC.) = 7.82 DEPTH*VELOCITY = 4.07 ............................................................................ FLOW PROCESS FROM NODE 4002.00 TO NODE 1819.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BJA ............................................................................ ~~~~ ~~~~~ ~ ~~~~ ~ ~~~~~ DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.3 INCHES PROPOSE 33” RCP - PIPEFLOW VELOCITY(FEET/SEC.) = 13.4 UPSTREAM NODE ELEVATION = 75.00 DOWNSTREAM NODE ELEVATION = 55.00 FLOWLENGTH(FEET) = 1200.00 MA”1NGS N = .012 ESTIMATED PIPE DIAMETER (INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 62.61 TRAVEL TIME(M1N.) = 1.50 TC(M1N.) = 21.52 ............................................................................ FLOW PROCESS FROM NODE 4o02.00 TO NODE iai9.00 IS CODE = 8 ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ________________________________________------------------------------------ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.878 SOIL CLASSIFICATION IS ‘ID“ SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 9.77 SUBAREA RUNOFF(CFS) = 15.46 TOTAL AREA(ACRES) = 49.93 TOTAL RUNOFF(CFS) = 78.08 TC(M1N) = 21.52 285 TIME OF CONCENTRATION(M1NUTES) = 21.52 RAINFALL INTENSITY (INCH./HOUR) = 2.88 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 78.08 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) - TOTAL STREAM AREA (ACRES) = 49.93 ............................................................................ 1 3264.83 23.41 2.725 2 78.08 21.52 2.878 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLMWS: 3338.77 3169.96 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLMWS: RUNOFF(CFS) = 3338.77 TIME(M1NUTES) = 23.415 TOTAL AREA(ACRES) = 3815.67 ............................................................................ FLOW PROCESS FROM NODE 1819.00 TO NODE 1025.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BJ UPSTREAM NODE ELEVATION = 55.00 PROPOSE EARTHEN CHANNEL DOWNSTREAM NODE ELEVATION = 26.00 RANCHO CARLSBAD 2HANNEL BASE(FEET) = 80.00 "2" FACTOR = 2.000 MA"1NGS FACTOR = -035 MAXIMUM DEPTH(FEET) = 6.00 CHANNEL FLOW THRU SUBAREA(CFS) = 3338.77 FLOW VEMCITY (FEET/SEC) = 10.87 FLOW DEPTH(FEET) = 3.53 TRAVEL TIME(M1N.) = 3.22 TC(M1N.) = 26.63 ............................................................................ ........................................................................ .-lHANNEL LENGTH THRU SUBAREA(FEET) = 2100.00 MOBILE HOME PARK ............................................................................ FLOW PROCESS FROM NODE 1819.00 TO NODE 1025.00 IS CODE = 8 ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ......................... .............................................................................. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.508 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5400 SUBAREA AREA(ACRES) = 114.92 SUBAREA RUNOFF(CFS) = 155.64 TOTAL AREA(ACRES) = 3930.59 TOTAL RUNOFF(CFS) = 3494.41 TC(M1N) = 26.63 TO AGUA HEDIONDA CREEK ............................................................................ FLOW PROCESS FROM NODE 1819.00 TO NODE 1025.00 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) = 26.63 286 RAINFALL INTENSITY (INCH./HOUR) = 2.51 TOTAL STREAM AREA (ACRES) = 3930.59 - TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 3494.41 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) ............................................................................ 1 3494.41 26.63 2.508 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 1 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 3494.41 TIME(M1NUTES) = 26.634 TO AGUA HEDIONDA TOTAL AREA(ACRES) = 3930.59 CREEK END OF RATIONAL METHOD ANALYSIS 3494-41 ............................................................................ RESUME CBAHCR.DAT ............................................................................ FLOW PROCESS FROM NODE 4200.00 TO NODE 4200.10 IS CODE = 7 ............................................................................ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< BEGIN LINE BH USER-SPECIFIED VALUES ARE AS FOLLOWS (INITIAL BASIN): TC(M1N) = 14.83 RAIN INTENSITY(INCH/HOUR) = 3.66 L (FEET) = 500.00 S = 5.0% SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4700 ___________------_-_____________________-----------------------------------= .................................................... - TOTAL AREA (ACRES ) = 5.95 TOTAL RUNOFF(CFS) = 10.23 ............................................................................ FLOW PROCESS FROM NODE 4200.10 TO NODE 4201.00 IS CODE = 9 ............................................................................ >>>>>COMPUTE "V" GUTTER FLOW TRAVELTIME THRU SUBAREA<<<<< ~~ ~~ ~ ~~~~~- ~ ~~~~~~ UPSTREAM NODE ELEVATION = 325.00 WWNSTREAM NODE ELEVATION = 310.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1000.00 "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 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4700 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4700 TRAVELTIME THRU SUBAREA BASED ON VEMCITY(FEET/SEC) = 3.89 - AVERAGE FMWDEPTH (FEET) = .38 FLOODWIDTH(FEET) = 30.75 'V" GUTTER FLOW TRAVEL TIME(M1N) = 4.28 TC(M1N) = 19.11 SUBAREA AREA(ACRES) = 11.90 SUBAREA RUNOFF(CFS) = 17.37 SUMMED AREA(ACRES) = 17.85 TOTAL RUNOFF(CFS) = 27.60 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.106 287 END OF. SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = .43 FLOODWIDTH(FEET) = 36.42 FLOW VELoCITY(FEET/SEC.) = 4.08 DEPTH*VELOCITY = 1.77 - ............................................................................ FLOW PROCESS FROM NODE 4201.00 TO NODE 4201.20 I5 CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.1 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 10.8 UPSTREAM NODE ELEVATION = 310.00 DOWNSTREAM NODE ELEVATION = 309.00 FLOWLENGTH (FEET) = 60.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 27.60 TRAVEL TIME(M1N.) = .09 TC(M1N.) = 19.21 ............................................................................ .............................................................................. FLOW PROCESS FROM NODE 4201.20 TO NODE 4201.30 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.8 INCHES PIPEFLOW VELOCITY (FEET/SEC.) = 11.7 DOWNSTREAM NODE ELEVATION = 303.00 FLOWLENGTH(FEET) = 300.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 27.60 TRAVEL TIME (MIN. ) = .43 TC(M1N.) = 19.63 ............................................................................ ____________________-_--------_--------------------------------------------- ............................................................................ -7PSTREAM NODE ELEVATION = 309.00 ............................................................................ FLOW PROCESS FROM NODE 4201.30 TO NODE 4201.40 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.8 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 11.7 UPSTREAM NODE ELEVATION = 303.00 DOWNSTREAM NODE ELEVATION = 300.60 FLOWLENGTH(FEET) = 120.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 27.60 TRAVEL TIME(M1N.) = .17 TC(M1N.) = 19.80 ............................................................................ -------__---------------_--------------------------------------------------- ............................................................................ -FLOW PROCESS FROM NODE 4201.40 TO NODE 4201.50 IS CODE = 3 .----____----___________________________---------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< 288 >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< -______--_______-_______________________------------------------------------ ________________________________________------------------------------------ - ESTIMATED PIPE DIAMETER(1NCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 32.9 UPSTREAM NODE ELEVATION = 300.60 DOWNSTREAM NODE ELEVATION = 279.60 FLOWLENGTH (FEET) = 70.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 27.60 TRAVEL TIME (MIN. ) = .04 TC(M1N.) = 19.84 ............................................................................ FLOW PROCESS FROM NODE 4203.00 TO NODE 4201.50 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.033 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .6000 SUBAREA AREA(ACRES) = 30.32 SUBAREA RUNOFF(CFS) = 55.17 TOTAL AREA(ACRES) = 48.17 TOTAL RUNOFF(CFS) = 82.78 TC(M1N) = 19.84 ............................................................................ FLOW PROCESS FROM NODE 4201.50 TO NODE 4202.00 IS CODE = 3 - >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 27.5 UPSTREAM NODE ELEVATION = 279.60 DOWNSTREAM NODE ELEVATION = 130.00 ESTIMATED PIPE DIAMETER(1NCH) = 27.00 NUMBER OF PIPES = 1 TRAVEL TIME(M1N.) = .97 TC(M1N.) = 20.81 ........................................................................... FLOWLENGTH(FEET) = i60o.00 MANNINGS N = .012 PIPEFLOW THRU SUBAREA(CFS) = 82.18 ............................................................................ FLOW PROCESS FROM NODE 4201.50 TO NODE 4202.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ------ ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.941 *USER SPECIFIED(SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5000 SUBAREA AREA(ACRES) = 33.55 SUBAREA RUNOFF(CFS) = 49.33 TOTAL AREA(ACRES) = 81.72 TOTAL RUNOFF(CFS) = 132.11 TC(M1N) = 20.81 ............................................................................ FLOW PROCESS FROM NODE 4202.00 TO NODE 4202.10 IS CODE = 5 289 ............................................................................ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BE UPSTREAM NODE ELEVATION = 130.00 GPD-OS DOWNSTREAM NODE ELEVATION = 100.00 POTENTIAL REMEDIAL WORK CHANNEL LENGTH THRU SUBAREA(FEET) = 1000.00 CHANNEL BASE(FEET) = .OO "2" FACTOR = 6.000 MANNINGS FACTOR = .035 MAXIMUM DEF"(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 132.11 FLOW VELOCITY(FEET/SEC) = 6.67 FMW DEPTH(FEET) = 1.82 TRAVEL TIME(M1N.) = 2.50 TC(M1N.) = 23.31 ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 4202.10 TO NODE 4203.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ............................................................................ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BH DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.9 INCHES PROPOSE 33" RCP PIPEFLOW VELQCITY (FEET/SEC. ) = 26.4 UPSTREAM NODE ELEVATION = 100.00 DOWNSTREAM NODE ELEVATION = 55.00 FLOWLENGTH(FEET) = 700.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS)-= 132.11 TRAVEL TIME(M1N.) = .44 TC(M1N.) = 23.75 ............................................................................ ............................................................................ - ............................................................................ FLOW PROCESS FROM NODE 4202.00 TO NODE 4203.00 IS CODE = 8 ............................................................................ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------ ........................................................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.701 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 SUBAREA AREA(ACRES) = 101.02 SUBAREA RUNOFF(CFS) = 141.86 TOTAL AREA(ACRES) = 182.74 TOTAL RUNOFF(CFS) = 273.97 TC(M1N) = 23.75 ............................................................................ FLOW PROCESS FROM NODE 4203.00 TO NODE 4205.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BE DEPTH OF FLOW IN 57.0 INCH PIPE IS 44.7 INCHES PROPOSE 57" RCP PIPEFLOW VELOCITY(FEET/SEC.) = 18.4 UPSTREAM NODE ELEVATION = 55.00 DOWNSTREAM NODE ELEVATION = 40.00 YSTIMATED PIPE DIAMETER(1NCH) = 57.00 NUMBER OF PIPES = 1 2IPEFLOW THRU SUBAREA(CFS) = 273.97 TRAVEL TIME(M1N.) = .91 TC(M1N.) = 24.65 ............................................................................ .......................................................................... - FLOWLENGTH(FEET) = 1000.00 MANNINGS N = .012 290 ............................................................................ - FLOW PROCESS FROM NODE 4204.00 TO NODE 4205.00 IS CODE = 8 ........................................................................... >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< _________________----------------------------------------------------------- _______--_____-------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.636 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5300 SUBAREA AREA(ACRES) = 77.78 SUBAREA RUNOFF(CFS) = 108.67 TOTAL AREA(ACRES) = 260.52 TOTAL RUNOFF(CFS) = 382.64 TC(M1N) = 24.65 ............................................................................ FLOW PROCESS FROM NODE 4205.00 TO NODE 1026.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< BH DEPTH OF FLOW IN 72.0 INCH PIPE IS 55.1 INCHES PROPOSE 72" RCP PIPEFLOW VELOCITY (FEET/SEC. ) = 16.5 UPSTREAM NODE ELEVATION = 45.00 PROPOSE SEDIMENTATION BASIN DOWNSTREAM NODE ELEVATION = 25.50 FLOWLENGTH(FEET) = 2200.00 MA"1NGS N = .012 ESTIMATED PIPE DIAMETER( INCH) = 72.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 382.64 TO AGUA HEDIONDA CREEK TRAVEL TIME(M1N.) = 2.23 TC(M1N.) = 26.88 ............................................................................ ............................................................................ - ............................................................................ FLOW PROCESS FROM NODE 4203.00 TO NODE 1026.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ...................................... ............................................................................... 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.493 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5100 SUBAREA AREA(ACRES) = 30.70 SUBAREA RUNOFF(CFS) = 39.03 TOTAL AREA(ACRES) = 291.22 TOTAL RUNOFF(CFS) = 421.67 TC(M1N) = 26.88 TO AGUA HEDIONDA CREEK ............................................................................ FLOW PROCESS FROM NODE 2300.00 TO NODE 2300.10 IS CODE = 7 ............................................................................ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< BEGIN LINE BO USER-SPECIFIED VALUES ARE AS FOLLOWS (INITIAL BASIN): TC(M1N) = 12.82 RAIN INTENSITY(INCH/HOUR) = 4.02 TOTAL AREA (ACRES) = 9.30 TOTAL RUNOFF (CFS) = 19.44 L (FEET) = 700.00 s = 10.0% SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 291 f*************************************************************************** FLOW PROCESS FROM NODE 2300.10 TO NODE 2301.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 150.00 DOWNSTREAM NODE ELEVATION = 55.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1900.00 NATURAL CHANNEL CHANNEL BASE(FEET) = .OO "Z" FACTOR = 10.000 MANNINGS FACTOR = .040 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 19.44 FLOW VELOCITY(FEET/SEC) = 4.16 FLOW DEPTH(FEET) = .68 TRAVEL TIME(M1N.) = 7.61 TC(M1N.) = 20.43 ............................................................................ ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 2300.10 TO NODE 2301.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ --______--________-_-------------------------------------------------------- ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.976 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 SUBAREA AREA(ACRES) = 70.10 SUBAREA RUNOFF(CFS) = 108.47 TC(M1N) = 20.43 - TOTAL AREA(ACRES) = 79.40 TOTAL RUNOFF(CFS) = 127.91 ............................................................................ FLOW PROCESS FROM NODE 2300.10 TO NODE 2301.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M1NUTES) = 20.43 RAINFALL INTENSITY (INCH./HOUR) = 2.98 TOTAL STREAM AREA (ACRES) = 79.40 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 127.91 ............................................................................ ---____-----______-_-------------------------------------------------------- ---_____---_______-___________________ ............................................................................ FLOW PROCESS FROM NODE 3000.00 TO NODE 3000.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ?.RE AS FOLLOWS (INITIAL BASIN): TC(M1N) = 8.40 RAIN INTENSITY(INCH/HOUR) = 5.28 TOTAL AREA(ACRES) = 2.70 TOTAL RUNOFF(CFS) = 8.98 L (FEET) = 600.00 S = 15.0% SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .6300 ............................................................................ ________________________________________------------------------------ ----= ________________________________________-------------------- -Tc = 1.8(1.1-C) (L)"' [sol"3 292 ............................................................................ FLOW PROCESS FROM NODE 3000.00 TO NODE 3001.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 175.00 WWNSTREAM ELEVATION = 100.00 STREET LENGTH(FEET) = 900.00 CURB HEIGTH(1NCHES) = 6. STREET HALFWIDTHCFEET) = 20.00 STREET CROSSFALL(DEC1MAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .6300 ............................................................................ - ........................................................................... **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 47.23 STREET FLoWDEPTH(FEET) = .45 HALFSTREET FLOODWIDTH(FEET) = 16.24 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 8.57 PRODUCT OF DEPTH&VELOCITY = 3.86 STREETFLOW TRAVELTIME(M1N) = 1.75 TC(M1N) = 10.15 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.672 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .6300 SUBAREA AREA(ACRES) = 25.90 SUBAREA RUNOFF(CFS) = 76.24 SUMMED AREA(ACRES) = 28.60 TOTAL RUNOFF(CFS) = 85.22 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .54 HALFSTREET FLoODWIDTH(FEET) = 20.00 FLOW VELOCITY (FEET/SEC. ) = 9.88 DEPTH*VELOCITY = 5.29 ............................................................................ -FLOW PROCESS FROM NODE 3001.00 TO NODE 2301.00 IS CODE = 5 .......................................................................... >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 100.00 DOWNSTREAM NODE ELEVATION = 55.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1500.00 NATURAL CHANNEL CHANNEL BASE(FEET) = .OO "Z*I FACTOR = 12.000 MANNINGS FACTOR = .040 MAXIMUM DEPTH(FEET) = 8.00 CHANNEL FLOW THRU SUBAREA(CFS) = 85.22 FLOW VELOCITY(FEET/SEC) = 4.66 FLOW DEPTH(FEET) = 1.23 TRAVEL TIME(M1N.) = 5.36 TC(M1N.) = 15.51 ............................................................................ ............................................................................ FLOW PROCESS FROM NODE 3001.00 TO NODE 2301.00 IS CODE = 8 >>>>>ADDITION OF SUB= TO MAINLINE PEAK FLOW<<<<< ............................................................................ ............................................................................ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.554 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 SUBAREA AREA(ACRES) = 27.60 SUBAREA RUNOFF(CFS) = 51.01 TOTAL AREA(ACRES) = 56.20 TOTAL RUNOFF(CFS) = 136.22 -TC(MIN) = 15.51 293 ............................................................................ FLOW PROCESS FROM NODE 3001.00 TO NODE 2301.00 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) = 15.51 RAINFALL INTENSITY (INCH./HOUR) = 3.55 TOTAL STREAM AREA (ACRES) = 56.20 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 136.22 ______-----____---______ ....................................................................... CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) ............................................................................ 1 127.91 20.43 2.976 2 136.22 15.51 3.554 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF (CFS) = 243.32 TIME (MINUTES) = 15.515 TOTAL AREA(ACRES) = 135.60 241.97 243.32 ............................................................................. FLOW PROCESS FROM NODE 2301.00 TO NODE 1027.00 IS CODE = 5 ............................................................................ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< BO ~~~~ ~ ~~ ~~~~__~~~~~~~__ ~~~ UPSTREAM NODE ELEVATION = 54.00 PROPOSE CONC. CHANNEL DOWNSTREAM NODE ELEVATION = 26.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1900.00 CHANNEL BASE(FEET) = 4.00 llZ1' FACTOR = 1.500 MANNINGS FACTOR = .015 MAXIMUM DEPTH(FEET) = 4.00 CHANNEL FLOW THRU SUBAREA(CFS) = 243.32 TO AGUA HEDIONDA CREEK FLOW VELOCITY(FEET/SEC) = 14.81 FLOW DEPTH(FEET) = 2.23 TRAVEL TIME(M1N.) = 2.14 TC(M1N.) = 17.65 ............................................................................ FLOW PROCESS FROM NODE 2301.00 TO NODE 1027.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ ........................................................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.270 *USER SPECIFIED (SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5400 SUBAREA AREA(ACRES) = 45.10 SUBAREA RUNOFF(CFS) = 79.64 TOTAL AREA(ACRES) = 180.70 TOTAL RUNOFF(CFS) = 322.96 TC(M1N) = 17.65 TO AGUA HEDIONDA CREEK - ............................................................................ 294 FLOW PROCESS FROM NODE 2400.00 TO NODE 2400.10 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ............................................................................ ____---____________-----------------------------_--------------------- ____--______________---_-----------_--------------------------------- - USER-SPECIFIED VALUES ARE AS FOLLOWS (INITIAL BASIN): TC(M1N) = 12.36 RAIN INTENSITY(INCH/HOUR) = 4.12 TOTAL AREA(ACRES) = 5.65 TOTAL RUNOFF(CFS) = 12.79 L (FEET) = 900.00 S = 13.9% SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 TC = 1.8(1.1-CI /LI 112 [s(~oo) ill3 ............................................................................ FMW PROCESS FROM NODE 2400.10 TO NODE 2401.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 125.00 DOWNSTREAM ELEVATION = 18.00 STREET LENGTH(FEET) = 1300.00 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) = 54.03 STREET FLOWDEPTH(FEET) = .47 HALFSTREET FLOODWIDTH(FEET) = 17.40 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 8.59 PRODUCT OF DEPTH&VELOCITY = 4.07 - STREETFLOW TRAVELTIME (MIN) = 2.52 TC(M1N) = 14.88 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.651 *USER SPECIFIED(SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 40.96 SUBAREA RUNOFF(CFS) = 82.24 SUMMED AREA(ACRES) = 46.61 TOTAL RUNOFF(CFS) = 95.03 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .54 HALFSTREET FLOODWIDTH (FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 11.02 DEPTH*VEMCITY = 5.90 ............................................................................ FLOW PROCESS FROM NODE 2401.00 TO NODE 2401.10 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 36.0 INCH PIPE IS 29.4 INCHES (EXIST. 30" RCP PIPEFLOW VELOCITY (FEET/SEC. ) = 15.4 FROM EXIST. SEDIMENT. UPSTREAM NODE ELEVATION = 18.00 BASIN OK) DOWNSTREAM NODE ELEVATION = 15.10 FLOWLENGTH(FEET) = 150.00 MANNINGS N = .012 ESTIMATED PIPE DIAMETER(1NCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 95.03 ............................................................................ ............................................................................ - TRAVEL TIME(M1N.) = .16 TC(M1N.) = 15.05 295 ............................................................................. FLOW PROCESS FROM NODE 2401.10 TO NODE 1030.00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< ............................................................................ - >>>>>TRAVELTIME THRU SUBAREA<<<<< .............................................................................. UPSTREAM NODE ELEVATION = 15.10 WWNSTREAM NODE ELEVATION = 11.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 CHANNEL BASE(FEET) = .OO "Z" FACTOR = 24.000 NATURAL CHANNEL MANNINGS FACTOR = .040 MAXIMUM DEPTH(FEET) = 10.00 CHANNEL FLOW THRU SUBAREA(CFS) = 95.03 TO AGUA HEDIONDA CREEK FLOW VELOCITY(FEET/SEC) = 2.31 FLOW DEPTH(FEET) = 1.31 TRAVEL TIME(M1N.) = 4.32 TC(MIN.1 = 19.37 TOTAL ~REA(ACRES) = 2.67 TOTAL R~JNOFF~CFS) = 5.48 L (FEET) = 950.00 S = 12.6% SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5300 ............................................................................ FLOW PROCESS FROM NODE 2501.00 TO NODE 2501.10 IS CODE = 5 ............................................................................ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 50.00 (EXIST. SEDIMENTATION BASIN) WWNSTREAM NODE ELEVATION = 47.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL BASE(FEET) = 450.00 "Z" FACTOR = 1.500 MANNINGS FACTOR = .040 MAXIMUM DEPTH(FEET) = 10.00 CHANNEL FLOW THRU SUBAREA(CFS) = 5.48 TRAVEL TIME(M1N.) = 8.02 TC(M1N.) = 21.60 ........................................................................... FLOW VELOCITY (FEET/SEC) = .62 FLOW DEPTH(FEET) = ,02 ............................................................................ FLOW PROCESS FROM NODE 2501.10 TO NODE 2502.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(1NCH) INCREASED TO 18.000 PIPEFMW VELOCITY (FEET/SEC. ) = 12.6 UPSTREAM NODE ELEVATION = 47.00 ............................................................................ ----_-_-----_________________________ ----------------------______--_______oI===================================== - DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES 296 DOWNSTREAM NODE ELEVATION = 28.28 FLOWLENGTH(FEET) = 260.00 MA"1NGS N = .012 PIPEFMW THRU SUBAREA(CFS) = 5.48 TRAVEL TIME(M1N.) = .34 TC(M1N.) = 21.94 - ESTIMATED PIPE DIAMETER(1NCH) = 18.00 NUMBER OF PIPES = 1 ............................................................................ FLOW PROCESS FROM NODE 2501.00 TO NODE 2502.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ............................................................................ --___--_____---------------------------------------------------------------- ..................................... 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.842 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5800 SUBAREA AREA(ACRES) = 10.99 SUBAREA RUNOFF(CFS) = 18.11 TOTAL AREA(ACRES) = 13.66 TOTAL RUNOFF(CFS) = 23.59 TC(M1N) = 21.94 ............................................................................ FLOW PROCESS FROM NODE 2502.00 TO NODE 1032.00 IS CODE = 5 ............................................................................ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 28.28 3.00 3IA"ANEL LENGTH THRU SUBAREA(FEET) = 1200.00 CHANNEL BASE(FEET) = .OO ItZ" FACTOR = 24.000 NATURAL CHANNEL MANNINGS FACTOR = .040 MAXIMUM DEPTH(FEET) = 10.00 CHANNEL FLOW THRU SUBAREA(CFS) = 23.59 TO AGUA HEDIONDA CREEK FLOW VEMCITY(FEET/SEC) = 2.37 FLOW DEPTH(FEET) = .64 TRAVEL TIME(M1N.) = 8.45 TC(M1N.) = 30.40 ............................................................................ c DOWNSTREAM NODE ELEVATION = , 297 CARLSBID RUNOFF WFFICIENT AtW HEDIONOA CREEK BASIN SOIL GRWP WL. 1 A B C D RURAL 0.30 0.35 0.40 0.45 SINGLE FMILY 0.40 0.45 0.50 0.55 mlLE HWES 0.45 0.50 0.55 0.65 WLTl UNITS 0.45 0.50 0.60 0.70 CWERCIAL 0.70 0.75 0.80 0.85 INDUSTRIAL 0.80 0.85 0.90 0.95 NODE 4201.00 4201.50 4202.00 4203.00 SHT. NO. 6 6 6 6 6 9 9 9.10 5,9 5.6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6.7 6 6 6.7 7 6 6 6 6.7 6.7 6 6 6.7.10.1 10.11 11 7.11 11 11 11 11 11 11 11 11 11 AREA 17.85 30.32 33.55 101.02 77.78 48.60 81.02 121.74 36.43 30.70 57.85 40.23 63.15 11.88 15.17 51.22 88.32 32.14 58.25 27.86 26.80 35.85 25.21 29.16 23.72 25.18 19.05 59.16 47.80 22.51 42.21 2.90 34.98 20.58 86.70 54.41 36.04 28.62 35.82 26.32 62.21 39.63 24.56 48.06 62.07 32.14 58.62 28.47 42.16 37.10 41.86 23.72 9.34 14.00 18.41 28.62 0.80 R 0.50 R 0.20 R 0.95 R 0.50 R 0.50 R 0.20 R 0.60 R 0.10 R 0.40 R 0.75 R 1.00 R 0.30 R 0.40 R 0.10 R 0.50 R 0.w R 1.00 R 1.00 R 1.00 R 1.00 R 1.00 R 1.00 R 1.00 R 1.00 R 1.00 R 1.00 R 1.00 R 0.20 s 0.70 S 0.50 S 0.80 s 1.00 s 0.05 s 0.50 S 0.50 S 0.80 s 1.00 s 0.40 s 0.90 S 1.00 s 0.60 S 0.25 S 0.70 S 0.60 s 0.50 S 0.w s 0.50 s 0.10 s 1.00 s 1.00 s 1.00 s 1.00 s 0.60 s 0.70 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 1.00 s 1.00 s 1.00 S 1.00 s LAND USE 0.30 C SOIL TYPE 0.10 c 0.90 1 .oo 1 .oo 0.w c 0.47 0.60 0.50 0.52 0.53 0.45 0.10 B 0.40 C 0.10 c 4205.00 1032.00 1030.00 1028.00 1028.00 1026.00 3901 .OO 3802.00 3605.00 3701 .OO 3701 .OO w.00 3601 .OO 3602.00 1817.00 3609.00 4002.00 ,- 3903.00 605.00 ZOO1 .oo 2002.00 2003.00 4101.00 181 7.00 1815.00 1813.00 181 1 .oo 3500.10 3501.00 1805.00 1803.00 1802.00 1804.00 1807.00 1910.00 1905.00 1905.00 1908.00 1908.00 2901.00 1505.00 1502.00 1501.00 1201.00 1202.00 1009.00 1009.00 1008.00 1007.00 1006.00 1005.00 - l004.00 0.60 0.90 0.70 0.70 0.80 0.10 0.70 0.80 0.70 1 .DO 0.10 B 0.20 B 0.30 C 0.20 c 0.20 c 0.90 C 0.30 c 0.15 C 0.49 0.48 0.52 0.51 0.48 0.52 0.52 0.51 D D D 0.15 A 1.00 0 0.48 0.20 C 0.80 D 0.44 1.00 D 0.52 0.90 C 0.10 D 0.47 0.50 C 0.50 D 0.73 0.50 C 0.50 D 0.52 0.50 I 1.00 D 0.50 0.20 c 0.05 C 0.60 c 1.00 c 0.80 c 0.80 D 0.45 0.45 0.52 0.50 0.51 0.50 0.67 0.62 0.50 0.51 0.48 0.53 0.56 0.52 0.55 0.52 0.51 0.49 0.46 D D 0.20 0.30 0.05 1.00 c 0.60 c 0.40 0.30 I I 0.10 A 0.55 c 1.00 c 0.90 C 0.10 0.30 0.80 0.70 0.70 0.70 0.10 0.20 c 0.20 c D 0 D 0.30 0.15 0.30 0.90 1 .oo 0.35 c 0.80 c 0.70 c ~~~ 0.50 0.20 D D 0.10 0.10 B 0.90 D 0.54 ~~ ~ . 0.40 B 0.70 B 1.00 B 1.00 B 1.00 B 0.30 C 0.60 D 0.51 0.47 0.35 0.35 0.35 0.35 0.85 0.88 0.88 0.M 0.40 0.40 0.40 0.40 0.40 1 1.00 B 1.00 B 0.50 B 0.50 B 0.50 B 1.00 I 1.00 1 1.00 I 0.50 C 0.50 C 0.50 C .... . 1.00 c 1.00 c 1.00 C 1.00 c 1.00 c 298 CARLSBU) AGUA HEDIOWOA CREEK BASIN urns 1003.00 1001.00 1001.00 1010.00 1510.00 1014.00 1016.00 2801.00 1020.00 1021.00 1020.00 1018.00 3301.00 3302.00 1602.00 1601 .oo 1025. 00 3403.00 1021.00 1604.00 1023.00 - 3001 .oo 301 .OO 2301 .oo 1027.00 3401 .oo 2401 .OO 2501 .OO 2502.00 VOL. 1 SHT. NO 11 11 11 10.11 10.11 10 6.10 6.10 10 10 10 10 6 6.10 6.10 6 6.10 6 10 10 10 10 10 10 10 9 9 9 9 AREA 33.52 237.64 86.32 33.54 21.31 50.51 97.49 22.04 39.78 M.96 28.23 34.14 50.27 50.35 29.65 22.19 114.92 37.34 30.84 9.64 57.24 28.60 27.64 7O.lD 45.10 21.92 46.61 2.67 10.99 RURAL SINGLE FMlLY WILE HWES WLTI UNITS CaYKRCIAL INDUSTRIA1 1.00 R 0.30 R 0.30 R 1.00 R 1.00 R 1.00 R 1.00 R 1.00 R 0.50 R 0.40 R 1.00 R 0.10 R 0.80 R 0.20 R 0.20 R 0.05 R 0.40 S 0.90 s 0.60 S 0.80 s 1.00 s 1.00 s 0.60 s 0.90 s 1.00 s 1.00 s 1.00 S 0.40 s 0.80 s 0.20 s 0.80 s 1.00 S 1.00 S 1.00 s 0.80 s 0.85 s RUNOFF COEFFICIENT SOIL GRWP A B C n 0.30 0.35 0140 0145 0.40 0.45 0.50 0.55 0.45 0.50 0.55 0.65 0.45 0.50 0.60 0.70 0.80 0.85 0.90 0.95 o.m 0.n 0.80 0.85 LAN0 USE 0.10 T 0.10 C 0.40 c 0.20 c 0.50 c 0.10 C 0.70 I 0.70 I 0.10 I 0.20 I 0.20 A 0.05 A 0.20 A 0.05 A 0.20 0.30 1.00 1 .oo 0.80 0.80 0.85 SOIL TYPE 1.00 c B 0.40 C B B B B 8 0.05 c 0.60 B 0.10 B 0.40 B 0.40 B 0.20 B 0.30 B 0.50 B 1.00 B 0.10 B 0.15 B 0.20 B 0.10 B 0.05 B 0.20 0.40 0.10 0.15 0.30 0.10 0.30 0.10 0.40 D 0.70 D 0.20 D 0.15 D 0.15 D 0.40 D 0.70 D 0.40 0 0.60 0 0.40 0 0.60 D 0.50 0 0.80 D 0.90 D 0.85 D 0.80 D 0.50 D 1.00 0 0.80 D 0.W D 1.00 D 0.90 D 1.00 0 1.00 D 0.70 D c 0.40 0.76 0.77 0.35 0.35 0.37 0.37 0.37 0.48 0.54 0.62 0.57 0.51 0.52 0.46 0.35 0.54 0.54 0.54 0.53 0.65 0.63 0.46 0.52 0.54 0.55 0.55 0.53 0.58 - - - - - - - - - - - 3686.54 R AREA S AREA T AREA II AREA C AREA I AREA A AREA B AREA C AREA D AREA ACRES 1214.28 1985.65 11.49 9.10 54.54 411.30 49.48 830.34 913.92 1892.61 ACRES ACRES ACRES ACRES ACRES ACRES ACRES ACRES ACRES ACRES 299 - -0 5-03 -199 0 *** PROFESSIONAL SYSTEMS PROGRAM *** 00: 55:28 TRAPEZOIDAL CHANNEL PROGRAM ....................................................................... INPUT FOR TRAPEZOIDAL CHANNEL - BJB (3605.00 - 3609.00) ........................................................................ Discharge 'Q' = 1,631. OOcubic feet/second Manning's Roughness In1 - - 0.0350 2.00 0.0077 - Channel side slope 'Z* - Slope of channel - Channel bottom width - - 10.00 feet - ........................................................................ OUTPUT OF DESIGN VALUES - BJB (3605.00 - 3609.00) ........................................................................ Normal Depth of Flow 'Dn' = 7.08 feet Velocity at Dn - - 9.54 feet/second Critical Depth of Flow 'DcI = 6.31 feet Velocity at Dc - - 11.42 feet/second Froud Number - Subcritical Flow 0.80 - 299.1 I SEDIMENTATION BASIN BH @ CONC. PT. 1026.00 Nw 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 8.19 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 I1 0-avg QlO-avg Sur Area Sur Area sand f. sand silt clay 40.00 30.00 10.00 20.00 107.00 pcf 0.020 mm 0.00096 fps 50.00 0.16 5.10 % 5500.00 ft 0.50 4.01 0.50 0.90 14.64 ton/ac-yr 26.05 ac 0.05 0.90 1.46 ton/ac-yr 234.47 ac 501.72 cy 0.56 1.80 0.30 in/hr 1.25 acres 43.55 cfs 54434.75 sf ----------I----- ------------------- Vol water 10080.51 cy (5' depth) Vol total 10582.23 cy =============2=== 299.2 c SEDIMENTATION BASIN RJB @ CONC. PT. 1817.00 N 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 8.19 P 8.15 P 8.19 gravel 5.00 Avg Dens d VS R K S L m Ls cc PC Ac Area c Cnc Pnc AnC Area nc Sed Vol C P6-10 110-avg Q 1 0 -avg Sur Area Sur Area sand f. sand silt clay 10.00 30.00 40.00 15.00 110.50 pcf 0.020 mm 0.00096 fps 50.00 0.40 6.70 % 6500.00 ft 0.50 6.27 0.50 0.90 224.44 ac 0.05 0.90 5.64 ton/ac-yr 224.44 ac 9338.63 cy 0.50 1.80 0.30 in/hr 1.93 acres 56.43 ton/ac-yr 67.33 cfs 84165.00 sf ------__---------_-- .................... Vol water 15586.11 cy (5' depth) Vol total 24924.75 cy .................... 299.3 -. SEDIMENTATION BASIN BJ @ CONC. PT. 1817.00 E 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 40.00 30.00 10.00 20.00 AV~ Dens d vs R K L m Ls cc PC AC Area c cnc Pnc AnC Area nc Sed Vol S 107.00 pcf 0.020 mm 0.00096 fps 50.00 0.15 4.30 % 11000.00 ft 0.40 2.84 0.50 0.90 9.60 ton/ac-yr 0.05 0.90 0.96 ton/ac-yr 757.34 ac 1062.70 cy 84.15 ac C 0.52 P6-10 1.80 110-avg 0.30 in/hr QlO-avg 131.27 cfs Sur Area 164090.55 sf Sur Area 3.77 acres I------------------ Vo1 water 30387.14 cy (5' depth) vol total 31449.84 cy ------------------ .................... 299.4 NODE 1000.10 1001.00 1003.00 1004.00 1005.00 1006.00 1007.00 1008.00 1009.00 1200.10 1201.00 1202.00 1009.00 1010.00 1012.00 1403.00 1404.00 1010.00 1406.00 1408.00 1414.00 1409.20 1408.00 1406.00 TOTAL SEDIMENTATION BASIN BP @ CONC. PT. 1010.00 N AREA (acres) % GRAV 3.67 320.25 33.52 28.62 10.00 18.41 10.00 14.00 10.00 9.34 20.00 23.72 20.00 41.86 4.50 10.00 23.97 10.00 42.16 10.00 37.10 10.00 33.36 10.00 48.20 10.00 10.14 8.50 21.98 37.90 10.00 50.01 23.00 13.50 41.90 15.30 AVG . 904.91 3.88 % SAND 10.00 10.00 10.00 20.00 20.00 20.00 20.00 30.00 30.00 30.00 30.00 30.00 30.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 14.12 % F.S. 10.00 10.00 10.00 10.00 10.00 10.00 10.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 10.00 14.68 8 SILT % CLAY 100.00 40.00 40.00 20.00 60.00 40.00 30.00 50.00 10.00 50.00 10.00 50.00 10.00 50.00 10.00 50.00 30.00 30.00 10.00 30.00 10.00 30.00 10.00 30.00 10.00 30.00 10.00 30.00 10.00 60.00 10.00 50.00 20.00 40.00 30.00 50.00 10.00 50.00 20.00 50.00 20.00 50.00 20.00 50.00 30.00 40.00 50.00 40.02 27.30 299.5 e?- . ., , i~ SEDIMENTATION BASIN BP @ CONC. PT. 1010.00 N 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 3.88 Avg Dens d vs R K S L m Ls cc PC Ac Area c Cnc Pnc AIlC Area nc Sed Vol C P6-10 110-avg Q 1 0 -avg Sur Area Sur Area sand f. sand silt clay 14.12 14.68 40.02 27.30 112.20 pcf 0.020 mm 50.00 0.38 3.40 % 10600.00 ft 0.40 2.17 0.50 1.20 452.46 ac 0.10 1.20 4.95 ton/ac-yr 452.46 ac 8868.64 cy 1.80 0.30 in/hr 6.23 acres 0.00096 fpS 24.74 ton/ac-yr 0.80 217.18 CfS 271473.00 sf __--_-______-_____- ----- Vol water 50272.78' cy (5' depth) Vol total 59141.42 cy =================== 299.6