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HomeMy WebLinkAbout; 100 Year Hydrology & Hydraulic Model; 100 Year Hydrology & Hydraulic Model; 1996-04-22I1 o ff>*^|j£f< **$**************» RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEBO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-92 Advanced Engineering Software (aes) Ver. 1.3A Release Date: 3/06/92 License ID 1225 Analysis prepared by: CROSBY MEAD BENTON AND ASSOCIATES, INC. 5650 EL CAMINO REAL, SUITE 20O CARLSBAD, CA 92008 FILE NAME: MARVIS1.DAT TIME/DATE OF STUDY: 11:22 4/22/1996 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 "SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 " SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS FOR ALL DOWNSTREAM ANALYSES **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 1.50 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 415.00 UPSTREAM ELEVATION = 175.80 DOWNSTREAM ELEVATION = 168.00 ELEVATION DIFFERENCE = 7.80 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 16.343 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.068 SUBAREA RUNOFF(CFS) = 1.35 TOTAL AREA(ACRES) = .80 TOTAL RUNOFF(CFS) = 1.35 *************************************************************************** FLOW PROCESS FROM NODE 1.50 TO NODE 2.00 IS CODE = 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 168.00 DOWNSTREAM ELEVATION = 150.10 STREET LENGTH(FEET) = 745.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 v INTERIOR STREET CROSSFALL ( DECIMAL) = .020 OUTSIDE STREET CROSSFALL ( DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.04 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .32 HALFSTREET FLOODWIDTH ( FEET ) = 9.88 AVERAGE FLOW VELOCITY ( FEET/SEC .) = 3.69 PRODUCT OF DEPTH&VELOCITY = 1.19 STREETFLOW TRAVELTIME ( MIN ) = 3.37 TC(MIN) = 19.71 100 YEAR RAINFALL INTENSITY ( INCH/HOUR ) = 2.719 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA (ACRES) = 3.60 SUBAREA RUNOFF (CFS) = 5.38 SUMMED AREA (ACRES) = 4.40 TOTAL RUNOFF ( CFS ) = 6.73 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .38 HALFSTREET FLOODWIDTH ( FEET ) = 12.77 FLOW VELOCITY ( FEET/SEC. ) = 3.85 DEPTH*VELOCITY = 1.47 ^^^^^^^^^^FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.5 INCHES PIPEFLOW VELOCITY(FEET/SEC. ) = 3.8 UPSTREAM NODE ELEVATION = 150.10 DOWNSTREAM NODE ELEVATION = 149.72 FLOWLENGTH(FEET) = 128.70 MANNING'S N = .013 ESTIMATED PIPE D I AMETER ( INCH ) = 21.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA (CFS) =6.73 TRAVEL TIME(MIN.) = .57 TCCMIN.) = 20.28 ^FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <«« FLOW PROCESS FROM NODE 10.00 TO NODE 10.50 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 462.00 UPSTREAM ELEVATION = 174.20 DOWNSTREAM ELEVATION = 158.90 ELEVATION DIFFERENCE = 15.30 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14.277 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 7 • I 100 YEAR RAINFALL INTENSITY ( INCH/HOUR ) = 3.348 SUBAREA RUNOFF (CFS) = .59 TOTAL AREA (ACRES) = .32 TOTAL RUNOFF (CFS) = .59 ****************************************************************************FLOW PROCESS FROM NODE 10.50 TO NODE 3 . OO IS CODE = 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 158.90 DOWNSTREAM ELEVATION = 149.72 STREET LENGTH(FEET) = 702.00 CURB HEIGHT ( INCHES ) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL ( DECIMAL ) = .020 OUTSIDE STREET CROSSFALL ( DECIMAL ) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.33 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .31 HALFSTREET FLOODWIDTH ( FEET ) = 9.30 AVERAGE FLOW VELOCI TY ( FEET/SEC .) = 2.37 PRODUCT OF DEPTH&VELOCITY = .74 "StREETFLOW TRAVELTIME ( MIN ) = 4.94 TC(MIN) = 19.21 100 YEAR RAINFALL INTENSITY ( INCH/HOUR ) = 2.764 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA (ACRES) = 2.28 SUBAREA RUNOFF (CFS) = 3.47 SUMMED AREA (ACRES) = 2.60 TOTAL RUNOFF (CFS) = 4.06 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET-) = .36 HALFSTREET FLOODWIDTH ( FEET ) = 11.62 FLOW VELOCITY ( FEET/SEC. ) = 2.76 DEPTH*VELOCITY = .99 **** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 >»» DESIGN ATE INDEPENDENT STREAM FOR CONFLUENCE« <« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN. ) = 19.21 RAINFALL INTENSITY ( INCH/HR ) = 2.76 TOTAL STREAM AREA (ACRES) = 2.60 PEAK FLOW RATE (CFS) AT CONFLUENCE = 4.06 ***************************************************************************:•FLOW PROCESS FROM NODE 1.00 TO NODE 1.60 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 200.00 UPSTREAM ELEVATION = 175.80 3 DOWNSTREAM ELEVATION = 173.50 ELEVATION DIFFERENCE = 2.30 URBAN SUBAREA OVERLAND TIME OF FLOW ( MINUTES ) = 13.363 10O YEAR RAINFALL INTENSITY ( INCH/HOUR ) = 3.494 SUBAREA RUNOFF (CFS) = .65 TOTAL AREA (ACRES) = .34 TOTAL RUNOFF (CFS) = .65 *^FLOW PROCESS FROM NODE 1.60 TO NODE 3.00 IS CODE = 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA«<« UPSTREAM ELEVATION = 173.50 DOWNSTREAM ELEVATION = 149.72 STREET LENGTH(FEET) = 620.00 CURB HEIGHT ( INCHES ) = 6. STREET HALFWIDTH(FEET) =20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL ( DECIMAL ) = .020 OUTSIDE STREET CROSSFALL ( DECIMAL ) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.41 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .27 ' ' HALFSTREET FLOODWIDTH ( FEET ) = 6.99 AVERAGE FLOW VELOCITY ( FEET/SEC .) = 3.97 PRODUCT OF DEPTH&VELOCITY = 1.06 STREETFLOW TRAVELTIME ( MIN ) = 2.60 TC(MIN) = 15.97 100 YEAR RAINFALL INTENSITY ( INCH/HOUR ) = 3.115 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA (ACRES) = 2.06 SUBAREA RUNOFF (CFS) = 3.53 SUMMED AREA (ACRES) = 2.40 TOTAL RUNOFF (CFS) = 4.18 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .31 HALFSTREET FLOODWIDTH ( FEET ) = 9.30 FLOW VELOCITY(FEET/SEC. ) = 4.25 DEPTH*VELOCITY = 1.33 FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN. ) = 15.97 RAINFALL INTENS I TY ( INCH/HR ) = 3.11 TOTAL STREAM AREA ( ACRES ) = 2.40 PEAK FLOW RATE (CFS) AT CONFLUENCE = 4.18 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.06 19.21 2.764 2.60 2 4.18 15.97 3.115 2.40 _ __________ ._ . .. . •' H o RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 7.78 15.97 3.115 2 7.77 19.21 2.764 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.78 TcCMIN.) = 15.97 TOTAL AREA (ACRES) = 5.00 ***^FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 10 >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <«« **#^ FLOW PROCESS FROM NODE 20.00 TO NODE 20.50 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 480.00 UPSTREAM ELEVATION = 178.20 DOWNSTREAM ELEVATION = 165.60 ELEVATION DIFFERENCE = 12.60 URBAN SUBAREA OVERLAND TIME OF FLOW ( MINUTES ) = 15.724 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY ( INCH/HOUR ) = 3.146 SUBAREA RUNOFF (CFS) = 3.98 TOTAL AREA (ACRES) = 2.30 TOTAL RUNOFF (CFS) = 3.98 FLOW PROCESS FROM NODE 20.50 TO NODE 3.00 IS CODE = 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA«<« UPSTREAM ELEVATION = 165.60 DOWNSTREAM ELEVATION = 149.72 STREET LENGTH(FEET) = 550.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 9.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 7.29 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 9.49 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.58 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE* CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) .000 3.102 7.767 4.039 779.33 129.745 2.000 7.767 2.937 563.28 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 2.00 "^T7Tg~ IT^?"?~~?r™~*Tg*Tr~^g?~'^ —SST ~~ — —- — -— ^—?ST^~ """ ^TT *""TT — *~ — —. — — — .— • —^^._ —— — -—.— — .— .— -_ — —. — -•.— _..-.- — —-—..—.-—•-» — .— . GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 129.745 132.053 133.815 135.278 136.507 137.534 138.373 139.032 139.510 139.804 139.905 287.170 FLOW DEPTH (FT) 2.000 1.975 1.949 1.924 1.898 1.873 1.848 1.822 1.797 1.771 1.746 1.746 VELOCITY (FT/SEC) 7.764 7.783 7.818 7.863 7.916 7.977 8.045 8.120 8.201 8.289 8.384 8.384 nDAI II T P Tl IMO SPECIFIC PRESSURE* ENERGY (FT) MOMENTUM ( POUNDS ) 2.937 2.916 2.899 2.884 2.872 2.862 2.853 2.847 2.842 2.839 2.838 2.838 AMAI VCTC 563.28 559.20 555.87 553.06 550.68 548.70 547.10 545.85 544.97 544.43 544.26 544.26 I PRESSURE+MOMENTUM BALANCE OCCURS AT 100.73 FEET UPSTREAM OF NODE 3.90 I DOWNSTREAM DEPTH = 2.246 FEET, UPSTREAM CONJUGATE DEPTH = 1.296 FEET NODE 3.60 : HGL = < 137 . 698> ; EGL= < 140 . 001> ; FLOWLINE= < 136.480> FLOW PROCESS FROM NODE 3.60 TO NODE 3.40 IS CODE = 2 UPSTREAM NODE 3.40 ELEVATION = 136.81 (FLOW IS SUPERCRITICAL) CALCULATE MANHOLE LOSSES ( LACFCD ): PIPE FLOW = 24.40 CFS PIPE DIAMETER = 24.00 INCHES AVERAGED VELOCITY HEAD = 2.155 FEET HMN = .05*(AVERAGED VELOCITY HEAD) = .05*( 2.155) = .108 NODE 3.40 : HGL = < 138 . 102> ; EGL= < 140 . 109> ; FLOWLINE= < 136.810> FLOW PROCESS FROM NODE 3 . 4O TO NODE 3.30 IS CODE = 1 UPSTREAM NODE 3.30 ELEVATION = 137.94 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES ( LACFCD ): PIPE FLOW = 24.40 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 52.48 FEET MANNING'S N = .01300 NORMAL DEPTH(FT) = 1.27 CRITICAL DEPTH ( FT ) = 1.75 UPSTREAM CONTROL ASSUMED FLOWDEPTH ( FT ) = 1.32 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE* CONTROL(FT) (FT) (FT/SEC) ENERGY ( FT ) MOMENTUM ( POUNDS ) .000 1.322 11.073 3.227 603.27 PRODUCT OF DEPTH&VELOCITY = STREETFLOW TRAVELTIME(MIN) = 2.56 1.13 TC(MIN) = 2.854 18.29 10O YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 6.59 SUMMED AREA(ACRES) = 6.50 TOTAL RUNOFF(CFS) = 10.57 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.04 FLOW VELOCITY(FEET/SEC.) = 3.95 DEPTH*VELOCITY = 1.37 3.00 TO MODE 3.00 IS CODE = 11FLOW PROCESS FROM NODE »>»CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<«« ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.57 18.29 2.854 6.50 ** MEMORY BANK # STREAM RUNOFF NUMBER (CFS) 1 6.73 CONFLUENCE DATA ** Tc INTENSITY AREA (MIN.) (INCH/HOUR) (ACRE) 20.28 2.670 4.40 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 16.87 18.29 2 16.62 20.28 INTENSITY (INCH/HOUR) 2.854 2.670 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.87 TcCMIN.) = TOTAL AREA(ACRES) = 10.90 18.29 FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 11 >»»CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<«« ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 16.87 18.29 2.854 10.90 2 16.62 20.28 2.670 10.90 ** MEMORY BANK # STREAM RUNOFF NUMBER (CFS) 1 7.78 2 7.77 2-CONFLUENCE DATA ** Tc INTENSITY AREA (MIN.) (INCH/HOUR) (ACRE) 15.97 3.115 5.00 19.21 2.764 5.00 ** PEAK FLOW RATE TABLE ** STREAM . RUNOFF Tc INTENSITY o NUMBER (CFS) (MINI.) (INCH/HOUR) 1 23.24 15.97 3.115 2 24.40 18.29 2.854 3 24.11 19.21 2.764 4 24.13 20.28 2.670 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 24.40 Tc(MIN.) = 18.29 TOTAL AREA (ACRES) = 15.90 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.9 INCHES PIPEFLOW VELOCITY ( FEET/SEC. ) = 11.0 UPSTREAM NODE ELEVATION = 149.72 DOWNSTREAM NODE ELEVATION = 139.70 FLOWLENGTH(FEET) = 470.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER ( INCH ) = 24.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = '24.40 TRAVEL TIME(MIN.) = .71 TC(MIN.) = 19.00 *^FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 8 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.784 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 5.82 TOTAL AREA(ACRES) = 19.70 TOTAL RUNOFF(CFS) = 30.22 TC(MIN) = 19.00 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 30.22 Tc(MIN.) = 19.OO TOTAL AREA(ACRES) = 19.70 *** PEAK FLOW RATE TABLE *** 1 2 3 4 Q(CFS) 29.57 30.22 29.76 29.58 Tc(MIN. ) 16.68 19.00 19.92 20.99 END OF RATIONAL METHOD ANALYSIS 7 ************#**********************************#************************)((****PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD.LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-92 Advanced Engineering Software (aes) Ver. 4.5A Release Date: 2/20/92 License ID 1225 Analysis prepared by: CROSBY MEAD BENTON AND ASSOCIATES, INC. 5650 EL CAMINO REAL, SUITE 200 CARLSBAD, CA 92008 FILE NAME: MARVIS1.DAT TIME/DATE OF STUDY: 20: 3 4/25/1996 ***************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN NODE MODEL PRESSURE PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) - 7.00- 2.00 } FRICTION 6.10- 1.87 DC > MANHOLE 5.90- 1.87 DC > ANGLE-POINT 5.90- 1.87 DC > FRICTION 5.10- 1.87 DC > MANHOLE 4.90- 1.87 DC > ANGLE-POINT 4.90- 2.29 > FRICTION 4.30- 1.87*Dc > FRICTION-t-BEND 4.10- 2.35* > JUNCTION 3.90- > FRICTION 3.60- > MANHOLE 3.40- > FRICTION 3.30- 1.75 DC } FRICTION+BEND 3.10- j!.75*Dc > JUNCTION 2.90- 3.70* > FRICTION 2.89- 2.39* > CATCH BASIN 2.89- 3.06* 3.10* > HYDRAULIC JUMP 1.75 DC 1.75 DC DOWNSTREAM RUN FLOW PRESSURE* DEPTH(FT) MOMENTUM(POUNDS 758.63 749.37 749.37 749.37 749.37 749.37 815.14 749.37 826.96 779.33 ' I IMOUri" 544.26 544.26 544.26 544.26 448.21 304.14 254.85 1 1 1 1 1 1 1 1 1 1 1 1 1 .05* .78* .78* .78* . 16* .18* .18* .87*Dc .86 DC .30 .22* .29* .32* .74*Dc .73 .25 DC .25 DC 1105.12 1570.76 1586.2C 1586.2C 995.8'c 979. 9t 979. 9C 749.3" 749. 3~ 611. 4e 641.7' 613.0" 603.2 544.2. 271.3 194.7 56.4 /•"•>, MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 10 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD , LACFCD , AND OCEMA ' DESIGN MANUALS. ******************************************#****#**X*##*********************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 7.00 FLQWLINE ELEVATION = 65.60 PIPE FLOW = 3O.20 CFS PIPE DIAMETER = 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 67.600 NODE 7.00 : HGL = < 66.649>;EGL= < 71 . 729> ; FLOWLINE= < 65.600> *^FLOW PROCESS FROM NODE 7.00 TO NODE 6.10 IS CODE = 1 UPSTREAM NODE 6.10 ELEVATION = 66.96 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES ( LACFCD ): PIPE FLOW = 30.20 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 68.00 FEET MANNING'S N = .01300 NORMAL DEPTH(FT) = 1.55 CRITICAL DEPTH(FT) = 1.87 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = .78 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) .OOO .784 26.433 11.640 1570.76 18.711 .860 23.362 9.341 1396.81 37.952 .937 20.907 7.728 1259.59 57.920 1.013 18.910 6.569 1149.92 68.000 1.049 18.081 6.129 1105.12 NODE 6.10 : HGL = < 67.744>;EGL= < 78.600>;FLOWLINE= < 66.960> IK**************************************************************************** FLOW PROCESS FROM NODE 6.1O TO NODE 5.9O IS CODE = 2 UPSTREAM NODE 5.90 ELEVATION = 67.29 (FLOW IS SUPERCRITICAL) CALCULATE MANHOLE LOSSES(LACFCD): PIPE FLOW = 3O.20 CFS PIPE DIAMETER = 24.00 INCHES AVERAGED VELOCITY HEAD = 10.968 FEET HMN = .05*(AVERAGED VELOCITY HEAD) = .05*(10.968) = .548 NODE 5.90 : HGL = < 68.068>;EGL= < 79.149>;FLOWLINE= < 67.290> **************************************************************************** FLOW PROCESS FROM NODE 6.10 TO NODE 5.90 IS CODE = 6 UPSTREAM NODE 5.90 ELEVATION = 67.90 (FLOW IS SUPERCRITICAL) CALCULATE ANGLE-POINT LOSSES(LACRD): PIPE FLOW = 30.20 CFS PIPE DIAMETER = 24.00 INCHES PIPE ANGLE-POINT = 8.37 DEGREES ANGLE-POINT COEFFICIENT KA = .0550' FLOW VELOCITY = 26.71 FEET/SEC. VELOCITY HEAD = 11.081 FEET HAPT=KA*(VELOCITY HEAD) = ( .05505)*(11.081 ) = .610 NODE 5.90 : HGL = < 68.678>;EGL= < 79.759>;FLOWLINE= < 67.90O K****************************^FLOW PROCESS FROM NODE 5.90 TO NODE 5.10 IS CODE = 1 UPSTREAM NODE 5.10 ELEVATION = 124.50 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES ( LACFCD ): PIPE FLOW = 3O.2O CFS PIPE LENGTH = 272 . 7S FEET PIPE DIAMETER = MANNING'S N = 24.00 INCHES .01300 NORMAL DEPTH (FT) = .74 CRITICAL DEPTH (FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH ( FT ) = 1.16 1.87 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE* CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) .000 1.158 16.009 5.140 995.89 2.060 1.117 16.742 5.472 1033.97 4.569 1.075 17.549 5.860 1076.62 7.665 1.033 18.440 6.316 1124.44 11.552 .992 19.428 6.856 1178.15 16.551 .950 20.528 7.497 1238.60 23.202 .908 21.757 8.263 1306.83 32.521 .867 23.137 9.184 1384.11 46.801 .825 24.694 10.300 1471.99 73.415 .783 26.462 11.663 1572.41 - - 272.780 .778 26.705 11.859 1586.29 NODE 5.10 : HGL = < 125.65S>:EGL= < 129.640>;FLOWLINE= < 124.500> ilCiK****************************^ FLOW PROCESS FROM NODE 5.10 TO NODE 4.90 IS CODE = 2 UPSTREAM NODE 4.90 ELEVATION = 124.83 (FLOW IS SUPERCRITICAL) CALCULATE MANHOLE LOSSES(LACFCD): PIPE FLOW = 30.20 CFS PIPE DIAMETER = 24.00 INCHES AVERAGED VELOCITY HEAD = 3.906 FEET HMN = .05*(AVERAGED VELOCITY HEAD) = .05*( 3.906) = .195 NODE 4.90 : HGL = < 126.007>:EGL= < 129.836>;FLOWLINE= < 124.830> #**************#*****##*********# #***************#****#********************* FLOW PROCESS FROM NODE 4.90 TO NODE 4.90 IS CODE = 6 UPSTREAM NODE 4.90 ELEVATION = 124.83 (FLOW IS SUPERCRITICAL) CALCULATE ANGLE-POINT LOSSES(LACRD): PIPE FLOW = 3O.20 CFS PIPE DIAMETER = 24.00 INCHES PIPE ANGLE-POINT = 45.00 DEGREES ANGLE-POINT COEFFICIENT KA = .0000 NODE 4.90 : HGL = < 126.007>;EGL= < 129.836>;FLOWLINE= < 124.830> *************>k****#*****#*******^ FLOW PROCESS FROM NODE 4.90 TO NODE 4.30 IS CODE = 1 UPSTREAM NODE 4.30 ELEVATION = 130.21 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 30.20 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 103.94 FEET MANNING'S N = .01300 NORMAL DEPTH(FT) = 1.10 CRITICAL DEPTH(FT) = 1.87 O UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.87 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) .000 .354 1.452 3.423 6.515 11.141 18.030 28.573 45.937 80.339 103.940 FLOW DEPTH (FT) 1.865 1.789 1.713 1 .636 1.560 1.483 1 .407 1.330 1.254 1.178 1.177 VELOCITY (FT/SEC) 9.897 10.183 10.542 10.974 11.485 12.084 12.784 13.602 14.561 15-. 690 15.698 SPECIFIC ENERGY (FT) 3.387 3.400 3.439 3.507 3.609 3.752 3.946 4.205 4.548 5.003 5.006 PRESSURE* MOMENTUM (POUNDS) 749.37 751.76 758.85 770.75 787.84 810.70 840.09 877.06 922.94 979.50 979.90 NODE 4.3O : HGL = < 132.075>;EGL= < 133.597>;FLOWLINE= < 130.210> FLOW PROCESS FROM NODE UPSTREAM NODE 4.10 4.30 TO NODE 4.10 IS CODE = 3 ELEVATION = 130.37 (FLOW UNSEALS IN REACH) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 30.20 CFS CENTRAL ANGLE = 28.OOO DEGREES PIPE LENGTH = 21.96 FEET ADJUSTED CENTRAL ANGLE = (28.000)*( FLOW VELOCITY = 9.61 FEET/SEC. HB=KB*(VELOCITY HEAD) = ( .121)*( SF= .01740 HF=L*SF = ( 21.96)*( .01740) = TOTAL HEAD LOSSES = HB + HF = ( .174)+( ===> NORMAL PIPEFLOW IS PRESSURE FLOW PIPE DIAMETER = 24.00 INCHES MANNING'S N = .0130O BEND COEFFICIENT(KB) = .12118 16.58/ 21.96) = 21.146 VELOCITY HEAD = 1.435 FEET 435) = .174 .382 .382) =.556 NORMAL DEPTH (FT) = DOWNSTREAM CONTROL 2.00 CRITICAL DEPTH(FT) ASSUMED FLOWDEPTH (FT GRADUALLY VARIED FLOW PROFILE DISTANCE FROM CONTROL (FT) .OOO .050 .200 ,453 .809 1.272 1.844 . 2.529 3.333 4.268 5.376 ===> FLOW IS UNDER 21.960 FLOW DEPTH (FT) 1 .865 1.879 1.892 1 .906 1.919 1 .933 1 .946 1.960 1.973 1.987 2.000 PRESSURE 2.349 COMPUTED VELOCITY (FT/SEC) 9.897 9.855 9.815 9.777 9.743 9.711 9.682 9.657 9.635 9.619 9.610 9.613 ) = 1.87 INFORMATION: SPECIFIC ENERGY (FT) 3.387 3.388 3.389 3.391 3.394 3.398 3.403 3.409 3.416 3.424 3.435 3.784 1.87 PRESSURE+ MOMENTUM( POUNDS) 749.37 749.45 749.68 750.08 750.64 751.39 752.32 753.46 754.84 756.52 758.61 826.96 NODE 4.10 HGL =134. 154> :FLOWLINE= <- 130. 370> c FLOW PROCESS FROM NODE UPSTREAM NODE 3.90 4.10 TO NODE ELEVATION = 3.90 IS CODE = 5 130.70 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 24.40 30.20 5.80 .00 .00== DIAMETER ANGLE FLQWLINE CRITICAL (INCHES) (DEGREES) ELEVATION DEPTH(FT.) 24.00 18.OO 13O.70 24.00 - 130.37 18.OO 70.25 131.20 .00 .OO .00 ==Q5 EQUALS BASIN INPUT=== 1 .75 1.87 .93 .00 VELOCITY (FT/SEC) 7.767 9.613 3.282 .000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1) UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = DOWNSTREAM: MANNING'S N = .01300; FRICTION SLOPE = AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01473 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = .059 FEET ENTRANCE LOSSES = JUNCTION LOSSES = (DY+HV1-HV2)+(FRICTION LOSS)+(ENTRANCE JUNCTION LOSSES = ( .526)+( .059)+( .000) = .585 .01163 .01782 .000 FEET LOSSES) NODE 3.90 : HGL = < 133.802>;EGL= < 134.739>:FLOWLINE= < 130.700> **^t ********************************************* FLOW PROCESS FROM NODE 3.90 TO NODE 3.60 UPSTREAM NODE 3.60 ELEVATION = 136.48 IS CODE = (HYDRAULIC ************* 1 JUMP OCCURS) CALCULATE PIPE FLOW PIPE LENGTH = FRICTION LOSSES(LACFCD) 24.40 CFS 287.17 FEET PIPE DIAMETER = MANNING'S N 24.00 INCHES .01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 1.30 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.22 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.75 DISTANCE FROM CONTROL (FT) .OOO 7.006 14.701 23.270 32.985 44.267 57.819 74.964 98.669 138.459 287.170 FLOW DEPTH (FT) 1.218 1.227 1.235 1.244 1.253 1.261 1.270 1.279 ' 1.287 1.296 1.297 VELOCITY (FT/SEC) 12.174 12.073 11.973 11 .875 11.779 11 .685 11.592 11 .501 11 .412 11.324 11 .318 SPECIFIC ENERGY (FT) 3.521 3.491 3.463 3.435 3.409 3.383 3.358 3.334 3.311 3.289 3.287 PRESSURE* MOMENTUM ( POUNDS ) 641.77 638.05 634.43 630.91 627.48 624.14 620.89 617.73 614.66 611.67 611.46 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) =3 . 10 a o PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE* CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) .000 3.102 7.767 4.039 779.33 129.745 2.000 7.767 2.937 563.28 ASSUMED DOWNSTREAM PRESSURE HEAD ( FT ) = 2 . OO GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE* CONTROL (FT) (FT) (FT/SEC) ENERGY ( FT ) MOMENTUM ( POUNDS ) 129.745 2.000 7.764 2.937 563.28 132.053 1.975 7.783 2.916 559.20 133.815 1.949 7.818 2.899 555.87 135.278 1.924 7.863 2.884 553.06 136.507 1.898 7.916 2.872 550.68 137.534 1.873 7.977 2.862 548.70 138.373 1.848 8.045 2.853 547.10 139.032 1.822 8.120 2.847 545.85 139.510 1.797 8.201 2.842 544.97 139.804 1.771 8.289 2.839 544.43 139.905 1.746 8.384 2.838 544.26 287.170 1.746 8.384 2.838 544.26 END OF HYDRAULIC JUMP ANALYSIS PRESSURE+MOMENTUM BALANCE OCCURS AT 100.73 FEET UPSTREAM OF NODE 3.90 DOWNSTREAM DEPTH = 2.246 FEET, UPSTREAM CONJUGATE DEPTH = 1.296 FEET NODE 3.60 : HGL = < 137 .698> ; EGL= < 140 . 001> ; FLQWLINE= < 136.480> #****#****#** *********#*******^ FLOW PROCESS FROM NODE 3.60 TO NODE 3.40 IS CODE = 2 UPSTREAM NODE 3.40 ELEVATION = 136.81 (FLOW IS SUPERCRITICAL) CALCULATE MANHOLE LOSSES ( LACFCD ): PIPE FLOW = 24.40 CFS PIPE DIAMETER = 24.00 INCHES AVERAGED VELOCITY HEAD = 2.155 FEET HMN = .05*(AVERAGED VELOCITY HEAD) = .05*( 2.155) = .108 NODE 3.40 : HGL = < 138 . 1O2> ; EGL= < 140 . 109> ; FLOWLINE= < 136.810> FLOW PROCESS FROM NODE 3.40 TO NODE 3.30 IS CODE = 1 UPSTREAM NODE 3.30 ELEVATION = 137.94 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES ( LACFCD ): PIPE FLOW = 24.40 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 52.48 FEET MANNING'S N = .01300 NORMAL DEPTH(FT) = 1.27 CRITICAL DEPTH ( FT ) = 1.75 UPSTREAM CONTROL ASSUMED FLOWDEPTH ( FT ) = 1.32 1 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) .000 1.322 11.073 3.227 603.27 13 o 5 11 18 26 36 48 52 .351 .402 .339 .437 .121 .104 .480 1 1 1 1 1 1 1 .317 .312 .307 .303 .298 .293 .292 11 11 11 11 11 11 11 .118 .164 .210 .257 .304 .351 .364 3 3 3 3 3 3 3 .238 .249 .260 .272 .283 .295 .299 604. 606. 607. 609. 610. 612. 613. 76 28 82 38 96 58 03 NODE 3.30 : H6L = < 139,262>;EGL= < 141.167>;FLOWLINE= < 137.940> ft******************************^ FLOW PROCESS FROM NODE 3.30 TO NODE 3.10 IS CODE = 3 UPSTREAM NODE 3.10 ELEVATION = 140.42 (FLOW IS SUPERCRITICAL) CALCULATE PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 24.40 CFS CENTRAL ANGLE = 35.000 DEGREES PIPE LENGTH = 115.46 FEET PIPE DIAMETER = 24.OO INCHES MANNING'S N = .01300 NORMAL DEPTH(FT) = 1.28 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.74 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.75 DISTANCE FROM • CONTROL ( FT ) • -.000 .351 1.431 3.405 6.533 11.226 18.185 28.737 45.874 79.222 115.460 FLOW DEPTH (FT) 1.744 1.697 1.650 1.603 1.557 1.510 1.463 1.416 1.369 1.322 1.322 VELOCITY (FT/SEC) 8.392 8.583 8.798 9.035 9.298 9.588 9.907 10.257 10.643 11 .067 11.073 SPECIFIC ENERGY (FT) 2.838 2.842 2.853 2.872 2.900 2.938 2.988 3.051 3.129 3.225 3.227 PRESSURE+ MOMENTUM( POUNDS) 544.26 544.93 546.85 550.11 554.76 560.90 568.66 578.16 589.57 603.07 603.27 NODE 3.10 : HGL = < 142.164>;EGL= < 143.258>;FLOWLINE= < 140.420> ***************************^FLOW PROCESS FROM NODE 3.10 TO NODE 2.90 IS CODE = 5 UPSTREAM NODE 2.90 ELEVATION = 140.92 (FLOW IS AT CRITICAL DEPTH CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 10.60 24.40 6.40 7.40 DIAMETER (INCHES) ( 18.00 24.00 18.00 18.00 .00===Q5 EQUALS ANGLE FLOWLINE DEGREES) ELEVATION 90.00 140.92 140.42 .00 140.92 90.00 140.92 BASIN INPUT=== CRITICAL DEPTH (FT. ) 1.25 1.75 .98 1.05 VELOCITY (FT/SEC) 5.998 8.386 "7 iOOO • O^.^- 4.186 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4) )/( ( A1+A2 ) * 16 . 1 ) UPSTREAM: MANNING'S N = .01300; FRICTION SLOPE = .01018 DOWNSTREAM: MANNING'S N = .0130O: FRICTION SLOPE = .01057 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01037 /v o JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = .041 FEET ENTRANCE LOSSES = .000 FEET JUNCTION LOSSES = ( DY+HV1-HV2 ) + ( FRICT ION LOSS )•+•( ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.876)+( .041)-H . OOO) = 1.918f NODE 2.90 : HGL = < 144 . 617> ; EGL= < 145 . 176> ; FLOWLINE= < 140.920> FLOW PROCESS FROM NODE 2.90 TO NODE 2.89 IS CODE = 1 UPSTREAM NODE 2.89 ELEVATION = 142.28 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES ( LACFCD ): PIPE FLOW = 10. 6O CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 5.25 FEET ' MANNING'S N = .01300 SF=(Q/K)**2 = (( 10.60)/( 105.037))**2 = .01018 HF=L*SF = ( 5.25)*( .01018) = .053 NODE 2.89 : HGL = < 144 . 671> ; EGL= < 145 . 229> ; FLOWLINE= < 142.280> *^FLOW PROCESS FROM NODE 2.89 TO NODE 2.89 IS CODE = 8 UPSTREAM NODE 2.89 ELEVATION = 142.28 (FLOW IS UNDER PRESSURE) CALCULATE CATCH BASIN ENTRANCE LOSSES ( LACFCD ): PIPE FLOW = 10.60 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = <b.OO FEET/SEC. VELOCITY HEAD = .559 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( .559) = .112 NODE 2.89 : HGL = < 145 .341> ; EGL= < 145 . 341> ;FLOWLINE= < 142.280> **^UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2.89 FLOWLINE ELEVATION = 142.28 ASSUMED UPSTREAM CONTROL HGL = 143.53 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS o r& <PJL. •i-l>i'~ri.-*."!*•'•'« XT ]/\fJ( 2 >.. A * anu v^oniroi tlanabooK. 0.1 0.2 0.30.4 0.60.83 2 3 4 5 6 7 8 10 15 2025 Discharge, m3/sec Fig. 7.45 Design of riprap outlet protection from a round pipe flowing full;minimum to find the riprap size and apron length. The apron width at the pipe end should be 3 times the pipe diameter. Where there is a well-defined channel immediately downstream from the apron, the width of the downstream end of the apron should be equal to the width of the channel. Where there is no well-defined chan- nel immediately downstream from the apron, minimum tailwater conditions apply and the width of the downstream end of the apron should be equal to the pipe diameter plus the length of the apron. EXAMPLE 7.4 Riprap Outlet Protection Design Calculation for Minimum Tailwater Condition Given; A flow of 6 ftVsec (0.17 mVaec) discharges from a 12-in (30-cm) pipe onto a 2 percent grassy slope with no defined channel. Find: The required length, width, and median stone size dso for a riprap apron.