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HomeMy WebLinkAboutStorm Drain Hydraulics/Cherry Ave Industrial Area c LINE L Q25 c c HYDRAULIC ELEMENTS - I PROGRAM PACKAGE <(<<(<<<<<(((<<<<(<<<<(((<<<<<<<(<((<<>>)>)>> > >) >))> > > > >) >)))) >)> >) > > > > > > > >> (C) Copyright 1982 Advanced Engineering Software CAES7 Especially prepared for: HALL & FOREMAN, INC. <<<((<<<(<<<<<<(<<<(<(((<(<((((<(((((<>))>)>> >>)>>>>>>>>)> >)>)>>)>))>>>>))>> <<(<<<((<<<<(<<(((<<<<<((((<<<((<<<<(<))))>)) > > > >) > > > > > > > > > > >) > >> > >) > > >)) >)> Advanced Engineering Software CAES7 SERIAL No. A0479A REV. 2.0 RELEASE DATE:12/30/82 <<(<<<<((<<<<<<<<<<<(<<<<<<<<(<<<((<((>>>>>>> > >))> )) >) >) > >)) >)) >) >) >))) > > > >) * * * * * * * ** *DESCRIPTION OF RESULTS************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * INDUSTRIAL AREA HYDRAULICS LINE L PL, SEE. FooTMILL t3ox P JLlcs * * O 25YR. LINE L STA. 69. 65 TO 588 AHMED SP(EIKH J. N. 3551 3/30/87 FAR 69.65 To X88 kSTDRM' oc.trpuT ****** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ******* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** GRADUALLY VARIED FLOW PROFILE INPUT INFORMATION: CHANNEL SLOPE(FEET /FEET) = .009500 CHANNEL LENGTH(FEET) = 518.35 CONSTANT CHANNEL FLOW(CFS) = 1134.19 CONSTANT CHANNEL FRICTION FACTOR(MANNING) _ .013000 ASSUMED CHANNEL CONTROL DEPTH(FEET) = 0.00 MAXIMUM NUMBER OF INTERVALS IN PROFILE = 30 CONSTANT PIPE DIAMETER(INCHES) = 108.000 NORMAL DEPTH(FEET) = 6.88 CRITICAL DEPTH(FEET) = 8.08 UPSTREAM CONTROL ASSUMED DEPTH(FT) = 8.08 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOWDEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 8.078 18.838 13.592 55724.50 .272 8.038 18.907 13.593 55720.07 1.103 7.998 18.978 13.595 55719.38 2.518 7.959 19.051 13.598 55722.49 4.544 7.919 19.125 13.602 55729.93 7.215 7.879 19.201 13.607 55756.59 10. 570 7.839 19.279 13.614 55787.04 14.654 7.799 19.359 13.622 55821.36 19.519 7.759 19.440 13.631 55859.57 25.225 7.720 19.523 13.642 55901.74 31.842 7.680 19.609 13.654 55947.93 39.452 7.640 19.696 13.667 55998.16 4A 1.A. 7 F.MM 1 Q 7A4 1'Z G.A. c:G.i7I m':'Z ...^.� ..~~ ^~..~. ^~.~.� ..~.,-.~. 58.054 7.560 19.875 13.698 56111.08 69.295 7.520 19.968 13.715 56173.87 82.036 7.480 20.062 13.734 56240.96 96.472 7.441 20.158 13.754 56312.42 �~ 112 845 7 401 20 25� 13 776 56388 ��� 32 . . . . . �m� 131.453 7.361 20.357 13.800 56468.73 152.675 7.321 20.459 13.825 56553.70 176.995 7.281 20.563 13.851 56643.32 205.054 7.241 20.669 13.879 56737.66 237.716 7.202 20.777 13.909 56836.80 276.194 7.162 20.888 13.941 56940.80 322.258 7.122 21.0600 13.974 57049.76 378.642 7.082 21.114 14.009 57168.05 449.906 7.042 21.231 14.046 57293.25 518.350 7.013 21.317 14.074 57387.01 �� -T �UT \ 2'/�^ - ^ �A. �� . ' c/ - �3 �/ �� D��' / /° ���u~ �= �� �� CI now N[ � �m� **************************************************************************** PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) **************************************************************************** <(<((((<<<<{<(<<<<<<<<<<<<<<(<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>}>>/>>>>>>>> (C) Copyright 1982 Advanced Engineering Software [AES] Especially prepared for: HALL & FOREMAN, INC. <(<<<<((<<{(<<<<<<(((((<((<<<(<(<({<<<>>>)>>>>>>>>>>}>>>>>>>>>>>>>>>>>>>>>>> **********DESCRIPTION OF RESULTS******************************************** * LINE L INDUSTRIAL AREA HYDRAULICS * * Q 25 YR, 8TA 588.00 TO 5045.16 * * VENKI.V, J.N 3551, 3/13/87 * **************************************************************************** **************************************************************************** NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST u�w CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACPCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 588.00 FLOWLINE ELEVATIUN = 1232.51 PIPE DIAMETER(INCH) = 108.00 PIPE FLOW(CFS> = 1134.19 ASSUMED DOWNSTREAM CONTROL H6L = 1220. 590 12 - 12 + f}' o@y“k+C^ Demi SOFFIT CONTROL ASSUMED AT BEGINNING OF PIPE SYSTEM < (<<<<<<<<<{<<<(<((<(<<((<<<<(<<<<<(<<>>>>>>>>>>>>>>>)>>>>>>>>>>>>>>>>>>>>>> Advanced Engineering Software [AES] SERIAL No. A0483A REV. 2.2 RELEASE DATE:12/17/82 (<(<(<<<<<<((<((<<(<(<((<(<<<<<{<<<(<<>>>>>>>>>>>>)>}>)>>>>>>>>>>>>>>>>>}>>> == PRESSURE FLOW PROCESS FROM NODE 588.00 TO NUDE 604.00 IS CODE = 5 UPSTREAM NODE 604.00 ELEVATION = 1213.19 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 966.6 102.00 56.745 17.034 6.791 4.506 2 1134.2 108.00 63.617 17.828 -- 4.936 3 167.6 54.00 15.904 10.537 30.000 - 4 0.0 0.00 0.000 0.000 0.0m0 - 5 0.0===Q5 EQUALS BASIN INPUT=== mummimm. LACFCD AmD OCEMA PRESSU FLOW JUNCTION FORmu,AE USED: DY=<Q2*V2-Q1*V1*COS(DELTA1)-03*V3*COS(DEL.'A3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1) UPSTREAM MANNINGS N = 01300 �p ^ N�� DOWNSTREAM MANNINGS N = .01300 - UPSTREAM FRICTION SLOPE = .00813 DCWNSTREAM FRICTION SLOPE = .00825 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00819 JUNCTION LENGTH(FEET) = 16.00 FRICTION LOSS = .131 ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = DY+HV1-HV2+(FRlCTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 1.206+ 4.506- 4.936+( .131)+( 0.000) = .910 NODE 604.00 : HGL= ( 1222.849>;EGL= < 1227.355>;FLOWLINE= < 1213.190> PRESSURE FLOW PROCESS FROM NODE 604.00 TO NODE 740.78 IS CODE = 3 UPSTREAM NODE 740.78 ELEVATION = 1214.65 CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 966.61 CFS PIPE DIAMETER = 102.00 INCHES P[PE LENGTH = 138.78 FEET MANNINGS N = .01300 CENTRAL ANGLE = 58.900 DEGREES PRESSURE FLOW AREA = 56.745 SQUARE FEET FLOW VELOCITY = 17.03 FEET PER SECOND VELOCITY HEAD = 4.506 BEND COEFFICIENT(KB) = .2022 HB=KB*(VELOCITY HEAD) = ( .202)*( 4.506) = .911 PIPE CONVEYANCE FACTOR = 10721.156 FRICTION SLOPE(SF) = .0081287 F9IC LOSSES = L*SF = ( 138.78)*( .0081287) = 1.128 NODE 740.78 : HGL= < 1224.889>;EGL= < 1229.394>;FLOWLINE= < 1214.650> PRESSURE FLOW PROCESS FROM NODE 740.78 TO NODE 760.v0 lS COUE = 3 UPSTREAM NODE 780.00 ELEVATION = 1215.08 CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 966.61 CFS PIPE DIAMETER = 102.00 INCHES PIPE LENGTH = 40.44 FEET MANNINGS N = .01300 CENTRAL ANGLE = 17.163 DEGREES PRESSURE FLOW AREA = 56.745 SOUARE FEET FLOW VELOCITY = 17.03 FEET PER SECOND VELOCITY HEAD = 4.506 BEND COEFFICIENT(KB) = .1092 -B=KB*(VELOCITY HEAD) = ( .109)*( 4.506) = .492 PIPE CONVEYANCE FACTOR = 10721.156 FRICTION SLOPE(SF) = .0081287 FRICTION LOSSES = L*SF = ( 40.44)*( .0081287) = .329 NODE 780.00 : HGL= < 1225.709>;EGL= < 1230.215>;FLOWLINE= ( 1215.080> PRESSURE FLOW PROCESS FROM NODE 780.00 TO NUDE 956.05 IS CODE = 3 UPSTREAM NODE 956.05 ELEVATION = 1216.93 CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 966.61 CFS PIPE DIAMETER = 102.00 INCHES PIPE LENGTH = 176.05 FEET MANNINGS N = .01300 CENTRAL ANGLE = 13.043 DEGREES PRESSURE FLOW AREA = 56.745 SQUAE FEET ^ FLOW VELOCITY = 17 N3 FEET PER SECOND VELOCITY HEAD = 4.506 BEND COEFF = .0952 HB=KB*(VELOCITY HEAD) = ( .095)*( 4.506) = .429 PIPE CONVEYANCE FACTOR = 10721.156 FRICTION SLOPE(SF) = .0081287 FRICTION LOSSES = L*SF = ( 176.05)*( .0081287) = 1.431 NODE 956.05 : HGL= ( 1227.569>:EGL= ( 1232.075>;FLOWLINE= ( 1216.930> mew PriES5URE FLOW PROCESS FROM NODE 956.05 TO NODE 105.00 IS CODE = 3 UPSTREAM NODE 1035.00 ELEVATION = 1217.83 CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 966.61 CFS PIPE DIAMETER = 102.00 INCHES PIPE LENGTH = 78.95 FEET MANNINGS N = .01300 CENTRAL ANGLE = 2.360 DEGREES PRESSURE FLOW AREA = 56.745 SQUARE FEET FLOW VELOCITY = 17.03 FEET PER SECOND VELOCITY HEAD = 4.506 BEND COEFFICIENT(KB) = .0405 HB=KB*(VELOCITY HEAD) = ( .040)*( 4.506) = . PIPE CONVEYANCE FACTOR = 10721.156 FRICTION SLOPE(SF) = .0081287 FRICTION LOSSES = L*SF = ( 78.95)*( .0081287) = .642 NODE 1035.00 : HGL= < 1228.394>;EGL= < 1232.899);FLOWLINE= ( 1217.830> PRESSURE FLOW PROCESS FROM NODE 1035.00 TO NODE 1040.00 IS CODE = 5 UPSTREAM NODE 1040.00 ELEVATION = 1217.87 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 952.9 102.00 56.745 16.793 .139 4.379 2 966.6 102.00 56.745 17.034 -- 4.506 13.7 24.00 3.142 4.358 60.000 - 4 0.0 0.00 0.000 0.000 0.000 - 5 0.0===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- u�� ` Q4*V4*COS(DELTA4))/((A1+A2)*16 1) 0��/ UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE = .00790 DOWNSTREAM FRICTION SLOPE = .00813 AVERAGED FRICTION SLOPE IN JUNCTIUN ASSUMED .00801 JUNCTION LENGTH(FEET) = 5.00 FRICTION LOSS = .040 ENTRANCE LOSSES = 0.000 MANHOLE LOSSES GREATER THAN THOMPSON MOMENTUM LOSSES MOMENTUM LOSSES = .110 MANHOLE LOSSES = .225 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = .237+ 4.379- 4.506+( .040)+( 0.000) = .265 NODE 1040.00 : HGL= < 1228.786>;EGL= < 1233.165>;FLOWLINE= < 1217.870> PRESSURE FLOW PROCESS FROM NODE 1040.00 TO NODE 1232.37 IS CODE = 3 UPSTREAM NODE 1232.37 ELEVATION = 1219.32 CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 952.92 CFS PIPE DIAMETER = 102.00 INCHES PIPE LENGTH = 192.37 FEET MANNINGS N = .01300 CENTRAL ANGLE = 5.740 DEGREES PRESSURE FLOW AREA = 56.745 SQUAHE FEET FLOW VELOCITY = 16.79 FEET PER SECOND VELOCITY HEAD = 4.379 BEND COEFFICIENT(KB) = .0631 HB=KB*(VELOCITY HEAD) = ( .063)*( 4.379) = .276 PIPE CONVEYANCE FACTOR = 10721.156 FRICTION SLOPE(SF) = .0079000 FRICTION LOSSES = L*SF = ( 192.37>*( .0079000> = 1.520 NODE z232.37 : HGL= < 1230.582>;E8L= { 1234.961>;FLOWLINE= < 1219.320> Pi FL PROCE6S FHUM mOUE \O NUUE lJ9/.u/ I8 LODE = bPSTREAM NODE 1397.67 ELEVATION = 1222.43 CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 952.92 CFS PIPE DIAMETER = 102.00 INCHES PIPE LENGTH = 165.30 FEET MANNINGS N = .01300 ~� CENTRAL ANGLE = 12.284 DEGREES PRESSURE FLOW AREA = 56.745 SQUARE FEET FLOW VELOCITY = 16.79 FEET PER SECOND VELOCITY HEAD = 4.379 BEND COEFFICIENT(KB) = .0924 HB=KB*(VELOCITY HEAD) = ( .092)*( 4.379) = .404 PIPE CONVEYANCE FACTOR = 10721.156 FRICTION SLOPE(SF) = .0079000 FRICTION LOSSES = L*SF = ( 165.30)*' .0079000) = 1.306 NODE 1397.67 : HGL= ( 1232.292>;EGL= < 1236.671>;FLOWLINE= < 1222.430> PRESSURE FLOW PROCESS FROM NODE 1397.67 TO NODE 1402.34 IS CODE = 5 UPSTREAM NODE 1402.34 ELEVATION = 1222.99 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 952.9 96.00 50.266 18.958 0.000 5.581 2 952.9 102.00 56.745 16.793 -- 4.379 3 0.0 0.00 0.000 0.000 0.000 - 4 0.0 0.00 0.000 0.000 0.000 - 5 0.0===Q5 EQUALS BASIN INPUT=== LACFCD AND OCENA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- C4*V4*COS(DELTA4))/((A1+A2)*16.1) �PSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 UPSTREAM FRlCTIUN SLOPE = .01092 DJAMSTREAM FRICTION SLOPE = .00790 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00941 JUNCTI0 N LENGTH(FEET) = 4.67 FRICTION LOSS = .044 E�IRANCE LOSSES = 0.000 MANHOLE LOSSES GREATER THAN THOMPSON MUMENTUM LO MOMENTUM LUSSES = .004 MANHOLE LOSSES = .219 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(EN LOSSES) JuNCTION LOSSES = -1.197+ 5.581- 4.373+( .044)+( 0.000) = .263 NODE 1402.34 : HGL= < 1231.353>;EGL= < 1236,934>;FLOWLINE= < 1222.990> PRESSURE FLOW PROCESS FROM NODE 1402.34 TO NODE 1750.89 I8 CODE = 3 UPSTREAM NODE 1750.89 ELEVATION = 1227.87 CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 952.92 CFS PIPE DIAMETER = 96.00 INCHES PIPE LENGTH = 348.55 FEET MANNINGS N = .01300 CENTRAL ANGLE = 25.902 DEGREES PRESSURE FLOW AREA = 50.266 SQUARE FEET FLOW VELOCITY = 18.96 FEET PER SECOND VELOCITY HEAD = 5.581 BEND COEFF = .1341 HB=KB*(VELOCITY HEAD) = ( .134)*( 5.581) = .748 PIPE CONVEYANCE FACTOR = 9120.764 FRICTION SLOPE(SF) = .0109157 FRICTION LOSSES = L*SF = ( 348.5b)*( .0109157) = 3 8m5 ^ ^ ^ NODE 1750.89 : H8L= < 1235.906>:EGL= < 1241.487>;FLOWLINE= < 1227.870> PRESSURE FLOW PROCESS FROM NODE 1750.89 TO NODE 1802.34 18 CODE = 3 UPSTREAM NODE 1802.34 ELEVATION = 1228.59 CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 952.92 CFS PIPE DIAMETER = 96.00 INCHES PIPE LENGTH = 51.45 FEET MANNINGS N = .01300 CENTRAL ANGLE = 32.754 DEGREES «�~ PRESSURE FLOW AREA = 50 266 SQUARE FEET . FLOW VELOCITY = 18.96 FEET PER SECOND VELOCITY HEAD = 5.581 BEND COEFFICIENT(KB) = .1508 HB=KB*(VELOCITY HEAD) = ( .151)*( 5.581) = .842 PIPE CONVEYANCE FACTOR = 9120.764 FRICTION SI_OPE(SF) = .0109157 FRICTION LOSSES = L*SF = ( 51.45)*( .0109157) = .562 NODE 1802.34 : HGL= ( 1237.310);EGL= < 1242.890>;FLOWLINE= ( 1228.590> PRESSURE FLOW PROCESS FROM NODE 1802.34 TO NODE 1812.34 IS CODE = 5 UPSTREAM NODE 1812.34 ELEVATION = 1228.75 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 869.2 96.00 50.266 17.292 6.366 4.643 2 952.9 96.00 50.266 18.958 -- 5.581 3 83.7 42.00 9.621 8.705 50.836 - 4 0.0 0.00 0.000 0.000 0.000 - 5 0.0===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1) UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 �w UPSTREAM FRICTION SLOPE = 00908 �m_� ^ �w~ DOWNSTREAM FRICTION SLOPE = .01092 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01000 JUNCTION LENGTH(FEET) = 10.00 FRICTION LOSS = .100 ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 1.648+ 4.643- 5.581+( .100)+( 0.000) = .811 NODE 1812.34 : HGL= ( 1239.058>;EGL= < 1243.701>;FLOWLINE= < 1228.750> PRESSURE FLOW PROCESS FROM NODE 1812.34 TO NODE 1847.61 IS CODE = 3 UPSTREAM NODE 1847.61 ELEVATION = 1229.03 CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 869.17 CFS PIPE DIAMETER = 96.00 INCHES PIPE LENGTH = 35.37 FEET MANNINGS N = .01300 CENTRAL ANGLE = 22.000 DEGREES PRESSURE FLOW AREA = 50.266 SQUARE FEET FLOW VELOCITY = 17.29 FEET PER SECOND VELOCITY HEAD = 4.643 BEND COEFFICIENT(KB) = .1236 HB=KB*(VELOCITY HEAD) = ( .124)*( 4.643) = .574 PIPE CONVEYANCE FACTOR = 9120.764 FRICTION SLOPE(SF) = .0090813 FRICTION LOSSES = L*SF = ( 35.37)*( .0090813) = .321 NODE 1847.61 : HGL= ( 1239.953> ;EGL= ( 1244.596> ;FLOWLlNE= < 1229.030> PRESSURE FLOW PROCESS FROM NODE 1847.61 TO NODE 1847.61 IS CODE = 5 UPSTREAM NODE 1847.61 ELEVATION = 1229.03 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 857.4 96.00 50.266 17.0'D7 .955 4.518 our ^ ` 363.2 96.00 50.266 37.292 -- 4.643 3 11.8 21.00 2. 405 4. 893 90.000 - 4 0. 0.00 0.000 0. 000 0. 000 - 5 0.0===Q5 EQUALS BASIN INPUT=== m�~ LACECD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED DY=(O2*V2-01*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*C0S(DELTA4))/((A1+A2)*16.1) LPSTREAM MANNINGS N = .01300 0OWNSTREAM MANNINGS N = .01300 UcSTREAM FRICTION SLOPE = .00884 DOWNSTREAM FRICTION SLOPE = .00908 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00896 LJNCTION LENGTH(FEET) = 1.75 FRICTION LOSS = .016 -NTRANCE LOSSES = 0.000 lANHOLE LOSSES GREATER THAN THOMPSON MOMENTUM LOSSES nO�ENTUM LOSSES = .126 MANHOLE LOSSES = .232 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) 'UNCTION LOSSES = .251+ 4.518- 4.643+( .016)+( 0.000) = .248 NODE 1847.61 : HGL= < 1240.326>;EGL= < 1244.844>;FLOWLINE= < 1229.030> .:RESSURE FLOW PROCESS FROM NODE 1847.61 TO NODE 1893.85 IS CODE = 3 �PSTREAM NODE 1893.85 ELEVATION = 1229.40 - - EqLCULATE P3ESSURE FLOW PIPE-BEND LOSSES(OCEMA): PT=E FLOW = 857.40 CFS PIPE DIAMETER = 96.00 INCHES LENGTH = 46.24 FEET ' MANNINGS N = .01300 CENTRAL ANGLE = 29.050 DEGREES �RFSSURE FLOW AREA = 50.266 SQUARE FEET FLOW VELOCITY = 17.06 FEET PER SECOND VELOCITY HEAD = 4.518 BEND COEFFICIENT(KB) = .1420 kR=KB*(VELOClTY HEAD) = ( .142)*( 4.518) = .642 -TPE CONVEYANCE FACTOR = 9120.764 FRICTION SLOPE(SF) = .0088370 FRlC LOSSES = L*SF = ( 46.24)*( .0088370) = .409 \]DE 893.85 : 111.1L= ( 1241.376>1EGL= < 1245.894>;ELJWLINE= ( 1229.400> 9ES8URE FLOW PROCESS F=tCM NODE 1893.85 TO NUDE 1960.38 IS CODE = 1 dPSTREAM NODE 1960.38 ELEVATION = 1229.93 CALCI- oRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE E_OW = 857.40 CFS PIPE DIAMETER = 96.00 INCHES cI:TE LENGTH = 66.53 FEET' MANNINGS N = .01300 ,F=(Q/K)**2 = (( G57.40)/( 9120.764))**2 = .0088370 EiF=L*SF = ( 66.53)*( .0088370) = .588 % 1360.38 : HGL= ( 1241.964>;EGL= < 1246.482);FLOWLINE= < 1229.930> � 'RESSURE FLOW PROCESS FROM NODE 1960.38 TO NUDE 2114.64 IS CODE = 3 UDSTREAM NODE 2114.64 ELEVATION = 1231.16 CALCELATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): =IPE FLOW = 857.40 CFS PIPE DIAMETER = 96.00 INCHES P[PE LENGTH = 154.E6 FEET MANNIN6S N = .01300 ,ENTRAL ANGLE = 11.273 DEGREES PRESSURE FLOW AREA = 50.266 SQUP1E FEET T-LOW VELOCITY = 17.06 FEET PER SECOND VELOCITY HEAD = 4.518 BEND COEFFICIENT(KB) = .0885 1 HEA0) = ( .088)*( 4.518) = .400 - DIwE CONVEYANCE FACTOR = 9120.764 FRICTION SLOPE(SF) = .0088370 -9ICTTCN LOSSES = L*EF = ( 154.26)*( .0088370) = 1.363 JIE 2114.64 : 1- < .243.727>;EGL= < �248.245>;FLOWLINE= < 1231.160> PRESSURE FLOW PROCESS FROM NODE 2114.64 �O NODE 2165.83 IS CODE = 1 u�� ' �PSTREAM NODE 2165.83 ELEVATION = 1231.57 ��' CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 857.+0 CFS PIPE DIAMETER = 'J6.00 INCHES :IpE LENGTH = 51.19 FEET. MANNINGS N = .01300 SF=(0/K)**2 = (( 857.40>/( 9120.764))**2 = .0088370 HF=L*SF = ( 51.19)*( .0088370) = .452 !ODE 2165.87 : HGL= < 1244.179>;EGL= < 1248.697>;FLOWLINE= < 1231.570> ==_ _ PRESSURE FLOW PROCESS FROM NODE 2165.83 TO NODE 2187.83 IS CODE = 5 .,DSTREAM NODE 2187.83 ELEVATION = 1232.27 CALCULATE PRESSURE FLOW JUNCTION LOSSES: WO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 741.5 90.00 44.179 16.783 14.006 4.374 2 857.4 96.&0 50.266 17.057 -- 4.518 3 115.9 51.00 14.186 8.173 18.775 - 4 0.0 0.00 0.000 0.000 0.000 - 5 0.0===Q5 EQUALS BASIN INPUT=== L; FCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: =kQ2*V2- L4*V4*CCS(DELTA4))/((A1+A2)*16.1) �P5T. roANNINGS N = .01300 � - � ,)��\SrREAM MANNINGS N = . 01300 f STREAM FRICTION SLOPE = .00932 [/0WNSTREAM FRICTION SLOPE = .00884 1)ERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS . 00908 LNCTION LENGTH(FEET) = 22.00 FRICTION LOSS = .200 ���T�AgCE L�SSES = 0.000 U1 �OSSES = DY+HV1-HV2+(FRICTION LOBS)-1-(ENTRANCE LOSSES) 3CTION LOSSES = 1.088+ 4.374- 4.518+( .200)+( 0.000) = 1.143 DrE 2187.83 : HGL= < 1245.467>;EGL= < 1249.841>;F_OWLIgE= < 1232.270> _ PRESSURE FLOW PROCESS FROM NODE 2187.83 TO NUDE 2258.70 IS CODE = 3 ,PSTREAM NODE 2258.70 ELEVATION = 1233. 7 CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 741.45 CFS PIPE DIAMETER = 90.00 INCHES ,ThIPE LENGTH = 70.87 FEET MANNINGS N = .01300 C�NT9AL ANGLE = 45.120 DEGREES ? RESSURE FLOW AREA = 44.179 SQUARE FEET -LOW VELOCITY = 16.78 FEET PER SECOND »ELOCITY I-EAD = 4.374 BEND COEFFICIENT(KB) = .1770 � R='8* (VE-OCITY |-EAD) = ( . 177) * ( 4.374) = .774 P��� C��VEYANCE FACTOR = 7678.797 FRICTION SLOPE(SF) = .0093235 ���CT��N L�SSES = L*SF = ( 70.87)*( .0093235) = .661 N D: HGL= < 1246.902>;EGL= < 1251.276>;FLOWLINE= < 1233.370> PRESSURE FLOW PROCESS FROM NODE 2258.i0 70 NODE 2258.i0 IS CODE = 5 .J1:STREAM NODE 2258.70 ELEVATION = 1233.B7 CALC PRESSURE FLOW JUNCTION LOSSES: NO. D[SCHARGE DIA'fiETER AREA VELOCITY DELTA HV _ 1 735.b E/0.00 44.179 16.647 0.000 4.303 2 741.5 90.00 44.179 16.783 -- 4.374 � 6.0 21.00 2.4W5 2.495 74.6N0 - + 0.0 0.00 0.000 0.000 0.000 - 5 0.0===Q5 EQUALS BASIN INPUT=== �� ��" J.I'7cCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1) ::PSTRFAM MANNINGS N = .01300 DOWNS MANNINGS N = .01300 JpSTEAM FRICTION SLOPE = .00917 1.)OSTREAM FRICTION SLOPE = .00932 k;EAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00925 JJNCTION LENGTH(FEET) = 1.50 FRICTION LOSS = .014 ENTRANCE LOSSES = 0.000 'A*�OLE LOSSES GREATER THAN THOMPSON MOMENTUM LOSSES CMENTUM LOSSES = .068 MANHOLE LOSSES = .219 :UNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) f'JNCTI[N LOSSES = .138+ 4.303- 4.374+( .014)+( 0.000) = .233 KODE 2258.70 : HSL= < 1247.205>;EGL= < 1251.508>;FLOWLINE= < 1233.870> PRESSURE FLOW PROCESS FROM NODE 2258.70 10 NODE 2292.00 IS CODE = 3 LPSTREAM NODE 2292.00 ELEVATION = 1234.63 CALCLATE PRESSURE F PIPE-BEND LOSSES(OCEMA): P7.pE FLOW = 735.45 CFS PIPE DIAMETER = 90.00 INCHES ?IPE LEwGTH = 33.30 FEET NANNINGS N = .01300 CENTRAL ANGLE = 21.200 DEGREES �~� �RESSURE FLOW AREA = 44.179 SQUARE FEET �� -�' FLOW VELOCITY = 16.85 FEET PER SECOND »ELOCITY HEAD = 4.303 BEND COEFFICIENT(KB) = .1213 HB=KB*(VELOCITY HEAD) = ( .121)*( 4.303) = .522 :[PE CONVEY FACTOR = 7678.797 FRICTION SLOPE(SF) = .0091732 FRlCTICN LOSSES = L*SF = ( 33.30)*( .0091732) = .305 '^CDE 2292.00 : HGL= < 1248.033>;EGL= < 1252.336>;FLOWLINE= < 1234.630> PRESSURE FLOW PROCESS FROM NODE 2292.00 TO NODE 2292.00 IS CODE = 5 UPSTREAM NODE 2292.00 ELEVATION = 1234.63 ---- CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 719.5 90.00 44.179 16.287 0.000 4.119 E. 2 735.5 90.00 44.179 16.647 -- 4.303 3 15.9 33.00 5.940 2.680 78.500 - 4 0.0 0.00 0.000 0.000 0.000 - 5 0.0===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: JY=(O2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*C0S(DELTA4))/((A1+42)*16.1) UPSTEAM MANNlN6S N = .01300 T.JO�mST MANwINGS N = .01300 �� ��D5TpEAM FRIC SLOPE = . 00878 �� ��' DJwNST F:RICTIOw SLOPE = .00917 AVEM:I.SED FRICTION SLOPE IN JUNCTION ASSUMED AS .00898 .',NL:FI3N LENGTH(FEET) = 2.75 FRICTION LOSS = .025 ENr:RANCE LOSSES = 0.000 `ANHO_E LOSSES GREATER THAN THOMPSON MOMENTUM LOSSES : LOSSES = .178 MANHOLE LOSSES = .215 /'+CrI�� LG5SES = DY+HV1-HV2+.FRlCTIOm Lb66/+(ENTRAwCE LUS5ES/ � LOSSES = .363+ 4.119- 4.303+( .025)+( 0.000) = .240 ODE 2292.00 : HGL= < 1248.457};E3L= < 1252.576>;FLOWLINE= < 1234.632> m _ _ _ _ _ = _ � - IRESSURE =LOW PROCESS FROM NODE 2292.00 TO NUDE 2307.08 IS CODE = 3 LPSTREAM NODE 2307.08 ELEVATION = 1234L'97 CALCULATE PRESSUHE FLOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 719.53 CFS PIPE DIAMETER = 90.00 INCHES PIPE LENGTH = 15.08 FEET MANNIN6S N = .01300 _ENTRAL ANGLE = 9.600 DEGREES PRESSURE FLOW AREA = 44.179 SQUAHE FEET FLOW VELOCITY = 16.29 FEET PER SECOND VELOCITY HEAD = 4.119 BEND COEFFICIENT(KB) = .0816 13=KB*(VELOCITY HEAD) = ( .082)*( 4.119) = .336 :TPE CONVEYANCE FACTOR = 7678.797 FRICTION SLOPE(SF) = .0087803 FRICTION LOSSES = L*SF = ( 15.08)*( .0087803> = .132 �JDE 2307.08 : HGL= < 1248.926>;EGL= < 1253.044>;FLOWLINE= < 1234'970> :RESSURE FLOW PROCESS FROM NODE 22 TO NODE 2487.60 IS CODE = 1 ,:' NOD-7: 2487.80 ELEVATION = 1240.74 CA_CULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PI-JE FL0.4 = 719.53 CFS PIE. DIAMETER = 90.00 INCHES �IPE LENGTH = 254.98 FEET MANNINGS N = .01300 -, F=(0/K)**2 = (( 719.53)/( 7678.797))**2 = .0087803 'F=L*SF = ( 254.98)*( .0087803) = 2.239 WT:DE : HGL= < 1251.164>;EGL= < 1255.283>;FLOWLINE= < 1240.740> ==3ES2URE FLOW PROCESS FROM NODE 2487. TO NODE 2492.47 IS CODE = 2 L�6��EAM NODE 2492.47 ELEVATION = 1240.81 --- _ _ CALCLLA PRESSURE FLOW MANHOLE LOSSES(LACFCD): PI�E PLO = 719.53 CFS PIPE DIAMETER = INCHES - ;7_SSLRE =LOW AREA = 44.179 SQCARE FEET VELOCITY = 16.29 FEET PER SECOND HEAD = 4.119 .05*(VELOCITY HEAD) = .05*( 4.119) = .206 249.47 : HGL= < 1251.370>;EGL= ( 1255.489);FLOWLINE= { 1240.810> PRESSURE FLOW PROCESS FROM NODE 2492.47 TO NODE 2877.93 IS CODE = � PSTREAM NODE 2877.93 ELEVATION = 1246.51 :ALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): =LOW = 719.53 CFS PIPE DIAMETER = 90.00 INCHES PIPE LENGTH = 385.46 FEET MANNINGS N = .01300 = (( 719.53)/( 7678.797))**2 = .0087803 -F=L*5F = ( 385.46)*( .0087803) = 3.384 2877.93 : �GL= < 1254.755>;EGL= < 1256.874/;FLOWLINE= < 1246.510 - - FLOW PROCESS FROM NODE 2877.93 TO NODE 2885.93 IS CODE = 5 _DST NODE 2885.93 ELEVATION = 1246.62 ���CULA�E PRESSUi-tE FLZJW JUNCTIf LOSSES: \JO. D DIAMETER AREA VELOCITY DELTA HV 675.0 90.4'0 44.179 15. W.000 3,624 44. 16.267 -- 4.]19 3 44.6 33.00 5.940 7.506 30.000 - 4 0.0 0.00 0.000 0.000 0.000 - 5 0.0===05 EQUALS BASIN INPUT=== LACFCD AND OCENA PRESSURE FLOW JSNCTION FORMULAE USED: �~ DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*CCS(DEL�A4>>/((A1+A2)*16.1> LPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 uPSTREAM FRICTION SLOPE = .00773 DOWNSTREAM FRICTION SLOPE = .00878 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00825 JUNCTION LENGTH(FEET) = 8.00 FRICTION LOSS = .066 ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS>+(ENTRANCE LOSSES) JUNCTION LOSSES = .785+ 3.624- 4.119+( .066)+( 0.000) = .357 NODE 2885.93 : HGL= { 1255.606>;EGL= < 1259.231>;FLOWLINE= < 1246.620> ===------ - ��SSU-i= FLOW PROCESS FROM NUDE 2885.93 TO NODE 3174. 40 IS CODE = 1 JPS7REAM NODE 3174.40 ELEVATION = 1250.08 CALCULA PRESSUHE FLOW FRICTION LOSSES(LACFCD): FLOW = 674.95 CFS PIPE DIAMETER = 90.00 INCHES • LENGTH = 288.47 FEET MANNINGS N = .01300 - ,- , =(D/K)**2 = (( 674.95)/( 7678.797)>**2 = .0077260 -F=L*57 = ( 288.47)*( .0077260) = 2.229 -DOE 3174.40 : HGL= < 1257.835>;EGL= < 1261.459 < 1250.080> �� ��. P-ESS,,RE FLOW PROCESS FROM NUDE 3174.40 TO NUDE :179.0/ IS CODE = 2 L,PSTREAM NODE 3179.07 ELEVATION = 1250.14 C. CJLATE PRESSU|iE FLUW , 1ANHOLE LOSSES(LACFCD): =[pE ----OW = G74.95 CFS PIPE DIAMETER = 90.00 INCHES FLOW AREA = 44. 179 SQUAHE FEET c` ���OCITY = '5.28 FEET PER S'7:COND '/�LOCITY HEDD = 3. 624 = . Q5* (VE-OCITY HEAD) = . 05* ( 3. 624) = . 181 , . ) - DE 3179.07 : HGL= < 1258.016>:EBL= < 1261.641>;FLOWLINE= < 1250.140> :RESSURE FLOW PROCESS FROM NODE 3179.07 TO NODE 3427.24 IS CODE = 1 �PSTREAM NODE 3427.24 ELEVATION = 1253.12 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLLW = 674.95 CFS PIPE DIAMETER = 90.00 INCHES : IPE LENGTH = 248.17 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 674.95)/( 7678.797))**2 = .0077260 -iF=L*SF = ( 248. .0077260) = NODE 3427,24 : H6L= < 1259.934>;EGL= < 1263.558>:FLOWLINE= < 1253.120> :=RESSURE FLOW ASSUMPTION USED 10 ADJUST HbL AND EGL LUST PRESSURE HEAD uSING SUFFIT CONTROL = .69 N 4�� �O�� 3427.�4 : -C-L= ^ L= ( 126�.620>;EGL= < 1264.244>vFLO�LIWE= < 1253 120> �=w ____ -2 RESSURE FLOW PR�CEnS FRD M NODE 3427.c4 TO NODE 3467.b3 iS COJE = 3 L- \IODE 3467.53 ELEVATION = 1253.60 - ' A4_ P3E26u F_014 IJ1PE-GEwD LUSSEStOCEMA>: |�IP� FLOW = 674.'v5 CFS PIPE DIAMETER = 'J0.00 INCHES o�PE �ENGTH = 40.29 FEET MANNINGS N = .01300 CENTR ANGLE = 17.1140 DEGREES --iESSURE FLGW AreEA = 44.179 SUUARE REET 7 _04 VELOCITY = 15.�8 FEET PER SECOND ~m� OCITY = 3.624 BEND COEFFICIENT(KB) = .1090 i`B=KB*(VELJCITY HEAD) = ( .109)*( 3.624) = .395 pIPE CONVEYANCE FACTOR = 7678.797 FRICTION SLO�E(5F) = .0077260 FRICTION LOSSES = L*SF = ( 40.29)*( .0077260) = .311 ,ODE 3467.53 : HGL= < 1261.326>;EGL= < 1264.951>;FLOWLINE= < 1253.600> ==_ _ .:ESSURE FLOW PROCESS FROM NODE 3467.53 TO NUDE 3481.53 IS CODE = 5 JPSTREAM NODE 3481.53 ELEVATION = 1253.75 CALCULATE PRESSURE FLOW JUNCTION LOSSES: \.O. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 536.5 90.00 44.179 12.144 5.942 2.290 2 675.0 90.00 44.179 15.278 -- 3.624 3 138.4 48.00 12.566 11.017 38.067 - 4 0.0 0.00 0.000 0.000 0.000 - 5 0.0===Q5 EQUALS BASIN INPUT=== _ACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*CO3(DELTA1)-Q3*V3*COS(DELTA3) 4*.)4*COS(DELTA4))/((A1+A2)*16.1) '��STR�AM F-ANWlN6S N = .01300 � »ANmINGS N = .01300 L pSTREAM FRICTION SL0PE = .00488 JO- FRICTION SLO,E = .00773 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00630 JuNC L�■iGTH(FEET) = 14.00 FRICTION LOSS = .088 �mT�A�CE LOSSES = 0.000 JJNCTIC\ LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(EMTRANCE LOSSES) :UNCTION LOSSES = 1.349+ 2.290- 3.624+( .088)+( 0.000) = .603 \3DE 3481.53 : HGL= < 1263.264>;EGL= < 1265.554 < 1253.750> ==_______ __ PRESSURE FLOW PROCESS FROM NODE 3481.53 TO NODE 3600.05 IS CODE = 3 � PSTREAM NODE 3600.05 ELEVATION = 1254.89 CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): LIPE FLOW = 536.51 CFS PIPE DIAMETER = 90.00 INCHES D TP= LENGTH = 118.52 FEET MANNIN6S N = .01300 CENTRAL ANGLE = 51.000 DEGREES J-DESSURE FLOW AREA = 44.179 SQUAHE FEET =LOW VELOCITY = 12.14 FEET PER SECOND VELOCITY HEAD = 2.290 BEND COEFFICIENT(K8) = .1882 -8=KB*(VE_OCITY HEAD) = ( .188)*( 2.290) = .431 J TPE CONVEYANCE FACTOR = 7678.797 FRICTION SLOPE(SF) = .0048817 �9IC�I�N LOSSES = L*SF = ( 118.52)*( .0048817) = .579 V11,E 3600.05 : HGL= < 1264.273 < l2b6.563>:FLO < 1254.890> =========_ P:E5SU�E FLOW PROCESS FRD� NODE 36W@.�5 TO �OUE ;,64.0.05 IS CODE = 5 CO; _oST fODE 3600.05 ELEVATION = 1254.89 C��Cb�ATE :::4ESSLidE FLOW JUNLTION LOSSES: mO. DISCHARGE DIAPPETER AREA VELOCITY DELTA HV l 515.5 9N.00 44.179 11.669 .679 2.114 2 90.00 44.179 12.144 -00- � � _. 3 20.8 27.00 3.J76 b.231 69.153 - 4 0.0 0.00 0.000 0.000 0.000 - 5 .2===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED � � �_� DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- �m� Q4*V4*COS(DELTA4)>/((A1+A2)*16.1) LoSTREAM MANNINGS N = .01300 DOWNSTREAM MANNlNGS N = .01300 U�STREAM FRICTION SLOPE = .00451 DOWNSTREAM FRICTION SLOPE = .00488 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00469 JUNCTION LENGTH(FEET) = 2.25 FRICTION LOSS = .011 ENTRANCE LOSSES = .458 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = .325+ 2.114- 2.290+( .011)+( .458) = .617 \JODE 3600.05 : HGL= < 1265.066>;EGL= < 1267.181>;FLOWLINE= < 1254.890> ~== - T.P9ESSURE FLOW PROCESS FROM NODE 3600.05 TO NUDE 3638.89 IS CODE = 3 UT:STREAM NODE 3638.89 ELEVATION = 1255.26 CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 515.71 CFS PIPE DIAMETER = 90.00 INCHES PIPE LENGTH = 38.84 FEET MANNIN6S N = .01300 (:',ENTRAL ANGLE = 16.100 DEGREES PRESSURE FLOW AREA = 44.179 SQUA�E FEET - FLOW VELOCITY = 11.67 FEET PER SECOND VELOCITY HEAD = 2.116 BEND COEFFICIENT(KB) = .1057 r2=8*(VELOCITY HEAD) = ( .106)*( 2.116) = .224 4; PIPE CONVEYANCE FACTUR = 7678.797 - FRICTION SLOPE(SF) = .0045105 - R�CTION LOSSES = L*SF = ( 38.84)*( .0045105) = .175 NODE 3638.89 : HGL= < 1265.464>;E6L= < 1267.580>:FLOWLINE= < 1255.260> =____ __ _== ______===========_____=_______ - __________ PRESSURE FLOW PROCESS FROM NODE 3638.89 'IO NODE 4021.17 18 COuE = 1 _aSIRFAM NODE 4021.17 ELEVATION = 1258.93 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 515.71 CFS PIPE DIAMETER = 90.00 INCHES :IPE LENGTH = 382.28 FEET MANNIWGS N = .01300 ;F=(Q/K)**2 = (( 515.71)/( 7678.797)>**2 = .0045105 HF=L*SF = ( 382.28)*( .0045105) = 1.724 NODE 4021.17 : HGL= < 1267.188>;EGL= < 1269.304>;FLOWLINE= < 1258.930> == PRESSURE FLOW PROCESS FROM NODE 4021.17 TO NODE 4025.84 IS COuE = 5 .uSTREAM NODE 4025.84 ELEVATION = 1258.98 Cr.;LCULATE PRESSURE FLOW JUNCTION LOSSES: %O. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 515.7 96.00 50.266 10.260 0 1.534 2 515.7 90.00 44.179 11.673 -- 2.116 3 ' 0.0 0.00 0.000 0.000 0,0!.30 - 4 0.0 0.00 0.000 0.000 0.000 - �� �-` 5 0.0===Q5 Et S UALS S�TN ImPUT=== L.ACECD AND OCEMA PRESSUkE FLOW JUNCTION FORMULAE USED D/=(Q2*V2-Q1*V1*COS(DELTA1)-03*V3*COS(DELTA3)- ]4+V 4*COS(DELTA4))/((A1+A2)*16.1) UPS :(!AmN7N6S N = .01300 ���N N = .01300 uoST FR,CTI[N SLOPE = .00320 DOwNS�REAM FRICTTON SLOPE = .00451 �V��AGED FR_CTION SLOPE IN JUNCTION ASSUMED AS .00385 JJKC LENGTH(FEET) = 4.67 FRICTION LOSS = .018 �*� �� . TRANCE LOSSES = 0 000 ��� ��' MANHOLE LOSSES GREATER THAN THOMPSON MOMENTUM LOSSES �l)ivENTUM LOSSES = -.002 MANHOLE LOSSES = .106 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = .479+ 1.634- 2.116+( .018)+( 0.000) = .124 NODE 4025.84 : HGL= < 1267.793>;EGL= < 1269.428>;FLOWLINE= ( 1258.980) PRESSURE FLOW PROCESS FROM NODE 40a5.85 TO NODE 4337.85 IS COuE = 1 uPSTREAM NODE 4337.85 ELEVATION = 1261.98 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 515.71 CFS PIPE DIAMETER = 96.00 INCHES PIPE LENGTH = 312.01 FEET MANNINGS N = .01300 9F=(0/K)**2 = (( 515.71)/( 9120.764))**2 = .0031970 - = ( 312.01)*( .0031970) = .998 w OJE 4337.85 : HGL= ( 1268.791>;EGL= ( 1270.425>;FLOWLINE= ( 1261.960> ;;F)ESSURE FLOW ASSUMPTION USED TO ADJUST H6L AND EGL _OST PRESSURE HEAD USING SOFFIT CONTROL = 1.19 NODE 4337.85 : HGL= < 1269.980):EGL= < 1271.615>:FLOWLINE= < 1261.980> TRESS'iRE FLOW PROCESS FROM NODE 4337.b5 lO %ObE 4337.85 IS CODE = 5 ~PSTREAd NODE 4337.85 ELEVATION = 1261.98 CALCULATE PRESSURE FLOW JUNCTION LOSSES: N3. DISCHARGE DIAMETER AREA VELOCITY DELTA HV � 504.1 96.00 50.266 10.0�9 0.000 1.562 2 515.7 96.00 50.266 10.260 -- 1.634 3 11.6 21.00 2.405 4.314 90.000 - 4 0.0 0.00 0.000 0.000 0.000 - 5 0.0===Q5 EQUALS BHSIN IPUT=== ��CFCD A\D OCEMA PRESSU FLOW JLNCTION FORI'rULwE USED: Df=(0 Q4*V 4*COS(DELTA4))/((A1+A2)*16.1) _PSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 DSTRE�M FRICTION SLOPE = .00306 DOWNSTREAM FRICTION SLOPE = .00320 =VERAGED FRICTION SLOPE IN JUNCTION ASSUMED PS .00313 JUNCTION LENGTH(FEET) = 1.50 FRICTION LOSS = .005 =\! LOSSES = 0.000 xANHOLE LOSSES GREATER THAN THOMPSON MOMENTUM LOSSES - OmENTUM LOSSES = .073 MANHOLE LOSSES = .082 JUNC LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) �'�NCT[ON L[SSES = .145+ 1.562- 1.634+( .005>+( 0.000) = .Q86 �CDE 4337.85 : l270.139>vEGL= < 1271.701>;FLOWLINE= < 1261.980> =-- -----= -- -------- ---- -------------=------ �RESSURE FLOW PROCESS FROM NODE 4337.85 lO NOLE iS CODE = 1 J PSTREAM NODE 4444.50 = CALCULATE P LOS • FLOW = 504.:3 CFS PIPE DIAMETER = :6.00 INCHES �IpE L_4GTH = 106.65 �A*mlNGS = .013!10 = (( '004.13)/t Ji20.76+)/**2 = .00:,0551 *SF = ( 106.65)*( .0030551) = .326 % 4444.50 : -G_= < 1270.465>;EGL= < 1272.027,;FLOWLINE= < 1263.000} �9ESSU3E FLOW AS3UMPTI0V USED TO ADJUST H6L AND EGL � w� ��Sr PESSURE HEAD USING SUFFIT CONTROL = .54 �m� NODE 4444.50 : HGL= < 1271.000>;EGL= ( 1272.562>;FLOWLINE= < 1263.000> PRESSURE FLOW PROCESS FRUM NODE 4444.50 lO NODE 4450.100 lS CODE = 5 _, NODE 4450.00 ELEVATION = 1263.05 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 476.1 96.00 50.266 9.471 0.000 1.393 2 504.1 96.00 50.266 10.029 -- 1.562 3 28.0 30.00 4.909 5.712 45.000 - 4 0.0 0.00 0.000 0.000 0.000 - 5 0.0===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSUE FLUW JUNCTION FORMUL*E USED: DY=(:2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(D TA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1) u�STR�AM MANmIwGS N = .01300 DOwNSTREAM MANNIN6S N = .01300 FRIC = .00272 D FRICTILN SLOPE = .LeJ0306 ��E3AGED FRICTIO'm SLOPE IN JUNCTION ASSUMED AS .00289 LENGTH(FEET) = 5.50 FRICTION LOSS = .016 x LOSSES = �.0�0 ���CT OW LOSSES = DY+�V1 HV2+(FRlCTION LOSS)+(EWTRAgCE LOSSES) �w� - ��� J,,NCTION LOSSES = .268+ 1.393- 1 .562+( .016)+( 0.000) = .1'5 3DE 4+50.00 1271.284>^=G.'- -= < _,;.0 PRESSURE FLOW PROCESS FROM NUDE 4450.00 To NUDE 4909.74 IS CODE = 1 UPSTREAM NODE 4909.74 ELEVATION = 1265.07 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): P FLOW = 476.09 CFS PIPE D[AMETER = 96.00 INCHES PIPE LENGTH = 459.74 FEET MANNINGS N = .01300 SF=(0/K}**2 = (( 476.09)/( 9120.764))**2 = .0027247 HF=L*SF = ( 459.74)*( .0027247) = 1.253 NODE 4909.74 : HGL= < 1272.537> ;EGL= < 1273.930> ;FLOWLINE= < 1265.070> PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = .53 .ODE 4909.74 : HGL= < 1273.070>;EGL= < 1274.463>;FLOWLINE= < 1265.070> ==_ = __ :)RESSURE FLOW PROCESS FROM NODE 4909.74 TO NUDE 5045.16 IS CODE = 3 UPSTREAM NODE 5045.16 ELEVATION = 1265.64 � �=� CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): �m~ PIPE FLOW = 476.09 CFS PIPE DIAMETER = 96.00 INCHES PIPE LENGTH = 135.42 FEET MANNINGS N = .01300 CENTRAL ANGLE = 59.430 DEGREES PRESSURE FLOW AREA = 50.266 SQUARE FEET FLOW VELOCITY = 9.47 FEET PER SECOND VELOCITY HEAD = 1.393 BEND COEFFICIENT(KB) = .2032 HB=KB*(VELOCITY HEAD) = ( .203)*( 1.393) = .283 :JIPE CONVEYANCE FACTOR = 9120.764 FRICTION SLOPE(SF) = .0027247 FRICTION LOSSES = L*SF = ( 135.42)*( .0027247) = .369 NODE 5045.16 : HGL= < 1273.722>;EGL= < 1275.115>:FLOWLINE= < 1265.640> PRESSURE FLOW PROCESS FROM NODE 5045.16 10 NODE 5050.16 IS CODE = 5 UPSTREAM NODE 5050.16 ELEVATION = 1E67^43 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 446.0 75.00 30.680 14.539 0.000 3.282 2 476.1 96.00 50.266 9.471 -- 1.393 3 30.0 36.00 7.069 4.250 90.000 - 4 0.0 0.00 0.000 0.000 0.000 - 5 0.0===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULHE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-03*V3*COS(DELTA3)- �� Q4*V4*COS(DELTA4))/((A1+A2)*16 1) �m�/ , UPSTREAM WINNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE = .00892 ,P3WNSTREAM FRICTION SLOPE = .00272 AVERAGED FRICTION SLOLJE IN JUNCTION ASSUMED A. .00582 Ji /NCTION LENGTH(FEET) = 5.00 FRICTION LOSS = .029 ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = DY+HV1-HV2+(FRlCTION LOSS)+(ENTRAmCE LOSSES) JUNCTION LOSSES = -1.516+ 3.282- 1.393+( .029)+( 0.000) = .4N mODE 5050.16 : HGL= < 1272.235>;EGL= < 1275.517>;FLOWLINE= / 267^43 =-- - END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM r► _ c LINE L Q 100 STA. 44 +50.00 TO STA. 50 + 50.16 a ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PRESSURE PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** <<<<<(<<<<<<<<((<<<<<<<<<<<(<<<<<<<<<<>>>>>>> > > > > > > >) > >>) > > > > > > > >) > > > >) > > > >> (C) Copyright 1982 Advanced Engineering Software LAES] Especially prepared for: HALL & FOREMAN, INC. <<<(<<<(<<<<<<<(<<<((<<<<(<<<<<<<<<<<<>>))>>> )) >) > >) > > > > > > >) > >) > > > > > >) > > > > >> * * * * * * * ** *DESCRIPTION OF RESULTS************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * INDUSTRIAL AREA HYDRAULICS LINE L * * Q 100YR , STA 4450 TO 5050.16 * * VENK I . N, J. N 3551, 5/4/87 * ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 4450.00 FLOWLINE ELEVATION = 1263.05 PIPE DIAMETER(INCH) = 96.00 PIPE FLOW(CFS) = 621.15 ASSUMED DOWNSTREAM CONTROL HGL = 1275.420 (<(((((((<<((<<<((<<<((<((((((((<<(<<()>>>>>> > > > > > >> > > > > > > > > > > > > > > > > > >) > > > >> Advanced Engineering Software CAES] SERIAL No. A0483A REV. 2.2 RELEASE DATE:12 /17/82 ® <<<<<((<(<<(<(<(((((<<<<(<<<<<<<<<(<<<)>>>>>> >>>>)>>)))>)>))))>))>)) >)>) > >)) PRESSURE FLOW PROCESS FROM NODE 4450.00 TO NODE 4909.74 IS CODE = 1 UPSTREAM NODE 4909.74 ELEVATION = 1265.07 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 621.15 CFS PIPE DIAMETER = 96.00 INCHES PIPE LENGTH = 459.74 FEET MANNINGS N = .01300 SF =(Q /K) * *2 = (( 621.15)/( 9120.764))**2 = .0046380 HF =L *SF = ( 459.74)*( .0046380) = 2.132 NODE 4909.74 : HGL= ( 1277. 552) ;EGL= ( 1279.924) ; FLOWL I NE= ( 1265. 070) PRESSURE FLOW PROCESS FROM NODE 4909.74 TO NODE 5045.16 IS CODE = 3 UPSTREAM NODE 5045.16 ELEVATION = 1265.64 CALCULATE PRESSURE FLOW PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 621.15 CFS PIPE DIAMETER = 96.00 INCHES PIPE LENGTH = 135.42 FEET MANNINGS N = .01300 CENTRAL ANGLE = 59.430 DEGREES PRESSURE FLOW AREA = 50.266 SQUARE FEET FLOW VELOCITY = 12.36 FEET PER SECOND VELOCITY HEAD = 2.371 BEND COEFFICIENT(KB) = .2032 HB =KB *(VELOCITY HEAD) = ( .203) *( 2.371) = .482 PIPE CONVEYANCE FACTOR = 9120.764 FRICTION SLOPE(SF) = .0046380 FRICTION LOSSES = L *SF = ( 135.42) *( .0046380) = .628 NODE 5045.16 : HGL= < 1278. 662) ;EGL= ( 1281. 033) ;FLOWLINE= ( 1265.640) PRESSURE FLOW PROCESS FROM NODE 5045.16 TO NODE 5050.16 IS CODE = 5 UPSTREAM NODE 504 -984 ELEVATION = 1267.43 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 583.3 75.00 30.680 19.011 0.000 5.612 2 621.2 96.00 50.266 12.357 -- 2.371 3 37.9 36.00 7.069 5.360 90.000 - 4 0.0 0.00 0.000 0.000 0.000 - 5 0.0 = = =05 EQUALS BASIN INPUT = == LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4 *V4 *COS(DELTA4)) /((A1 +A2) *16.1) UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE = .01526 DOWNSTREAM FRICTION SLOPE = .00464 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00995 G JUNCTION LENGTH(FEET) = 4.67 FRICTION LOSS = .050 ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = DY +HV1 -HV2 +(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = - 2.619+ 5.612- 2.371+( .050)+( 0.000) = .672 NODE 5049.84_ : HGL= < 1276. 093) ;EGL= ( 1281. 705) ; FLOWL I NE= < 1267. 430> END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM c LINE L Q25 - 100 STA. 05 + 88.00 TO STA. 50 + 45.16 c HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (((<<<(<<((<<(<<(<(<(<<<(<<<<<<<<(<<((>>>>>>> > > > > > > > > > > > > >) ))) > > > > > > > > > > > > >> (C) Copyright 198E Advanced Engineering Software CAES] Especially prepared for: HALL & FOREMAN, INC. <<((<<< < < < <(( < <((( <((( <((( <( <( < << <<((0 )>>>>> > > > > > > > > > > > > > > > > > > > > > > >)))))) >) <<<<<<<<<<<<((<(<(((<<((((<((<(<<(((((>>>>>>> > > > > > > > > > > > > > > > > > > > > > >) )>) > >) >> Advanced Engineering Software CAES] SERIAL No. A0479A REV. 2.0 RELEASE DATE:12 /30/82 <<((<((((<<(((<((<(((<<<((<(((((((((((>>>>>> >>>> >>>>>> >> >>>>>>>>>>>>>>>>>>>> * * * * * * * ** *DESCRIPTION OF RESULTS************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * INDUSTRIAL AREA HYDRAULICS LINE L * * 0 25 -100, L I NE L STA. 69. 65 TO 588 (LATERAL M 0= 100YR. LINE L 0 =25YR) * 0 * AHMED SHEIKH, J. N. 3551, 3/30/87 * ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** GRADUALLY VARIED FLOW PROFILE INPUT INFORMATION: CHANNEL SLOPE(FEET /FEET) = .009500 CHANNEL LENGTH(FEET) = 518.35 CONSTANT CHANNEL FLOW(CFS) = 1188.48 CONSTANT CHANNEL FRICTION FACTOR(MANNING) _ .013000 ASSUMED CHANNEL CONTROL DEPTH(FEET) = 0.00 MAXIMUM NUMBER OF INTERVALS IN PROFILE = 30 CONSTANT PIPE DIAMETER(INCHES) = 108.000 NORMAL DEPTH(FEET) = 7.19 CRITICAL DEPTH(FEET) = 8.20 UPSTREAM CONTROL ASSUMED DEPTH(FT) = 8.20 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOWDEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 8.198 19.535 14.127 59777.68 .289 8.164 19.590 14.127 59775.93 1.166 8.131 19.647 14.129 59777.01 2.655 8.097 19.706 14.131 59780.94 4.780 8.064 19.765 14.134 59787.74 0 7.573 8.031 19.826 14.138 59797.43 1 1.070 7.997 997 19.889 14.143 143 59810.04 15.313 7.964 19.952 14.149 59825.58 20.353 7.930 20.017 14.156 59844.09 26.247 7.897 20.084 14.164 59874.76 33.064 7.864 20.151 14.173 59912.51 40.882 7.830 20.220 14.183 59953.21 4Q 7Qc; 7 7Q7 PM PQ1 la 1 Q4 =.QQQA Q 1 , ` 1 .~..~. .. Low 'NJ .�~^ ^..^~. .~~~.. 59.914 7.763 20.362 14.206 60043.63 71.371 7.730 20.435 14.218 60093.41 84.323 7.696 20.509 14.232 60146.26 ! 98.964 7.663 20.585 14.247 60202.24 �m� 115.527 7.630 20.662 14.263 60261.37 �~� 134.310 7.596 20.740 115.527 60323.69 { 155.678 7.563 20.820 14.298 60389.23 } 180.110 7.529 20.901 14.317 60458.05 208.235 7.496 20.984 14.337 60530.16 240.902 7.463 21.068 14.359 60605.61 279.299 7.429 21.153 14.381 60684.45 325.168 7.396 21.239 14.405 60766.71 381.192 7.362 21.328 14.430 60852.45 451.861 7.329 21.417 14.456 60941.70 518.350 7.305 21.482 14.475 61007.22 - 1A. //� ' / 0 _� ��/ u~ "7-3) ��� ~ � m \�Uy^ ' -- � �J~~ 0 °��r, ` N�� /��/���� r�~ �- � . L~ � �3 vm �� �� �, / �L� �� �� ��. **************************************************************************** PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) **************************************************************************** <<<((((<<(<<.<<(<(<<<(<<<(<<<<<<<<((<<>)>>>>>>>>>>>}>>>>>>>>>>>>>>>>>>>>>>>> (C) Copyright 1982 Advanced Engineering Software [AES] Especially prepared for: HALL & FOREMAN, INC. <{<<<<<(<((<(<<<<<(<<<<<<<<<<<<<<<<(<<>>)>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> **********DESCRIPTION OF RESULTS******************************************** * LINE L INDUSTRIAL AREA HYDRAULICS * * Q 25YR-100YR FROM 588.00 TO 604.00, THEN Q 25YR FROM 604.00 TO 5045.16 * * * VENKI.N, J.N 3551,3/14/87 **************************************************************************** N-*************************************************************************** NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST ( �� CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA m�~ DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 588.00 FLOWLINE ELEVATION = 1212.51 PPE DIAMETER(INCH) = 108.00 PIPE FLOW(CFS) = 1188.48 ASSUMED DOWNSTREAM CONTROL HGL = 1220. 710 := 12 12 C 1 4- Ps- p rt+ SOFFIT CONTROL ASSUMED AT BEGINNING OF PIPE SYSTEM <<(((<<<<<(<{<(<<(<<<<<<<<<<<<<<<<<(<0)>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> Advanced Engineering Software MES] SERIAL No. A0483A REV. 2.2 RELEASE DATE:12/17/82 <(<<<<(<<<<<<<<<<<<<<<<<<<<(<((<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>}>>>>>>>>>> PRESSURE FLOW PROCESS FROM NODE 588.00 TO NODE 604.00 IS CODE = 5 UPSTREAM NODE 604.00 ELEVATION = 1213.19 CALCULATE PRESSURE FLOW JUNCTION LOSSES: � - � NO. DISCHARGE DIAMETER AREA VELOC DELTA HV 1 966.6 102.00 56.745 17.03 6.791 4.506 2 1188.5 108.00 63.617 18.682 -- 5.419 221.9 54.00 15.904 13.950 30.000 - 0.0 0.00 0.000 0.000 0.000 - 5 0.0===Q5 EQUALS BASIN INPUT=== _ACFCD AND OCEMA PRESSURE FLOW JI_NCT1Ow FORnULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-93*V3*COS(DELTA3)- C,4*V4*COS(DELTA4))/((A1+A2)*16.1) UPSTREAM MANNlNGS N = .01300 N��°� � DD ~ WNSTREAM MANNINGS N = 01300 �� uP FRICTION SLOPE = .00813 :OWNSTREAM FRICTION SLOPE = .00906 AVERAGED FRICTION SLOPE IN JUNCTIUN ASSUMED AS .00859 JUNCTION LENGTH(FEET) = 16.00 FRICTION LOSS = .138 ENTRANCE LOSSES = 0.000 J_NCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 1.637+ 4.506- 5.419+( .138)+( 0.000) = .861 NODE 604.00 : HGL= ( 1223.285>;EGL= < 1227.790>;FLOWLINE= < 1213.190> = PRESSURE FLOW PROCESS FROM NODE 604.00 TO NODE 740.78 IS CODE = 3 UPSTREAM NODE 740.78 ELEVATION = 1214.65 CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 966.61 CFS PIPE DIAMETER = 102.00 INCHES PIPE LENGTH = 138.78 FEET MANNINGS N = .01300 CENTRAL ANGLE = 58.900 DEGREES zRESSURE FLOW AREA = 56.745 SQUARE FEET :LOW VELOCITY = 17.03 FEET PER SECOND yELOCITY HEAD = 4.506 BEND COEFFICIENT(KB) = .2022 r8=KB*(VELOCITY HEAD) = ( .202)*( 4.506) = .911 PIPE CONVEYANCE FACTOR = 10721.156 FRICTION SLOPE(SF) = .0081287 �RIC�ION LOSSES = L*SF = ( 138.78)*( .0081287) = 1.128 NODE 740.78 : HGL= ( 1225.324>:EGL= ( 1229.830>;FLOWLINE= < 1214.650> �w� �� � PRESSURE FLOW PROCESS FROM NODE 740.78 TO NODE 780.00 IS CODE = 3 �JSTREAM NODE 780.00 ELEVATION = 1215.08 CALCbLATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 966.61 CFS PIPE DIAMETER = 102.00 INCHES �I -PE LENGTH = 40.44 FEET MANNINGS N = .01300 C:NTRAL ANGLE = 17.163 DEGREES J9ESSURE FLOW AREA = 56.745 SUUARE FEET FLOW VELOCITY = 17.03 FEET PER SECOND y:LOCITY HEAD = 4.506 BEND COEFFICIENT(KB) = .1092 H8=KB*(VELOCITY HEAD) = ( .109)*( 4.506) = .492 PIPE CONVEYANCE FACTOR = 10721.156 FRICTION SLOPE(SF) = .0081287 FRICTION LOSSES = L*SF = ( 40.44)*( .0081287) = .329 lODE 780.00 : HGL= ( 1226.145>;EGL= < 1230.650>;FLOWLINE= < 1215.060> ,JRESSURE FLOW PROCESS FROM NODE 780.00 TO NODE 956.05 IS CODE = 3 UPSTREAM NODE 956.05 ELEVATION = 1216.93 CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): �lPE FLOW = 966.61 CFS PIPE DIAMETER = 102.00 INCHES P[,E LENGTH = 176.05 FEET MANNINGS N = .01300 TE*TRAL ANGLE = 13.043 DEGREES :J-ESSUHE FLOW AREA = 56.745 SQUARE FEET /4 VELOCITY = 17.03 FEET PER SECOND V ELOClTY HEAD = 4.506 BEND COEFFICIENT(K8) = .0952 - i8=K8*(VELOCITY HEAD) = ( .095)*( 4.506) = .429 PIPE CONVEYANCE FACTOR = 10721.156 FRICTION SLOPE(SF) = .0081287 FRICTION LOSSES = L*SF = ( 176.05)*( .0081287) = 1.431 NODE 956.05 : HGL= < 1228.005>;EGL= ( 1232.510>;FLOWLINE= < 1216.930> PRESSURE FLOW PROCESS FROM NODE 956.05 TO NODE 1035.00 IS CODE = 3 UPSTREAM NODE 1035.00 ELEVATION = 1217.83 _ � CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): �� �� PIPE FLOW = 966.61 CFS PIPE DIAMETER = 102.00 INCHES PIPE LENGTH = 78.95 FEET MANNINGS N = .01300 CENTRAL ANGLE = 2.360 DEGREES PRESSURE FLOW AREA = 56.745 SQUARE FEET FLOW VELOCITY = 17.03 FEET PER SECOND VELOCITY HEAD = 4.506 BEND COEFFICIENT(KB) = .0405 HB=KB*(VELOCITY HEAD) = ( .040)*( 4.506) = .182 PIPE CONVEYANCE FACTOR = 10721.156 FRICTION SLOPE(SF) = .0081287 FRICTION LOSSES = L*SF = ( 78.95)*( .0081287) = .642 NODE 1035.00 : HGL= < 1228.829>;EGL= ( 1233.334>;FLOWLINE= < 1217.830> = PRESSURE FLOW PROCESS FROM NODE 1035.00 TO NODE 1040.00 IS CODE = 5 UPSTREAM NODE 1040.00 ELEVATION = 1217.87 CALCULATE PRESSURE FLOW JUNCTION LOSSES: \O. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 952.9 102.00 56.745 16.793 .139 4.379 2 966.6 102.00 56.745 17.034 -- 4.506 3 13.7 24.00 3.142 4.358 60.000 4 0.0 0.00 0.000 0.000 0.000 - 5 0.0===05 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE U DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1) UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE = .00790 3��NSTREAM FRICTION SLOPE = .00813 AVE?AGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00801 wxTIoN LENGTH(FEET) = 5.00 FRICTION LOSS = .040 ENTRANCE LOSSES = 0.000 �A�HOLE LOSSES GREATER THAN THOMPSON MOMENTUM LOSSES MOMENTUM LOSSES = .110 MANHOLE LOSSES = .225 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = .237+ 4.379- 4.506+( .040)+( 0.000) = .265 NODE 1040.00 : HGL= < 1229.221>;EGL= ( 1233.600>;FLOWLINE= < 1217.870> DRESSURE FLOW PROCESS FROM NODE 1040.00 TO NODE 1232.37 IS CODE = 3 UPSTREAM NODE 1232.37 ELEVATION = 1219.32 CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 952.92 CFS PIPE DIAMETER = 102.00 INCHES PIPE LENGTH = 192.37 FEET MANNINGS N = .01300 CENTRAL ANGLE = 5.740 DEGREES -:RESSURE FLOW AREA = 56.745 SQUARE FEET -LOW VELOCITY = 16.79 FEET PER SECOND VELOCITY HEAD = 4.379 BEND COEFFICIENT(KB) = .0631 '-8=KB*(VELOCITY HEAD) = ( .063>*( 4.379) = .276 � - PIPE CONVEYANCE FACTOR = 10721.156 FRICTION SLOPE(SF) = .0079000 FRICTION LOSSES = L*SF = ( 192.37)*( .0079000) = 1.5e0 ',ODE 1232.37 : HGL= < 1231.017>;EGL= < 1235.396>;FLOWLINE= < 1219.320) ==== = _______________ ~ ` -RESSURE ELUw PROCESS 1--R6JI siODE 123d.37 TO NODE 1397.67 1S CODE 3 �PSTREAM NODE 1397.67 ELEVATION = 1222.43 CALCULATE PRESSURE ELOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 952.92 CFS PIPE DIAMETER = 102.00 INCHES - ~IPE LENGTH = 165.30 FEET MANNINGS N = .01300 CiNTRAL ANGLE = 12.284 DEGREES PESSURE FLOW AREA = 56.745 SUUARE FEET FLOW VELOCITY = 16.79 FEET PER SECOND VELOCITY HEAD = 4.379 BEND COEFFICIENT(KB) = .0924 HB=KB*(VELOCITY HEAD) = ( .092)*( 4.379) = .404 PIPE CONVEYANCE FACTOR = 10721.156 FRICTION SLOPE(SF) = .0079000 =RICTION LOSSES = L*SF = ( 165.30)*( .0079000) = 1.306 \1ODE 1397.67 : HGL= < 1232.727>;EGL= < 1237.106>;FLOWLINE= < 1222.430> PRESSURE FLOW PROCESS FROM NODE 1397.67 TO NODE 1402.34 IS CODE = 5 UPSTREAM NODE 1402.34 ELEVATION = 1222.99 CALCULATE PRESSURE FLOW JUNCTION LOSSES: �O. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 952.9 96.00 50.266 18.958 0.000 5.581 2 952.9 102.00 56.745 16.793 -- 4.379 3 0.0 0.00 0.000 0.000 0.000 - 4 0.0 0.00 0.000 0.000 0.000 - 5 0.0===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4)>/((A1+A2)*16.1) �� \/PSTREAm MANNINGS N = .01300 �� DOWNSTREAM MANNINGS N = .01300 |JPSTREAM FRICTION SLOPE = .01092 LO.qNSTREAM FRICTION SLOPE = .00790 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00941 JUNCTION LENGTH(FEET) = 4.67 FRICTION LOSS = .044 ENTRANCE LOSSES = 0.000 , ANHOLE LOSSES GREATER THAN THOMPSON MOMENTUM LOSSES MOMENTUM LOSSES = .004 MANHOLE LOSSES = .219 J NCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = -1.197+ 5.581- 4.379+( .044)+( 0.000) = .263 NODE 1402.34 : HGL= ( 1231.788>vEGL= < 1237.369>;FLOuLIME= < 1222.990> PRESSURE FLOW PROCESS FROM NODE 1402.34 TO NUDE 1750.83 IS CODE = 3 UPSTREAM NODE 1750.89 ELEVATION = 1227.87 CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): �IPE FLOW = 952.92 CFS PIPE DIAMETER = 96.00 INCHES PIPE LENGTH = 348.55 FEET MANNINGS N = .01300 CENTRAL ANGLE = 25.902 DEGREES -RESSURE FLOW AREA = 50.266 SQUARE FEET - LOW VELOCITY = 18.96 FEET PER SECOND V ELOCITY HEAD = 5.581 BEND COEFFICIENT(KB) = .1341 HB=KB*(VELOCITY HEAD) = ( .134)*( 5.581) = .748 PIPE CONVEYANCE FACTOR = 9120.764 FRICTIUN SLOPE(SF) = .0109157 LOSSES = L*SF = ( 348.55>*( .0l09157) = 3.805 NuDE 1750.89 : HGL= ( 1236.342);EGL= < 1241.922>;FLOWLINE= ( 1227.870) ==________ _ PRESSURE FLOW PROCESS FRUM NODE 1750.89 TO NODE 1802.�4 lS CODE = 3 .JPSTREAM NODE 1802.34 ELEVATION = 1228.53 CALCULATE PRESSURE FLOW PlPE-BEND LOSSES(OCEMA>: PIPE FLOW = 952.92 CFS PIPE DIAMETER = 96.00 INCHES �IPE LE4GTH = 51.45 FEET mANNINGS N = .01300 CENTRAL ANGLE = 32.754 DEGREES 1 RESSuRE FLOW AREA = 50 . 266 SUUARE FEET =LOW VELOCITY = 18. 9 6 FEET PER SECOND V OCITY HEAD = 5.561 BEND COEFFICIENT(KB) = .1508 - 1B=KB*(VELOCITY HEAD) = ( .151)*( 5.581) = .842 PIPE CONVEYANCE FACTOR = 9120.764 FRICTION SLOPE(SF) = .0109157 FRICTION LOSSES = L*SF = ( 51.45)*( .0109157) = .562 NODE 1802.34 : HGL= < 1237.745>;EGL= ( 1243.326};FLOWLINE= < 1228.590> PRESSURE FLOW PROCESS FROM NODE 1802.34 TO NUDE 1812.34 IS CODE = 5 UPSTREAM NODE 1812.34 ELEVATION = 1228.75 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 869.2 96.00 50.266 17.292 6.366 4.643 2 952.9 96.00 50.266 18.958 -- 5.581 3 83.7 42.00 9.621 8.705 50.836 - 4 0.0 0.00 0.000 0.000 0.000 - 5 0.0===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: fY=(02*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4)}/((A1+A2)*16.1) 7 P5TREAM MANWINGS N = .01300 94NSTREAM MANNINGS N = .01300 i� PSTREAM FRICTION SLOPE = .00908 ::OWNSTREAM FRICTION SLOPE = .01092 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01000 JUNCTION LENGTH(FEET) = 10.00 FRICTION LOSS = .100 ENTRANCE LOSSES = 0.000 J.NCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 1.648+ 4.643- 5.581+( .100)+( 0.000) = .811 -, ODE 1812.34 : HGL= ( 1239.493);EGL= < 1244.136>;FLOWLINE= ( 1228.750> PRESSURE FLOW PROCESS FROM NODE 1812.34 TO NUDE 1847.61 IS CODE = 3 uPSTREAM NODE 1847.61 ELEVATION = 1229.03 CALCULATE PRESSURE FLOW PIPE-BEND LOSSE8(OCEMA): �IPE FLOW = 869.17 CFS PIPE DIAMETER = 96.00 INCHES PIPE LENGTH = 35.37 FEET MANNINbS N = .01300 :ENTRAL ANGLE = 22.000 DEGREES PRESSURE FLOW AREA = 50.266 SQUARE FEET =LOW VELOCITY = 17.29 FEET PER SECOND VELOCITY HEAD = 4.643 BEND COEFFICIENT(KB) = .1236 nB=K8*(VELOCITY HEAD) = ( .124)*( 4.643) = .574 PIPE CONVEYANCE FACTOR = 9120.764 FRICTIUN SLOPE(SF) = .0090813 -RICTION LOSSES = L*SF = ( 35.37)*( .0090813) = .321 mODE 1847.61 : HGL= ( 1240.388);EGL= < 1245.031>;FLOWLINE= < 1229.030> �~� ===__ _ ��� PRESSURE FLOW PROCESS FROM NODE 1847.61 TO NODE 1847.61 1S CODE = 5 UPSTREAM NODE 1847.61 ELEVATION = 1229.03 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV � 857.4 96.00 50.266 17.057 .955 4.518 669.2 96.W0 50.266 17.292 -- 4.6+3 3 11.8 21.00 2.405 4.893 ?0.000 - 4 0.0 0.00 0.000 0.000 0.000 - 5 0.0===Q5 EQUALS BASIN INPUT=== �� ��� LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED �� DY=(02*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1) UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE = .00884 DOWNSTREAM FRICTION SLOPE = .00908 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00896 JUNCTION LENGTH(FEET) = 1.75 FRICTION LOSS = .016 ENTRANCE LOSSES = 0.000 *ANHOLE LOSSES GREATER THAN THOMPSON MOMENTUM LOSSES nOMENTUM LOSSES = .126 MANHOLE LOSSES = .232 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = .251+ 4.518- 4.643+( .016)+( 0.000) = .248 NODE 1847.61 : HGL= < 1240.761>;E8L= < 1245.279>;FLOWLINE= < 1229.030> PRESSURE FLOW PROCESS FROM NODE 1847.61 TO NODE 1893.85 IS CODE = 3 UASTREAM NODE 1893.85 ELEVATION = 1229.40 CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 857.40 CFS PIPE DIAMETER = 96.00 INCHES PIPE LENGTH = 46.24 FEET MANNINGS N = .01300 CENTRAL ANGLE = 29.050 DEGREES PRESSURE FLOW AREA = 50.266 SQUARE FEET ;.-LOW . VELOCITY = 17 06 FEET PER SECOND VELOCITY HEAD = 4.518 BEND COEFFICIENT(KB) = .1420 HB=KB*(VELOCITY HEAD) = ( .142)*( 4.518) = .642 -(PE CONVEYANCE FACTOR = 9120.764 FRICTION SLOPE(SF) = .0088370 FRICTION LOSSES = L*SF = ( 46.24)*( .0088370) = .409 vODE 1893.85 : HGL= ( 1241.811>;EGL= < 1246.329>;FLOWLINE= ( 1229.400> PRESSURE FLOW PROCESS FROM NODE 1893.85 TO NUDE 1960.38 IS CODE = 1 )aSTREAM NODE 1960.38 ELEVATION = 1229.93 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 857.40 CFS PIPE DIAMETER = 96.00 INCHES PIPE LENGTH = 66.53 FEET MANNINGS N = .01300 SF=(0/K>**2 = (( 857.40)/( 9120.764))**2 = .0088370 , 1F=L*SF = ( 66.53)*( .0088370) = .588 \IODE 1960.38 : HGL= < 1242.399>;EGL= < 1246.917>;FLOWLlNE= ( 1229.930> P FLOW PROCESS FROM NODE 1960.38 TO NODE 2114.64 IS CODE = 3 uPSTREAM NODE 2114.64 ELEVATION = 1231.16 CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 857.40 CFS PIPE DIAMETER = 96.00 INCHES PIPE LENGTH = 154.26 FEET MANNINGS N = .01300 C�NTRAL ANGLE = 1 1. 273 DEGREES PRESSURE FLOW AREA = 50.266 SQUARE FEET =LOW VELOCITY = 17.06 FEET PER SECOND V�LOCITY HEAD = 4.518 BEND COEFFICIENT(KB) = .0885 �8=1 Hc.AD) = ( .088)*( 4.518) = .400 PIPE CONVEYANCE FACTOR = 9120.764 FRICTION SLOPE(SF) = .0088370 =RICTION LOSSES = L*SF = ( 154.26)*( .0088370) = 1.3b3 -___ . :OUE 2114.64 : HGL= < 1244.16E>:E6L= < l248.680> :FLOWLINE= t 1231.160> PRESSURE FLOW PROCESS FROM NODE 2114.64 TO NODE 2165.63 IS CODE = w� uPSTREAM NODE 2165.83 ELEVATION = 1231.57 �� CALCULATE PRESSURE FLOW FRICTION LOGSES(LACFCD): PIPE FLOW = 857.40 CFS PIPE DIAMETER = 96.00 INCHES PIPE LENGTH = 51.19 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 857.40)/( 9120.764))**2 = .0088370 HF=L*SF = ( 51.19)*( .0088370) = .452 NODE 2165.83 : HGL= < 1244.615};EGL= < 1249.133>vFLOWLINE= < 1231.570> ==_ PRESSURE FLOW PROCESS FROM NODE 2165.83 TO NODE 2187.83 IS CODE = 5 JPSTREAM NODE 2187.83 ELEVATION = 1232.27 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 741.5 90.00 44.179 16.783 14.006 4.374 2 857.4 96.00 50.266 17.057 -- 4.518 3 115.9 51.00 14.186 8.173 16.775 4 0.0 0.00 0.000 0.000 0.000 - 5 0.0===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED DY=(Q2*V2-Q1*V1*C0S(DB_TA1)-Q3*V3*COS(DELTA3)- 04*V4*COS(DELTA4)>/((A1+A2)*16.1) L'PSTREAM MANNINGS N = .01300 m�~ DOWNST�EAM MANNIN8S N = ^ 01300 �~ LPSTREAM FRICTION SLOPE = .00932 DOWNSTREAM FRICTION SLOPE = .00884 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00908 JUNCTION LENGTH(FEET) = 22.00 FRICTION LOSS = .200 E\)T3ANCE LOSSES = 0.000 TUNCTlON LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES/ JUNCTION LOSSES = 1.088+ 4.374- 4.518+( .200)+( 0.000) = 1.143 *ODE 2187.83 : HGL= < 1245.902>;EGL= ( 1250.276>;FLOWLINE= < 1232.270> -RESSURE FLOW PROCESS FROM NUDE 2187.83 TO NODE 2258.70 IS CODE = 2 uPSTREAM NODE 2258.70 ELEVATION = 1233.97 CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 741.45 CFS PIPE DIAMETER = 90.00 INCHES PIPE LENGTH = 70.87 FEET MANNINGS N = .01300 CENTRAL ANGLE = 45.120 DEGREES oRESSURE FLOW AREA = 44.179 SQUARE FEET -LOW VELOCITY = 16.78 FEET PER SECOND VELOCITY HEAD = 4.374 BEND COEFFICIENT(KB) = .1770 , 8=KB*(VELOCITY HEAD) = ( .177)*( 4.374) = .774 PIPE CONVEYANCE FACTOR = 7678.797 FRICTION SLOPE(SF) = .0093235 F1,TlON LOSSES = L*SF ( 70.87)*( .0093235) = .661 NODE 2258.70 : HGL= < 1247.337>;EGL= < 1251.711>:FLOWLINE= < 1233.870} PRESSURE FLOW PROCESS FROM NODE 2258.i0 10 NODE 2258.70 IS CODE = 5 6PSTREAM NODE 2258.70 ELEVATION = 1233.87 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV z 735.5 90.00 4*.179 16.6+7 0.000 2 741.5 90.00 4/^179 16.783 -- 4.374 3 6.0 21.00 2.405 2.495 74.600 - 4 0.0 0.00 0.000 0.000 0.000 - 5 0.0===Q5 EQUALS BASIN I 4 � �� LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-01*V1*COS(DELTA1)-03*V3*COS(DELTA3)- Q4*V4*COS(DEL UPSTREAM MANNlNGS N = .01300 DOWNSTREAM MANNINGS N = .01300 OPSTREAM FRICTION SLOPE = .00917 DOWNSTREAM FRICTION SLOPE = .00932 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00925 JUNCTION LENGTH(FEET) = 1.50 FRICTION LOSS = .014 ENTRANCE LOSSES = 0.000 MANHOLE LOSSES GREATER THAN THOMPSON MOMENTUM LOSSES MOMENTUM LOSSES = .068 MANHOLE LOSSES = .219 JUNCTION LOSSES = DY+HV1-HV2+(FRlCTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = .138+ 4.303- 4.374+( .014)+( 0.000) = .233 NODE 2258.70 : HGL= ( 1247.640>;EGL= < 1251.943>:FLOWLINE= < 1233.870> PRESSURE FLOW PROCESS FROM NODE c_258.70 10 NODE 2292.00 IS CODE = 3 .JPSTREAM NODE 2292.00 ELEVATION = 1234.63 LALCULATE PRESSURE FLOW PI LOSSES (OCEMA) : PIPE FLOW = 735.45 CFS PIPE DIAMETER = 90.00 INCHES clPE LEuGTH = 33.30 FEET mANWINGS N = .01300 C ENTRAL ANGLE = 21.200 DEGREES �p� _��S . SU�E FLOW AREA = 44 179 SQUARE FEET �=� �� ,;LOW VELOCITY = 16.65 FEET PER SECOND VELOCITY HEAD = 4.303 BEND COEFFICIENT(KB) = .1213 - HEAD) = ( .121)*( 4.303) = .522 PIPE CONVEYANCE FACTOR = 7678.797 FRICTION = .0091732 FRICTION LOSSES = L*0F = ( 33.30)*( .0091732) = .305 yjD� �292.0N : HGL= ( 1248.468>:EGL= < z252.771 < 1234.630> __________ _ pRESSURE FLOW PROCESS F-iOM NUDE 2292.00 TO NUDE 2292.00 18 CUDE = 5 .,, NODE 2292.00 ELEVATION = 1234.63 CALCULATE PRESSURE FLOW JUNCTION LOSSES: \O. DlSCHARGE DIAMETER AREA VELOCITY DELTA HV 1 719.5 90.00 44.179 16.287 0.000 4.119 2 735.5 90.00 44.179 16.647 -- 4.303 3 15.9 33.00 5.9+0 2.680 78.500 - 4 0.0 0.00 0.000 0.000 0.000 - 5 0.0===05 EQUALS BASIN INPUT=== _ACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: UY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- 04*V4*L05(DEL A4)>/((A1+A2)*16.1) ��oS�REAM "rANNINGS N = .01300 mANNINGS N = . 01300 ��� �PST�EAM FRIC SLOPE = .00878 �� � ��wWST��A FRICT[ON SLOPE = .00917 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED HS .00898 Ju�CTlO� LENGTH(FEET) = 2.75 FRICTIQN LOSS = .025 Er LOSSES = 0.0 MANHOLE LOSSES GREATER THAN THOMPSON MUMENTUM LOSSES �OMENTuM LOSSES = .178 MANHOLE LOSSES = .215 � - N H1�Tl� 6�/ � w\� NLE LubSES/ ��mCTlUw LU = ��+�Vz- r �+ �- m �u + � � JUNCTION LOSSES = .36�+ 4.119- 4.303+( .025)+( 0.000) = .240 NODE 2292.00 : HGL= < 1248.892>vEGL= ( 1253.011);ELOWLINE= ( 1234.630> � _ *� �� �� DRESSURE FLOW PROCESS FROm NUDE 2292.00 TO NuDE 230/.08 IS CUDE = 3 UPSTREAM NODE 2307.08 ELEVATION = 123497 ! - { CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 719.53 CFS PIPE DlAMETER = 90.00 INCHES PIPE LENGTH = 15.08 FEET MANNINGS N = .01300 CENTRAL ANGLE = 9.600 DEGREES PRESSURE FLOW AREA = 44.179 SQUARE FEET , FLOW VELOCITY = 16.29 FEET PER SECOND VELOCITY HEAD = 4.119 BEND COEFFICIENT(KB) = .0816 hB=KB*(VELOCITY HEAD) = ( .082)*( 4.119) = .336 PIPE CONVEYANCE FACTOR = 7678.797 FRICTION SLOPE(SF) = .0087803 rRlCTION LOSSES = L*SF = ( 15.08)*( .0087803) = .132 WJDE 2307.08 : HGL= < 1249. 361> ;EGL= < 1253. 480} ;FLOWLINE= < 1234-970> / ===---- - - - - - , PRESSURE FLOW PROCESS FRUM NOUE 2232. 82 TO NODE 2487.60 lS CODE = l ,PSTREAM NODE 2487.80 ELEVATION = 1240.74 { CALC-LATE PRESSURE FLOW FRICTION LOSSES(LACFCD): •lPE FLOW = 719.53 CFS PIPE DIAMETER = 90.00 INCHES PTPE LENGTH = 254.98 FEET MAmNINGS N = .0131/4:10 3F=(0/K)**2 = (( 719.53)/( 7678.797)>**2 = .0087803 i F=L*SF = ( 254.q8)*( . 0w878N3) = 2.239 1 , 2487.80 : HGL= < 1251.599>;EGL= < 1255.718>:FLOWLINE= < 1240.740> �w� �� �m� ==__ _ DRESSURE FLOW PROCESS FROM NODE 2487.80 lO NODE 2492.+7 IS CODE = 2 � JPSTREAM NODE 2492.47 E-EVATION = 1240.8l | - ALCULA - E PRESSU�E FLOW MANHOLE LOSS PIPE FLOW = 719.53 CFS PIPE DIAMETER = :70.00 INCHES P3aSSURE FLOW AREA = 44.179 SUUARE FELT FLOW VELOCITY = 16.29 FEET PER SECOND VELOCITY HEAD = 4.119 3 -AN = .05*(VELOCITY HEAD) = .05*( 4.119) = .206 \ODE 2492.47 : HGL= < 1251.805>;EGL= < 1255.924>;FLOWLINE= ( 1240.810> _ PRESSURE FLOW PROCESS FROM NODE 2492.47 TO NODE 2877.93 IS CODE = 1 UPSTREAM NODE 2877.93 ELEVATION = 1246.51 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): �IPE FLOW = 719.53 CFS PIPE DIAMETER = 90.00 INCHES PIPE LENGTH = 385.46 FEET MANNINbS N = .01300 SF=(0/1-")**2 = (( 719.53)/( 7678.797)>**2 = .mN87803 1-1F=L*SF = ( 385.46)*( .0087803) = 3.384 �ODE 2877.93 : HGL= < 1255.190>;EGL= ( 1259.309>;FLOwL1wE= < 1246.510> ` �-� == ---- - ------ -- ------ ---- ---------- -=== �N� P �ESSURE FLOW PROCESS FROM NUDE 2877.93 TO NUDE 2885.93 IS CODE = 5 _PSTREAM NODE 2885.93 ELEVATION = 1246.62 CALCL;LATE PRESSURE FLOW JUNCTIUN LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 S75.0 90.00 44.179 15.278 0.000 3.624 ' 2 . J. J0.00 44.179 10.,::u7 -- 4.i1J 3 4� ^ 6 33.00 5.940 7.506 30.000 - 4 0.0 0.00 0.000 0.000 0.000 5 0.0===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEmA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4)>/((A1+A2)*16.1> U MANNIN6S N = .01300 DJ6NSTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE = .00773 DOWNSTREAM FRICTION SLOPE = .00878 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS ^ 00825 JUNCTION LENGTH(FEET) = 8.00 FRICTION LOSS = .066 ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = .785+ 3.624- 4.119+( .066)+( 0.000) = .357 { NODE 2885.93 : HGL= ( 1256.041>;EGL= < 1259.666>;FLOWLINE= < 1246.620> PRESSURE FLOW PROCESS FROM NODE 2885.93 TO NODE 3174.40 IS CODE = 1 UPSTREAM NODE 3174.40 ELEVATION = 1250.08 CALCULATE PRESSURE FLOW FRICTIONLOSSES(LACFCD): PIPE FLOW = 674.95 CFS PIPE DIAMETER = 90.00 INCHES PIPE LENGTH = 288.47 FEET MANNINGS N = .01300 SF=(0/K)**2 = (( 674.95)/( 7678.797))**2 = .0077260 HF=L*SF = ( 288.47)*( .0077260) = 2.229 NODE 3174.40 : HGL= < 1258.270>;EGL= < 1261.895>;FLOWLINE= < 1250.080> �w* ��� �� PRESSURE FLOW PROCESS FROM NODE 3174.40 TO NODE 3179.07 IS CODE = 2 UPSTREAM NODE 3179.07 ELEVATION = 1250.14 CALCULATE PRESSURE FLOW MANHOLE LOSSES(LACFCD): PIPE FLOW = 674.95 CFS PIPE DIAMETER = 90.00 INCHES PRESSURE FLOW AREA = 44.179 SQUARE FEET FLOW VELOCITY = 15.28 FEET PER SECOND VELOCITY HEAD = 3.624 HMN = .05*(VELOCITY HEAD) = .05*( 3.624) = .181 NODE 3179.07 : HGL= < 1258.451>;EGL= < 1262.076>;FLOWLINE= < 1250.140> PRESSURE FLOW PROCESS FROM NODE 3179.07 10 NODE 3427.24 IS CODE = 1 UPSTREAM NODE 3427.24 ELEVATION = 1253.12 CALCULATE PRESSURE FLOW FRICTION LOSGES(LACFCD): PIPE FLOW = 674.95 CFS PIPE DIAMETER = 90.00 INCHES PIPE LENGTH = 248.17 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 674.95)/( 7678.797))**2 = .0077260 HF=L*SF = ( 248.17)*( .0077260) = 1.917 NODE 3427.24 : HGL= ( 1260.369>;EGL= ( 1263.993>;FLOWLINE= ( 1253.120> PRESSURE FLOW ASSUMPTION USED TO ADJUST HOL AND EGL } LOST PRESSURE HEAD USING SOFFIT CONTROL = .25 NODE 3427.24 : HGL= ( 1260.620>;EGL= ( 1264.245>;FLO6LINE= < 1253.120> PRESSURE FLOW PROCESS FROM NODE 3427.24 TO NOUE 3467.53 IS COUE = 3 UPSTREAM NODE 3467.53 ELEVATION = 1253.60 _ALCULA7E PRESSURE FLOW PIPE-BEND LJS6ES(OL,E PIPE FLOW = 674.�5 CFS DIAMETER = INCHES PIPE LENGTH = 40.29 FEET MANNINGS N = .01300 rENTRAL ANGLE = 17.1W0 DEGREES RESSURE FLOW AREA = 44.179 SUUARE FEET �w� FLOW VELOCITY = �5 28 FEET PER SECOND �m�Y ^ � VELOCITY HEAD = 3.6d4 BEND COE- = .1030 |-B=KB*(VELOCITY HEAD) = ( .109)*( 3.624) = .395 PIPE CONVEYANCE FACTOR = 7678.797 FRlCTION SLOPE(SF) = .0077260 FRICTION LOSSES = L*SF = ( 40.29)*( .0077260) = .311 NODE 3467.53 : HGL= < 1261.326>;EGL= < 1264.951>;FLOWLINE= < 1253.600> - - - PRESSURE FLOW PROCESS FROM NODE 3467.53 TO NODE 3481.53 IS CODE = 5 UPSTREAM NODE 3481.53 ELEVATION = 1253.75 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. NO DISCHARGE DIAMETER AREA VELOCITY DELTA HV ' 1 536.5 90.00 44.179 12.144 5.942 2.290 2 675.0 90.00 44.179 15.278 -- 3.624 3 138.4 48.00 12.566 11.017 38.067 4 0.0 0.00 0.000 0.000 0.000 - 5 0.0===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1) UPSTREAM MANNINGS N = .01300 D�WNST��AM MANNINGS N = .01300 UPST FRICTION SLOPE = .00488 � ��m� DO�NSTREA� FRICTION GLO� . E = 00773 � �m~ AVERAGEO FRICTION SLOPE IN JUNCTIbN ASSUMED AS .00630 JUNCTION LENGTH(FEET) = 14.00 FRlCTION LOSS = .088 ] ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 1.849+ 3.624+( .0 0.04.0) = .603 'ODE 3481.53 : HGL= < < 1265.554>;; < 1253.750} _ _ D FLOW PROCESS FROM NODE 3481.53 IS CODE = 3 _PSTREAM NODE 3600.05 ELEVATI._N = 1254.89 l -- - CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 536.51 CFS PIPE DIAMETER = 90.00 INCHES :IPE LENGTH = 118.52 FEET MANNIN6S N = .01300 CENTRAL ANGLE = 51.000 DEGREES , DRESSURE FLOW AREA = 44.179 SQUARE FEET FLOW VELOCITY = 12.14 FEET PER SECOND - �cLGCIrY HEAD = 2.290 BEND COEFFICIENT(kB) = 1882 ^ �B=KB*(VELOCITY HEAD) = ( .188)*( 2.290) = .431 PIPE CONVEYANCE FACTOR = 7678.797 FRICTION SLOPE(SF) = .0048817 IRICTION LOSSES = L*SF = ( 1l8.5�)*( �048817) = 579 ^ ^ � 3DE 3600.05 : HGL= < l264.273>:EGL= < ( 1254.8W) { ==== =====_______ � �w� �RE6SURE FLJW PROCESS FRUM �ODE ,6L,71.m5 - O NOSE �G�� @5 iS C�bE = 5 ^ / �m~ ,PSTREAM mODE 3600.05 ELEVATION = 1254.89 � �ALC�LATE PRESSURE JUNCTION LOSSES: :3. DlA�EER DELTA �V ' 1 515.5 90.00 44.179 11.669 .679 2.114 :31/1.w 79 | 44 " ' ^ | 3 E0.6 , 7.00 3.9/6 ' 4 0.0 0.00 0.000 0.000 ^ 5 2===Q5 EQUALS BASIN InPUT=== LACFCD AND OCEMA PRESSURE FLUW JUNCTION F'CRMUL*E LSED: DY=(Q2*V2 Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- _ Q4*V4*CO5(DELTA4)>/((A1+A2)* UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE = .00451 DOWNSTREAM FRICTION SLOPE = .00488 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00469 JUNCTION LENGTH(FEET) = 2.25 FRICTION LOSS = .011 ENTRANCE LOSSES = .458 JUNCTION LOSSES = DY+HV1-HV2+(FRlCTION LOSS)+(ENTRANCE LOSSES) } JuNCTION LOSSES = .325+ 2.114- 2.290+( .011)+( .458) = .617 NODE 3600.05 : HGL= ( 1265.067>;EGL= < 1267.181);FLOWLINE= < 1254.890> PRESSURE FLOW PROCESS FROM NODE 3600.05 - O NODE 3638.89 IS CODE = 3 uPSTREAM NODE 3638.89 ELEVATIuN = 1255.26 CALCULATE PRESSURE FLUW PIPE-8END LOSSES(OCEMA) PIPE FLOW 515 71 CFS PIPE DIAMETER 90 00 INCHES } = ^ = ^ plPE LENGTH = 38.84 FEET MANNIN6S N = .01300 CENTRAL ANGLE = 16.100 DEGREES PRESSURE FLOW AREA = 44.179 SQUA FEET =LOW VELOCITY = 11.67 FEET PER SECOND 1 VELOCITY HEAD = 2.116 LEND COEFFTC[ENT(KB) = .1057 -B=KB*(VELOCITY HEAD) = ( .106)*( 2.116) = .224 �m� PlPE CONVEYANCE FACTOR = 7678 . ^ 797 FRICT SLOPE(SF) = . 00+5105 ��� =RICTION LOSSES = L*SF = ( 38.84>*( .0045105) = .175 NODE 3638,89 : HGL= < 1265.464>;EGL= < 1267.580>vFLOWLlNE= ( 1255.260> oRESSURE FLOW PROCESS FRLM NODE ,6:38.89 lO NO0E 15 LODE = UPSTREAM NODE 4021. 17 ELEVATION = 1258. 9i ----- - - --- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLCW = 515.71 CFS PIwE DIAMETER = W.00 INCHES PIPE LENGTH = 382.28 FEET MANNINGS N = .01300 :F=(Q/K)**2 = (( 515.71)/( 7678.797))**2 = .0045185 - 1F=L*SF = ( 382.28)*( .0045105) = 1.724 %ODE 4021.17 : HGL= ( 1267.188>:EGL= < 1269.304>:FLOWLINE= < 1258.930> PRESSURE FLOW PROCESS FROM NODE 4021.17 7O NODE 4025.84 IS CODE = 5 .PSTREAM NODE 4025.84 ELEVATION = 1258.98 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA �V 1 515.7 96.00 50.266 10.260 0.000 1.634 515.7 90.00 4+.179 11.673 -- 2.116 3 0.0 0.00 0.000 0.0 w0 N.000 - ! ` 4 0.0 0.00 0.000 0.000 0.000 - 4 11;) 5 0.0===Q5 EQUALS BAS�� IPUT=== LACFCD AND OCEMA PRESSURE FLUW JLNCTlGN FORMULAE USED: UY=(02*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- 04*V4*COS(DELTA4))/((141+42)*16.1) _PSTREAM MANNINGS N = .01300 ULwmSTxEAM MANN[N6S N = .01300 U:'STREAM FRICTION SLOPE = .00320 DOWNSTREAM FRICTIUN SLOPE = .00451 HVERAGED FRICTION SLOPE IN JUNCTION ASSUmED AS .00385 JUNCTION LENGTH(FEET) = 4.67 FR{CTIUN LOSS = .018 ENTRANCE LOSSES = 0.000 . ;rANHOLE LOSSES GREATER THAN THUMPSLN MOMENTUM LOSSES } nONENTUM LOSSES = -.002 �ANHOLE LOSSES = .100 JUNCTION LOSSES = DY+HV1-HV2+(FRlCTIUN LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = .479+ 1.634- 2.116+( .018)+( 0.000) = .124 \ODE 4025.84 : HGL= < 1267.793>;EGL= ( 1269.428>;FLOwLINE= ( z258.980> PRESSURE FLOW PROCESS FROM NODE 4025.85 10 NODE 4337.65 IS COUE = 1 1.1PSTREAM NODE 4337.85 ELEVATION = 1261.98 2ALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 515.71 CFS PIPE DIAMETER = 96.00 INCHES PIPE LENGTH = 312.01 FEET MANNINGS N = .01300 3F=■Q/K)**2 = (( 515.71)/( 9120.764))**2 = .0031970 HF=L*SF = ( 312.01)*( .00319/0) = .998 hCDE 4337.85 : HGL= < 1268.791>EGL= < _270.425>;FLOALINE= ( 1261.980> -RESSURE FLOW ASSUMPTION USED TO ADJUST H6L Ar,D E_SL LOST PRESSURE HEAD USING SOFFIT CONTROL = 1.19 ..ODE 4337.85 : HGL= < 1869.980>:EGL= ( 1271.615>;FL0,4LI4E= ( 1261.980> _ ":RESSURE FLOW PROCESS FR�M �ODE 4337 u5 lO �ObE 4337 �5 'S CODE = 5 ^ ^ ^ oPSTREA� NODE 4337.85 ELEVATION = 1�61.98 �w� ��� �m� CALCULATE PRESSURE FLOW JUNCTION LOSSES: { NO. DISCHARGE DIAMETER AREA VELOCITY DELTA �V 1 504.1 96.00 50. t0.029 0.01_10 1.562 2 515.7 96.00 50.266 10.260 -- 1.634 3 11.6 21.00 2.405 4.814 000 - 4 0.0 0.00 0.0Y0 0.000 0.0t4J0 - ) 5 0.0===Q5 EQUALS BASIN ImPUT=== L:1CFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULHE LSED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-03*V3*COS(DELTA3)- Q4*V4*COS(DELTA4)>/((Al+A2)*16.1) UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNIN68 N = .01300 UPSTREAM FRICTION SLOPE = .00306 DOWNSTREAM FRICTION SLOPE = .00320 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00313 JUNCTION LENGTH(FEET) = 1.50 FRICTION LOSS = .005 ZNTRANCE LOSSES = 0.000 flANHOLE LOSSES GREATER THAN THOMPSUN MOMENTUM LOSSES �OMENTIJM LOSSES = .073 MANHOLE LOSSES = .082 JUNCTION LOSSES = DY+HV1-HV2+(FRICTILN LOiS)+(EN E LGSSES) JUNCTION LOSSES = .145+ 1.562- 1.634+( .04f5)+( 0.000) = ./i(J6 'ODE 4337.85 : HGL= ( 1270.1 ( 1261.980) PRESSURE FLOW PROCESS FROM NODE 4337.o5 'O NOD:: 4444.50 1S = 1 UPST3EAM �ODE 4444.50 ELEVAT = 1263.0� CALCULATE PRESSURE FLOW FRICTI3N LOSSES(LACFCD): PIPE FLOW = 504.13 CFS PIPE DIAMETER = 96.@0 INCHES PI�E LENGTH = 106 65 FEET mA NNINGS N = . . N1300 = s( 5W4.z3)/( 7J1Ew.764)/**2 = .00,L..05t)1 HF=L*SF = ( 106.65)*( .0030551) = .326 NODE 4444.50 : HGL= < 1270.465>;E6L= < 1272.027>:FLOWLINE= < 1263.000> PRESSURE FLOW ASSUMPTION USED 10 ADJUST HGL AND EGL �m� LOST PRESSURE HEAD USING SOFFIT CONTROL = .54 NODE 4444.50 : HGL= < 1271.000>;EGL= < 1272.562>;FLOWLINE= < 1263.000> _ PRESSURE FLOW PROCESS FRUM NODE 44+4.50 lO NODE 4450.00 1S COUE = 5 UPSTREAM NODE 4450.00 ELEVATION = 1263.05 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV | 1 476.1 96.00 50.266 9.471 0.000 1.393 2 504.1 96.00 50.266 10.029 -- 1.562 3 28.0 30.00 4.909 5.712 45.000 - 4 0.0 0.00 0.000 0.000 0.000 - ) 5 0.0===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULHE uSED: DY=(Q2*V2 04*V4*COS(DELTA4))/((A1+A2)*16.1) UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNIN6S N = .01300 U0STREAM FRICTION SLOPE = .00272 DOWNSTREAM FRlCTIUN SLOPE = .00306 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00289 JUNCTION LENGTH(FEET) = 5.50 FRICTION LOSS = .016 ENTRANCE LOSSES = 0.000 �-� + c JUNCTION LOSSES = DYHV1-HV2+(FRICTION LOSS)+( LOSSES) ��n JUNCTION LOSSES = .2 ^ ^ .016)+( 1 393- 1 562+( 0z6' +( 0 ^ 000) = ^ 115 NODE 4450.00 : HGL= ( 1271.284>;EGL= < 1272.677>;FLOWLINE= < 1263.050> PRESSURE FLOW PROCESS FROM NODE 4450.00 TO NUDE 4909.74 IS CODa = 1 uPSTREAN NODE 4909.74 ELEVATION = 1265.07 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 476.09 CFS PIPE DIAMETER = 96.00 INCHES plPE LENGTH = 459.74 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 476.09)/( 9120.764))**2 = .0027247 HF=L*SF = ( 459.74)*( .0027247) = 1.253 NODE 4909.74 : HGL= < 1272.537>;EGL= < 1273.930>;FLOWLINE= < 1265.070> PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTRuL = .53 NODE 4909.74 : HGL= < 1273.070>;EGL= < 1274.463>;FLOWLINE= < 1265.070/ ':RESSURE FLOW PROCESS FROM NODE 4909.74 TO NUDE 5045.16 IS CODE = 3 UPSTREAM NODE 5045.16 ELEVATIUN = 1265.66 CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 476.09 CFS PPE DIAmETER = 96.00 INCHES �;� PIPE LENGTH = 135.42 FEET MANNlN�S N = .01J00 �� CENTRAL ANGLE = 59.430 DEGKEES PRESSURE FLOW AREA = 50.266 SQUAH E FEET FLOW VELOCITY = 9.47 FEET PER SECOND VELUCITY HEAD = 1.393 BEND COEFFICIENT(K8) = .2Q32 HB=KB*(VELOCITY HEAD) = ( .203)*( 1.393) = .283 PIPE CONVEYANCE FACTOR = 9120.764 FR[CrIuN SLOPE(SF) = .0027 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ® PRESSURE PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** <(<<<<(((((<((<<<<<<(((<<(<<(<<<<<(<<<>>>>>>> > > > > > > > > > > > > > > > > > > > > > > > > >> > > > >> (C) Copyright 1982 Advanced Engineering Software CAES7 Especially prepared for: HALL & FOREMAN, INC. <((((<<<<<<<<<<<<(<<<(<(((<<((<<(<<(<<>>>>>>> > > > > > > > > > > > > > > > > > > > > > > > > > > > > > >> * * * * * * * ** *DESCRIPTION OF RESULTS************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * LATERAL B HYDRAULICS (INDUSTRIAL AREA) * * * * AHMED SHEIKH, J. N. 3551, 3/27/87 * ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 10.35 FLOWLINE ELEVATION = 1236.15 PIPE DIAMETER(INCH) = 51.00 PIPE FLOW(CFS) = 122.72 ASSUMED DOWNSTREAM CONTROL HGL = 1245.467 (<(<<<<<<<<<<<(<(<(<<<<<((<<<<<<<<<<<<>>>>>>> > > > > > > > > > > > > > >) > > > > > > > > > > > > > > >> Advanced Engineering Software SAES] SERIAL No. A0483A REV. 2.2 RELEASE DATE:12/17/82 <(<<(<<<<<<<(<<<<<<<(<<<<<<<<<<<<<<<<<>>>>>>> > > > > > > > > > > > > > > > > > > > > > > > > > > > > > >> = = == PRESSURE FLOW PROCESS FROM NODE 10.35 TO NODE 77.10 IS CODE = 1 UPSTREAM NODE 77.10 ELEVATION = 1,236.88 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 122.72 CFS PIPE DIAMETER = 51.00 INCHES PIPE LENGTH = 66.75 FEET MANNINGS N = .01300 SF =(Q /K) * *2 = (( 122.72)/( 1688.477)) * *2 = .0052825 HF =L *SF = ( 66.75)*( .0052825) = .353 NODE 77.10 : HGL= < 1245.820 >;EGL= < 1246.982 >;FLOWLINE = ( 1236.880) PRESSURE FLOW PROCESS FROM NODE 77.10 TO NODE 121.34 IS CODE = 3 UPSTREAM NODE 121.34 ELEVATION = 1237.37 CALCULATE PRESSURE FLOW PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 122.72 CFS PIPE DIAMETER = 51.00 INCHES PIPE LENGTH = 44.24 FEET MANNINGS N = .01300 CENTRAL ANGLE = 18.770 DEGREES PRESSURE FLOW AREA = 14.186 SQUARE FEET (;) FLOW VELOCITY = 8.65 FEET PER SECOND VELOCITY HEAD = 1.162 BEND COEFFICIENT(KB) = .1142 HB =KB *(VELOCITY HEAD) = ( .114) *( 1.162) = .133 PIPE CONVEYANCE FACTOR = 1688.477 FRICTION SLOPE(SF) = .0052825 FRICTION LOSSES = L *SF = ( 44.24) *( .0052825) = .234 NODE 121.34 : HGL= < 1246. 186> ;EGL= ( 1247. 348> ; FLOWL I NE= ( 1237.370) = = = = =_= PRESSURE FLOW PROCESS FROM NODE 121.34 TO NODE 193.91 IS CODE = 1 UPSTREAM NODE 193.91 ELEVATION = 1238.17 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 122.72 CFS PIPE DIAMETER = 51.00 INCHES PIPE LENGTH = 72.57 FEET MANNINGS N = .01300 SF= (Q /K) * *2 = t( 122.72)/( 1688.477)) * *2 = .0052825 HF =L *SF = ( 72.57) *( .0052825) = .383 NODE 193.91 : HGL= < 1246. 569> ;EGL= < 1247. 731 > ; FLOWL I NE= ( 1238.170) PRESSURE FLOW PROCESS FROM NODE 193.99 TO NODE 198.58 IS CODE = 5 UPSTREAM NODE 198.58 ELEVATION = 1238.22 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 113.7 51.00 14.186 8.018 0.000 .998 ( 2 122.7 51.00 14.186 8.651 -- 1.162 3 9.0 27.00 3.976 2.256 90.000 4 0.0 0.00 0.000 0.000 0.000 - 5 0.0 = = =05 EQUALS BASIN INPUT = == LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-03*V3*COS(DELTA3)- Q4 *V4 *COS(DELTA4)) /((A1 +A2) *16.1) UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE = .00454 DOWNSTREAM FRICTION SLOPE = .00528 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00491 JUNCTION LENGTH(FEET) = 4.67 FRICTION LOSS = .023 ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = DY +HV1 -HV2 +(FRICTION LOSS) +(ENTRANCE LOSSES) JUNCTION LOSSES = .327+ .998- 1.162+( .023)+( 0.000) = .187 NODE 198.58 : HGL= < 1246. 920> ;EGL= < 1247. 918> ; FLOWLINE= ( 1238.220> PRESSURE FLOW PROCESS FROM NODE 198.58 TO NODE 459.47 IS CODE = 1 UPSTREAM NODE 459.47 ELEVATION = 1241.35 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 113.75 CFS PIPE DIAMETER = 51.00 INCHES ® PIPE LENGTH = SF= (Q /K) * *2 = (( 260.89 FEET MANNINGS N = .01300 113.75)/( 1688.477)) * *2 = .0045385 HF =L *SF = ( 260.89) *( .0045385) = 1.184 NODE 459.47 : HGL= < 1248. 104> ;EGL= < 1249. 102> ; FLOWL I NE= ( 1241. 350) PRESSURE FLOW PROCESS FROM NODE 459.47 TO NODE 464.14 IS CODE = 2 UPSTREAM NODE 464.14 ELEVATION = 1241.40 CALCULATE PRESSURE FLOW MANHOLE LOSSES(LACFCD): PIPE FLOW = 113.75 CFS PIPE DIAMETER = 51.00 INCHES PRESSURE FLOW AREA = 14.186 SQUARE FEET FLOW VELOCITY = 8.02 FEET PER SECOND VELOCITY HEAD = .998 HMN = . 05* (VELOCITY HEAD) = .05*( .998) = .050 NODE 464.14 : HGL= < 1248. 154> ;EGL= < 1249. 152> : FLOWL I NE= < 1241.400> PRESSURE FLOW PROCESS FROM NODE 464.14 TO NODE 773.73 IS CODE = 1 UPSTREAM NODE 773.73 ELEVATION = 1242.95 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 113.75 CFS PIPE DIAMETER = 51.00 INCHES PIPE LENGTH = 309.59 FEET MANNINGS N = .01300 SF= (Q /K) * *2 = (( 113.75)/( 1688.477)) * *2 = .0045385 HF =L *SF = ( 309.59)*( .0045385) = 1.405 NODE 773.73 : HGL= < 1249. 559> ;EGL= < 1250. 557> ; FLOWL I NE= < 1242.950> PRESSURE FLOW PROCESS FROM NODE 773.73 TO NODE 778.46 IS CODE = 5 UPSTREAM NODE 778.46 ELEVATION = 1243.00 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 86.1 51.00 14.186 6.066 0.0100 .571 2 113.7 51.00 14.186 8.018 -- .998 3 27.7 24.00 3.142 8.820 90.000 4 0.0 0.00 0.000 0.000 0.000 5 0.0 = = =Q5 EQUALS BASIN INPUT = == LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(02*V2-Q1*V1*COS(DELTA1)-03*V3*COS(DELTA3)- Q4 *V4 *COS(DELTA4)) /((A1 +A2) *16.1) UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE = .00260 DOWNSTREAM FRICTION SLOPE = .00454 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00357 JUNCTION LENGTH(FEET) = 4.67 FRICTION LOSS = .017 ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = DY +HV1 -HV2 +(FRICTION LOSS) +(ENTRANCE LOSSES) JUNCTION LOSSES = .854+ .571- .998+( .017)+( 0.000) = .444 NODE 778.46 : HGL= < 1250. 429) ;EGL= < 1251. 001 > ; FLOWL I NE= < 1243.000> PRESSURE FLOW PROCESS FROM NODE 778.46 TO NODE 1000.00 IS CODE = 1 UPSTREAM NODE 1000.00 ELEVATION = 1244.11 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 86.06 CFS PIPE DIAMETER = 51.00 INCHES PIPE LENGTH = 221.60 FEET MANNINGS N = .01300 SF= (Q /K) * *2 = (( 86.06)/( 1688.477)) * *2 = .0025978 ® HF =L *SF = ( 221.60) *( .0025978) = .576 NODE 1000.00 : HGL= < 1251. 005> ;EGL= < 1251. 576> ; FLOWL I NE= < 1244.110> PRESSURE FLOW PROCESS FROM NODE 1000.00 TO NODE 1144.83 IS CODE = 1 UPSTREAM NODE 1144.83 ELEVATION = 1244.83 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 86.06 CFS PIPE DIAMETER = 51.00 INCHES PIPE LENGTH = 144.83 FEET MANNINGS N = .01300 SF= (Q /K) * *2 = (( 86.06)/( 1688.477)) * *2 = .0025978 HF =L *SF = ( 144.83) *( .0025978) = .376 NODE 1144.83 : HGL= < 1251. 381 > ;EGL= < 1251. 953> ; FLOWL I NE= < 1244. 830> PRESSURE FLOW PROCESS FROM NODE 1144.83 TO NODE 1149.50 IS CODE = 2 UPSTREAM NODE 1149.50 ELEVATION = 1244.90 CALCULATE PRESSURE FLOW MANHOLE LOSSES(LACFCD): PIPE FLOW = 86.06 CFS PIPE DIAMETER = 51.00 INCHES PRESSURE FLOW AREA = 14.186 SQUARE FEET FLOW VELOCITY = 6.07 FEET PER SECOND VELOCITY HEAD = .571 HMN = .05 *(VELOCITY HEAD) = .05 *( .571) = .029 NODE 1149.50 : HGL= < 1251.410> ;EGL= < 1251. 981 > ; FLOWL I NE= < 1244.900) _ PRESSURE FLOW PROCESS FROM NODE 1149.50 TO NODE 1381.31 IS CODE = 1 UPSTREAM NODE 1381.31 ELEVATION = 1246.42 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 86.06 CFS PIPE DIAMETER = 51.00 INCHES PIPE LENGTH = 231.81 FEET MANNINGS N = .01300 SF= (Q /K) * *2 = (( 86.06)/( 1688.477)) * *2 = .0025978 HF =L *SF = ( 231.81)*( .0025978) = .602 ® ( NODE 1381.31 : HGL= < 1252.012) ;EGL= < 1252.583> ; FLOWL INE= < 1246.420> PRESSURE FLOW PROCESS FROM NODE 1381.31 TO NODE 1471.25 IS CODE = 3 UPSTREAM NODE 1471.25 ELEVATION = 1247.29 CALCULATE PRESSURE FLOW PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 86.06 CFS PIPE DIAMETER = 51.00 INCHES PIPE LENGTH = 89.09 FEET MANNINGS N = .01300 CENTRAL ANGLE = 38.160 DEGREES PRESSURE FLOW AREA = 14.186 SQUARE FEET FLOW VELOCITY = 6.07 FEET PER SECOND VELOCITY HEAD = .571 BEND COEFFICIENT(KB) = .1628 HB =KB *(VELOCITY HEAD) = ( .163) *( .571) = .093 PIPE CONVEYANCE FACTOR = 1688.477 FRICTION SLOPE(SF) = .0025978 FRICTION LOSSES = L *SF = ( 89.09) *( .0025978) = .231 NODE 1471.25 : HGL= < 1252. 336> ;EGL= < 1252. 908> ; FLOWL I NE= < 1247. 290> _ = =___ = =_= PRESSURE FLOW PROCESS FROM NODE 1471.25 TO NODE 1475.92 IS CODE = 5 UPSTREAM NODE 1475.92 ELEVATION = 1248.54 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 86.1 36.00 7.069 12.175 0.000 2.302 2 86.1 51.00 14.186 6.066 -- .571 3 0.0 0.00 0.000 0.000 0.000 4 0.0 0.00 0.000 0.000 0.000 - 5 0.0 = = =Q5 EQUALS BASIN INPUT = == LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=( Q2* V2- Q1* V1 *COS(DELTA1)- 03 *V3 *COS(DELTA3)- Q4 *V4 *COS(DELTA4)) /((A1 +A2) *16.1) UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE = .01665 C DOWNSTREAM FRICTION SLOPE = .00260 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00962 JUNCTION LENGTH(FEET) = 4.67 FRICTION LOSS = .045 ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = DY +HV1 -HV2 +(FRICTION LOSS) +(ENTRANCE LOSSES) JUNCTION LOSSES = - 1.536+ 2.302- .571+< .045)+< 0.000) = .239 NODE 1475.92 : HGL= ( 1250. 845) ;EGL= < 1253. 147> ; FLOWL I NE= < 1248. 540) PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = .70 NODE 1475.92 : HGL= < 1251. 540> ;EGL= ( 1253.842> ;FLOWLINE= < 1248. 540> END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM 0 * * * * * * *-IFiF*** iF*•lE•lE** F EE••1F lEjF** 1F* U• 3E lFiFiF#****#•1E*#*•lE* 1E*iF#•lE•iE IE•1 ** ****•1E lE* 1E iF IE #* 1F 1E iE IF I *** 1t PRESSURE PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD.LACRD,& OUEMA HYDRAULICS CRITERION) ******************************************* ** *• * * * * * * * * * * * * * * * * *** ***** * ** <((<((((((( ( <((((( <<<<(<(<(((((<(())>>>)> > > >) > > > > > >)) > > > > > > > > > > > > > >) > > >> (C) Copyright 1982 Advanced Engineering Software CAES] Especially prepared for: HALL & FOREMAN, INC. ((( <(( < <(( << < < < <(( (<((((<<<(<<(<<<<<>>>>>>> >> >) >) > > > > > > >) > > >) > > > > > > > > > > > >> * * * * * * * ** *DESCRIPTION OF RESULTS************* * * * * * * * * * ** * * * * * ** * * ** * ** * * * * ** * INDUSTRIAL AREA HYDRAULICS LATERAL C FROM LINE L *' * 0 25YR, LAT C STA 6. 6, LINE L STA 3467.53 * • VENKI. N. JN 3810, 5/8/87 * *************•******************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** # : *** * ** * ** ** *•:t ** *** * *** * * * * * * * ** lE * * * * * * ** * *** lE * ** 3E * * * * * * *** iE * ** *** * *iEi *** ** NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST _ONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 6.60 FLOWLINE ELEVATICJN = 1255.47 ='I2E DIAMETER(INCH) = 48.00 PIPE FLOW (CFS) = 153.13 ASSUMED DOWNSTREAM CONTROL HGL = 1263. 260 ((((<<(<<<<<<<<(((<<<<(<<(<<((<(<<((<<>)>>>>> > > > > > > > > >) > > > > >) > > >) > > > > > > > > > >> Advanced Engineering Software CAES3 SERIAL No. A0483A REV. 2.2 RELEASE DATE :12 /17/82 <<((( < < <<(((( <((((((( ((<<(((((<( <<(< > > > > > > > > > > >))))))>))) >) >) >) > > >)> > > >> PRESSURE FLOW PROCESS FROM NODE 6.60 TO NODE 180.63 IS CODE = 1 UPSTREAM NODE 180.63 ELEVATION = 1260. 69 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): 2I3_ PLOW = 153.13 CFS PIPE DIAMETER = 48.00 INCHES _.: r E LENGTH = 174.03 FEET MANN I NGS N = .01300 ® SF= (D/ ) * *2 = (( 153.13)/( �F =L *SF = ( 174.03)*( 153. 1,3) / ( :436. 431)) * *2 = . 01 13645 . 0113645) = 1.978 NODE 180.63 : HGL= ( 1265. 238) ;EGL= ( 1267. 544) :FLOWLINE= ( 1260.690) ^t3C _'. :G= Ci..! rimnrc._`r" . ri :t.f nn 1,■nn r, a r..• -f Ti:= - ,.«... ..v „rte ... is rr ' ..• . r .awri .'. . l OiU• CS,.i V I4tJ L►- ♦ OJ. *•K. 1,3 :-PS T REAM "NUDE 185.30 ELEVATION = 1261.05 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 149.6 45.00 11.045 13.547 0.000 2.850 2 153.1 48.00 12.566 12.186 -- 2.306 3 3.5 18.00 1.767 1.986 90.000 4 0.0 0.00 0.000 0.000 0.000 - 5 0.0 = = =Q5 EQUALS BASIN INPUT = == _ACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4 *V4 *COS(DELTA4)) /((A1 +A2) *16.1) UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 :_;='5TR=AM FRICTION SLOPE = .01531 DOWNSTREAM FRICTION SLOPE = .01136 ;WERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01334 ., JNCT I ON LENGTH (FEET) = 4.67 FRICTION LOSS = .062 'ENTRANCE LOSSES = 0. 000 : LOSSES = DY +HV1 -HV2 +(FRICTION LOSS) +(ENTRANCE LOSSES) JUNCTION LOSSES = -.423+ 2.850- 2.306+( .062)+( 0.000) = .183 N3DE 185.30 : HGL= < 1264. 877> ;EGL= ( 1267. 727) ; FLOWL I NE= ( 1261. 050) PRESSURE FLOW PROCESS FROM NODE 185.30 TO NODE 752.00 IS CODE = 1 UPSTREAM NODE 752.00 ELEVATION = 1271.25 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 149.62 CFS PIPE D (AMETER = 45.00 INCHES PIPE LENGTH = 566.70 FEET MANNINGS N = .01300 yR= (I> / 1:) *� = { ( 149.62)/( 1:09.,335)) * *2 = .0153069 HF =L *SF = ( 566.70) *( .0153069) = 8.674 ''ODE 75:.00 : HGL= ( 1273. 551 ) ;EGL= ( 1276. 401 ) ; FLOWL I NE= ( 1271. 250) 'R, =SCORE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL :_OST PRESSURE HEAD USING SOFFIT CONTROL = 1.45 cwt: E E 752.00 : HGL= ( 1275. 000) ;EGL= ( 1277. 850) ; FLOWL I NE= < 1271. 250) DRESSURE FLOW PROCESS FROM NODE 752.00 TO NODE 757.00 IS CODE = 5 iPSTREAM NODE 757.00 ELEVATION = 1271.33 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 133.4 48.00 12.566 10.613 0.000 1.749 2 149.6 45.00 11.045 13.547 -- 2.850 3 16.2 24.00 3.142 5.173 60.000 - 4 0.0 0.00 0.000 0.000 0.000 - 5 0.0 = = =Q5 EQUALS BASIN INPUT=== i_ACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(O2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- 04 *V4 *COS(DELTA4)) /((A1 +A2) *16.1) UPSTREAM MANNINGS N = . 01300 ' ® DOWNSTREAM MANNINGS N = .01300 JP'STREAM FRICTION SLOPE = .00862 .j_)L NSTREAy1 FRICTION SLOPE _ .01531 OVEiRGGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01196 .i. C C ION LENGTH (FEET) = 5.00 FRICTION LOSS = .060 ENTRANCE LOSSES = 0.000 ''alr"T7 - it a/iLit11 _Liti_ ICoT 1" riAl i i �. Il. 1 IT .I (Snit C i'ln_.C1 «... .� 14i(. .. Lt _a. _ti !.! i t .r .. a t' L_. i li , 1 La i 1!J74 Li_I+.1•J/ . \L..'1 1 . \I'1. VV�. L.V •.._I . JUNCTION LOSSES = 1.498+ 1.749- 2.850+( .0b0)+( 0.000) = .457 NODE 757.00 : HGL= < 1276. 558> ;EGL= ( 1278. 307) ; FLO;4L I NE= < 1271.330> ® PRESSURE FLOW PROCESS FROM NODE 757.00 TO NODE 1097.67 IS CODE = 1 UPSTREAM NODE 1097.67 ELEVATION = 1275.15 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 133.37 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 340.67 FEET MANNINGS N = .01300 3F= (G► /ii) * *2 = (( 133.37)/( 1436. 431)) * *2 = .0086208 HF=L*SF = ( 340.67)*( .0086208) = 2.937 BODE 1097.67 : HGL= < 1279. 495> ;EGL= ( 1281. 244) ; FLOWL I NE= < 1275.150> PRESSURE FLOW PROCESS FROM NODE 1097.67 TO NODE 1102.27 IS CODE = 5 UPSTREAM NODE 1102.27 ELEVATION = 1275.20 CALCULATE PRESSURE FLOW JUNCTION LOSSES: \O. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 133.4 51.00 14.186 9. 40 1 0.000 1.372 133.4 48.00 12.566 10.613 -- 1.749 3 0.0 0.00 0.000 0.000 0.000 - 4 71.0 0.00 0.000 0.000 0.000 - 5 0.0===05 EQUALS BASIN INPUT = == : _ACFCD AND OCEIA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2 L4 *V4 *COS(DELTA4)) /((A1 +A2) *16.1) ® i_ P ' STP=AM MANNINGS N = .01300 I" OWNS T REAM MANNINGS N = .01300 UPS? REAM FR.(CTION SLOPE = .00624 DJwNST RFA1 FRICTION SLOPE = .00862 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00743 � NOTION LEN6TH (FEET) = 4.67 FRICTION LOSS = .035 .ENTRANCE LOSSES = 0. 000 ti ANHOLE LOSSES GREATER THAN THOMPSON MOMENTUM LOSSES `rO !EN T UM LOSSES = -. 001 MANHOLE LOSSES = . 087 J LOSSES = DY +HV1 -HV2 +(FRICTION LOSS) +(ENTRANCE LOSSES) JUNCTION LOSSES = .375+ 1.372- 1.749+( .035)+( 0.000) = .122 NODE 1102.27 : HGL= ( 1279. 9'33) ;EGL= ( 1281.366) ; FLOWL I NE= ( 1275.200> PRESSURE FLOW PROCESS FROM NODE 1102.27 TO NODE 1298.75 IS CODE = 1 !PSTREAM NODE 1298.75 ELEVATION = 1276.12 CALCULATE_ PRESSURE FLOW FRICTION LOSSES(LACFCD): =' I PE FLOW = 133.37 CFS PIPE DIAMETER = 51.00 INCHES PIPE LENGTH = 196.48 FEET MANNINGS N = .01300 SF= (0/I{) * *2 = (( 133.37)/( 1688. 477)) **2 = .0062392 HF=L*SF = ( 196.48)*( .0062392) = 1.226 .ODE 1298.75 . HGL= ( 1281. 219) ; E L= ( 1282. 592) ; FLOWLINE= ( 1276. 120) °RESSJRE FLOW PROCESS FROM NODE 12:98.75 TO NODE 1304.25 IS CODE = 5 LPSTRE►; NODE 1304.25 ELEVATION = 1276.14 CALCULATE PRESSURE FLOW JUNCTION LOSSES: .40. DISCHARGE DIAMETERR AREA VELOCITY DELTA HV 1 _08.4 63.00 21.648 5.0057 0.000 .389 3 1. 5 18.00 1.767 .854 90.000 - 4 23.5 30.00 4.909 4.785 45.000 - 5 0.0 = = =05 EQUALS BASIN INPUT = == LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: 7Y =(D2 *V2- 01 *V1* COS (DELTAI)- Q3 *V3 *COS(DELTA Q4 *V4 *C0S(DELTA4)) /((A1 +A2) *16.1) ;2STREAM MANNIN(S N = .01300 DGWNSTREAM MANNINGS N = .01300 _PSTREAM FRICTION SLOPE = .00134 DOWNSTREAM FRICTION SLOPE = .00624 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00379 JUNCTION LENGTH(FEET) = 5.50 FRICTION LOSS = .021 ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = DY +HV 1 -HV2+ (FRICTION LOSS) + (ENTRANCE LOSSES) JUNCTION LOSSES = 1.095+ .389- 1.372 +( .021) +( 0.000) = .133 `ODE 1304.25 : HGL = < 1282. 335> ;EGL= < 1282. 724> ; FLOWL I NE= < 1276. 140> PRESSURE FLOW PROCESS FROM NODE 1304. 25 TO NODE 1466.23 IS CODE = 1 UPSTREAM NODE 1466.23 ELEVATION = 1276.90 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD) : =IDS FLOW = 108.39 CFS PIPE DIAMETER = 63.00 INCHES PIPE LENGTH = 161.98 FEET MANN I Nt9S N = .01300 SF= ({, /K) * *2 = (( 108.39)/( 2966. 316)) * *2 = .0013352 H =L *SF = ( 161.98) *( .0013352) = .216 _ .._J.DE 1466.23 : HGL- < 1282. 551) ;EGL= ( 1282. 941 > ; FLOWL I NE= < 1276. 900> PRESSURE FLOW PROCESS FROM NODE 1466.23 TO NODE 1473.23 IS CODE = 5 _;i: S T REAM NODE 1473.23 ELEVATION = 1276.97 CALCt_iLATE PRESSURE FLOW JUNCTION LOSSES: %O. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 108.4 108.00 63.617 1.704 0.000 .045 108.4 63.00 21.648 5.047 -- .389 3 0.0 57.00 17.721 0.000 60.000 - 4 0.0 60.00 19.635 0.000 60.000 - 5 0. 0 = = =Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(02*V2-Q1*V1*COS(DELTA1) G4 *V4 *COS(DELTA4)) /((A1 +A2) *16. PST REPM MANN I NGS N = .01300 DOWNS T REAM MANN I NGS N = .01300 UPSTREAM FRICTION SLOPE = .00008 DOWNSTREAM FRICTION SLOPE = .00134 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00071 .J.,NCTICN LENGTH(FEET) = 7.00 FRICTION LOSS = .005 rNTRANCE LOSSES = 0.000 'aNHC_L. LOSSES GREATER T-AAN THOt1PSON MOMENTUM LOSSES *1tft1ENTUM LOSSES = -.083 MANHOLE LOSSES = .019 J . A.0 T I ON LOSSES = DY+HV 1 -HV2+ (F R I CT I SON LOSS) + (ENTRANCE LOSSES) JUNCTION LOSSES = .261+ .045- .389+( .005)+( 0.000) = .024 NODE 1473.23 : HGL= ( 1282.920) ;EGL= < 1282. 96,=.0 ; FLOWL I NE= < 1276. 970> PRESSURE -_OW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 3. 05 NODE 1473.23 : HGL= < 1285. 970> ;EGL= < 1286. 015> ;FLOWLINE= < 1276. 970) 4 _ DRPSSURE FLOW PROCESS FROM NODE 1473.23 TO NODE 1709.73 IS CODE = 1 UPSTREAM NODE 1709.73 ELEVATION = 1280.28 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): ( �^ �IPE FLOW = 108.39 CFS . PIPE DIAMETER = 108 0N INCHES =� � � PIPE LENGTH = 236.50 FEET MANNINGS W = .01300 SF=(0/K)**2 = (( 108.39)/( 12486.425))**2 = .0000754 HF=L*SF = ( 236.50)*( .0000754) = .018 NODE 1709.73 : HGL= ( 1285.988);EGL= < 1286.033>;FLOWLINE= ( 1280.280) PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 3.29 \ODE 1709.73 : HGL= ( 1289.280);EGL= ( 1289.325);FLOWLINE= < 1280.280> :9ESSURE FLOW PROCESS FROM NODE 1709.73 TO NODE 1717.73 IS CODE = 5 UPSTREAM NODE 1717.73 ELEVATION = 1286.58 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 74.0 33.00 5.940 12.462 0.000 2.412 2 108.4 108.00 63.617 1.704 -- .045 3 27.9 69.00 25.967 1.074 60.000 - 4 6.5 69.00 25.967 .250 60.000 - 5 0.0===05 EQUALS BASIN INPUT=== LACFC") AND OCEmA PRESSURE FLOW JUNCTION FORMULAE USED: 0Y=(02*V2 D4*V4*COS(DELTA4))/((A1+A2)*16.1) �w� JoSTREA1 YAmNlNGS N = .01300 �� � � 175 mANNIMGS N = .01300 : FRICTION SLOPE = .01959 0O�x1S,R-EAM FRICTION SLOPE = .00008 AVc FRICTION SLOPE IN JUNCTION ASSUMED AS .00983 Ju'~Cr[Gm L7INGTH(FEET) = 8.00 FRICTION LOSS = .079 =V LCSSES = 0.000 ■.CTlON LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = -.673+ 2.412- .045+( .079)+( 0.000) = 1.772 N4ODE 1717.73 : HGL= < 1288.686>:EGL= ( 129z.097>:FLOwLINE= < 1286.580> PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = .64 NODE 1717.73 : HGL= < 1289.330>;EGL= < 1291.742>;FLOWLlNE= ( 1286.580> PRESSURE FLOW PROCESS FROM NODE 1717.73 TO NODE 1797.66 IS CODE = 1 UPSTREAM NODE 1797.66 ELEVATION = 1287.06 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 74.02 CFS PIPE D[AMETER = 33.00 INCHES P:PE LENGTH = 79.93 FEET MANNINGS N = .01300 SF=(2/10**2 = (( 74.02)/( 528.866))**2 = .0195888 i-F=L*SF = ( 79.93)*( .0195888) = 1.566 s]7A 1797.66 : HSL= < 1290.896/:E3L= < 1293.307>vFLOWLINE= ( 1287.060> �� � �. zRESS FLOW PROCESS FROM NODE 1797.66 TO N'JDE 1802.33 IS CODE = 5 _PSTREPM NODE 1802.33 ELEVATIUN = 1287.10 CALC�LATE PRESSURE FLOW JUNCTION LOSSES: ^n r,cr-nzzc J. us.. l in 74.0 45.00 11.045 6.7162 0.000 .6'97 74.0 33.00 5.940 12.462 -- 2.412 0.0 0.00 0.000 0.000 0.000 - 4 0. 0 0. 00 0. 000 0. 0' 0 0.000 - 5 0. 0 = = =05 EQUALS BASIN INPUT = == ® >_.ACFCD ►AND OCE1A PRESSURE FLOW JUNCTION FORMULAE USED: DY=()2*V2-Q1*V1*COS(DELTA1)-03*V3*COS(DELTA3)- c.4 *V4 *COS(DELTA4)) /((A1 +A2) *16.1) _PSTREAM MANNINGS N = .01300 DOWNSTREAM MANN I NGS N = .01300 UPSTREAM FRICTION SLOPE = .00375 D'JWNSTREAM FRICTION SLOPE = .01959 f.VERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01167 UNCT I l N LENGTH (FEET) = 4.67 FRICTION LOSS = .054 ENT - iANC_:E LOSSES = 0.000 :TAANHOLE LOSSES GREATER THAN THOMPSON MOMENTUM LOSSES MOMENTUM LOSSES = -.155 MANHOLE LOSSES = .121 JUNCTION LOSSES = DY +HV1 -HV2 +(FRICTION LOSS) +(ENTRANCE LOSSES) .'UNCTION LOSSES = 1.559+ .697- 2.412 +( .054) +( 0.000) = .175 - ,802.33 : HGL= ( 1292.785> : EGL= ( 1293.482> ; FLOWL I NE= < 1287. 100> PRES:SjRE FLOW PROCESS FROM NODE 1802. 33 TO NODE 2092.34 IS CODE = 1 _ PSTRE ;i ODE 2.092. 34 ELEVATION = 1288. 89 CALCULA -E PRESSURE FLOW FRICTION LOSSES (LACF CD) : - =I DE - VOW = 74. 02 CFS PIPE D I AMETE R = 4:3.00 INCHES = 290.01 FEET MANN T N(58 N = .01300 -5P- (0/ ) * * =' = (( 74.02)/( 120. 335')) * *2 = .0037463 ® i - =i_ *SF = ( 290.01)*( .0037463) = 1.086 \.ODE 2092.34 : H:,L = < 1233. 871) ; EGL= ( 1294. 569) : FLOwL I NE= ( 1288. 890) :h' Jirr r ='_Ow PROCESS FROM NODE 2092.24 TO NODE 2231.38 IS CODE = 3 .PSTi Ni =DE 2231.38 ELEVATION = 1289.75 C ;_CU_A -E PRESSURE FLOW PIPE -BEND LOSSES (OCEMA) : DI=E FLOW = 74.02 CFS PIPE DIAMETER = 4'=;. 00 I CH+ES P' PE LE'` 3'H = 139.04 FEET MANN I NGS N = .01300 CENTRAL ANGLE = 90.000 DEGREES PRESSURE FLOW AREA = 11.045 SQUAKE FEET �LCW VELOCITY = 6.70 FEET PER SECOND VELOCITY HEAD = .697 BEND COEFFICIENT(KB) = .2500 -tB =IKB* (VELOCITY HEAD) = ( .250)*( .697) = .174 PTPE CONVEYPNCE FACTOR = 1209.335 FRICTION SLOPE(SF) = .0037463 FRICTION LOSSES = L *SF = ( 139.04) *( .0037463) = .521 NODE 2231.38 : HGL= ( 1294. 567) ; EGL= ( 1295. 264) : FLOWLINE= ( 1289. 750) PRESSURE FLOW PROCESS FROM NODE 2231.38 '0 NODE 22,!,6.05 IS CODE = 2 PSTRFA NOD= _ _ = .. 05 ELEVATION = 3 r ;URE F: , l `., i i. - S ( _c.w i ;-i:� - �t_iLt L SSA. Lr; CFCD) : ''P_ F..O�I = 74.02 CFS PIPE DIAMETER = 45.00 INCHES ® PRESSURE __Ow AREA = 1 StuUARE FEET FLEW yFLOCT.TY = 6.70 FEET PER SECOND LC'C1 . r.AD = .697 -!Yr•, = . 05* (VFLOC I TY HEAD) = .05*( .697) = ' O iE 22:35.05 . 1 < 1234.601> : EGL= ( 1295.299 ) : F LOwL I NE= ( 1e89.790) .V-9.*****************************************************..***X*************** PRESSURF. PIPE-FLOW HYDRAULICS CON'PUTER PROGRAm PACKA&E (Reference: LACFD.LACRD,& OCEirA t-YERAIILICS CRITERION) <<(<<<<(<((<(<<<<<<<<<<<<<(<<<<<(<(<<()))>>)>>>>>>>>)>>>>>>>>>>>>>>>>>>>>>>) (C) Copyrinht 1982 Advanced Endlneering So EAES3 Esdeclally credared for: HALL & FOREMAN, INC. <((<<((<((<<<((<(<<<<(<((<(<4(((((<0>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>7))>>>> PTIM HP RE8uLTS -Thi-OCTRiAL AREA lAY.DRAul_ics, LATE120,4_ pebtel srA LPrT c . 6.6 ) 4_,Nt s 3444.7.53 * vEAuet-N, TN! 3,9/o 4 -ro 6/m/87 - .-312A1.7 FLI HeDuLIC CCMPuTAT,C DATED ON T'E :.OST FO:(MII AP PROM THE CJRRFNA1 LPCRD,LALFCD. crtir) 0 - -'RESSURE PIPE FLO.%) F,ONROL NIJE 11 = 6.60 FXiL liE ELEVATIA. = P:PE ER(INCH) = 48.00 IPE rLOW(LS) = 153.13 DOw;-S CONTRCL HUL = 121=.3.10 Advanced Enolneering Sof SERIAL Ni:.. PO48 REV. 2.2 RELEASE D.“E:id/17/8c: ( t <(1(<(((((((<(((<(<(((<<((<(<((((0)))% )))>>>)%))))))))>>>>>>))))>>>>>%) FLOW PROCESS FROM NODE 6.60 TO NODE 180.63 .3 (OI:E = 1 sTREAM NODE 180.63 E_EVATInN = 1 LTE PRE3SoRE F_OW FRICTION LOSSES(LACP'CD): P.J = 153.13 S PI2E .41.2 PIPE .._E\;GTH = 174.03 FEET , N = .01200 = .( = 7='....*E4 = ( 1 74. 03)*( .01131=45) = 1.378 1265.6):711,L= E= ( _ - , LuW P.10C26S FRuM NCJDE 1t10.63 ; 1 3 Ct:;2 = 5 NilnR 185.30 E = . 0-5 ^� . ~ :) PRI-.S6u r:_uW Jukif_'(Um LJ6sEd: �O. DISCHARGE DIAMETER Ai-WA VELOCITY Dii_LTA HV � .49.6 43.00 11.045 13.547 0.000 2.8J0 2 153.7 48.00 12.566 12.186 -- 2.306 _3 3.5 1A.00 1.767 1-986 90.000 - '0 0 0 @N @ Q$0 W N8� 0 �@0 u�� ' ^ ' ^ ^ - N�� 5 0.0===Q5 EAJALS B�S}N INQI,r=== .�7.FCD AND OCEMA PRESSUhE FLOW J,/NCTIC F0RmOLAE CSED: 1 4=(Q2*V2 - 0.1*V1*COS(DELTA1)-P3*V3*COS(DFLTA3)- Q4*V4*C8S(DELTA4))/((A1+A2)*t6.1) � -::STREAM MANNINGB N = .01300 JOWNSTREAM MAp|NIN6S N = .01300 '.I.DSTREAM FRICTION SLOPE = .01531 �CA FRICTION SLOPE = .01136 4«RAGEQ FRICTION SLOPE IN JUNCTION ASSUMED AS .01334 I'uCTIDN LENGTH(FEET) = 4.67 FRICTION LOSS = .062 ENTRANCE LOSSES = 0.000 2:jNCTION LOSSES = DY+HV1-HV2+(FRICTION LOS5)+(EnTRqmCE LOSSES) ._:UNCTION LOSSES = -.423+ 2.650- 2.306+( .062`+( 0.000) = .183 �i7217);= 185.30 : HGL= < 1264.877>;EGL= < 1267.727>;i;L6wLlNE= < 1261.050/ ~-======--- - - --------- -- ---====--- _ = - 2 +;:SSF �LOW PROCESS FROM mUDi- 185.30 TO NUDE 752.00 IS C3DE = 1 :=- 7 752.00 ELEVA7ICm = 1271.2 (T.M��. �i7-SS.JE FLGw FRICTION LL;SSiLiS(LACFCD): D 1: = 149.62 C=S PIPE DtAmE = 4 1: ��& `E = 566.70 F!.YET *pNm(*OS z = .1300 - - �� -=(n/� '2�9 . ^ , ,**2 = (( �49 62)/( 335))**2 = . zi153W69 _ -'=.*SF = ( 563.70)*( Qz5J�6) = 8 674 �1� p�, ] ^ ' ^ N `"�� 752'0� : �SL= < 1273.551>:FG/-= ( T276.401>:F'-O,4LP.E= < 1271.250> _ __ .:.'1-SURE �'LLW ASSUMPTlCN USED TO ADJUST HGL AND iE' .�7'7 :-eiS� nEPD US.UAG SOFFIT COnTR: = 1.45 -'''/ �� : �31_= ( 1c:75.&:1.10>; ( 1277.8.50 < 1;:77.,250} _==== :- , =LOW pJC F9Om N/IDE 752.00 TO NUDE 757.00 IS C0DE = 5 . ;',ObE 757.00 ELEVATION = 1271..Cs3 | -- '��''CULAC:E o6E5SURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 133.4 48 �N �2 566 l0 6�3 0 �W� 1 749 . . . . . . 2 143.6 45.00 11.045 13.547 -- 2.8:J0 3 16.2 24.00 3.142 5.173 60.000 - 4 0.0 0.00 0.000 0.000 0.000 - 5 0.0===Q5 EQuALS BASIN IhPUT=== -ACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED DY=(O2*V2 4*V4*C '',:STriEPTI nANWlN6S N = .0174;:f0 ��IjNSTRFAM ngNNTNGS N = .Y:1700 Ur:S7REAM FH S��+E = 00862 � ^ �OS�REPM =R|CTiCu SLODE = .415.;1 �_� �v� S 9AG�D FRICTION LOPE TN JJNCTIUN PS9UMED AS .01196 ��� 3L:W:Tr[N L�\JGr�(T- = 7-..,fl �97 L = .0::.z;7 _ , ��'ANCE LOSSES = 0.000 -: LOSSES = DY+-Vi-HV2+(FRiCTlON LOSS)+(ENTRAmCE JjS6ES) JUNCTION LOSSES = l.498+ 1.749- 2.850+( .�7)>+( 0.000) = .4 , i17)DE 7757.00 : HGi= ( 1 ( 1:+:!75.3 < 1;:::71.3 PRESSURE FLOA PROCESS FROM NODE 757.00 `O ^ -�_JDE' '.097.67 IS CODE = 1 if STHEAri NODE 1037.67 ELEVATION = :275.15 C CALCULATE PRESSURE FLOW FRICTION CUSSES (LAL - FL D) : t' ?. PE FLOW = 133.37 CFS PIPE DIAMETER = 46.00 INC-ES PIPE LENGTH = 340. 67 FEET MANN I N1,S N = . 01.3,10 SF= (Q /K) * *2 = (( 133.37)/( 1436. 431)) * *2 = .008E208 HF =L *SF = ( 340.67)*( .0086208) = 2.937 NODE 1097.67 : HGL= < 1279. 495> ;EGL= < 1281. 244> ; F LO:+4L I NE= < 1275.150> PRESSURE FLOW PROCESS FROM NODE 1097.67 TO NODE 1102.27 IS CODE = 5 UPSTREAM NODE 1102.27 ELEVATION = 1275.20 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 133.4 51.00 14.186 9.401 0.000 1.372 2 133.4 48.00 12.566 10.613 -- 1.749 3 0.0 0.00 0.000 0.000 0.000 - 4 0.0 0.00 0.000 0.000 0.000 - 5 0.0 = = =05 EQUALS BASIN INPUT = == LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: D'Y=(Q2*V2 Q4 *V4 *COS(DELTA4)) /((A1 +A2) *16.1) UPSTREAM MANNINGS N = .01300 DOWNSTREAM MAi4N I NGS N = .01300 UPSTREAM FRICTION SLOPE = .00624 !DOWNSTREAM FRICTION SLOPE = .00862 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00743 JW CTION LENGTH(FEET) = 4.67 FRICTION LOSS = .035 i NTPPNCE _LOSSES = 0.000 :aNr iCi'._E L_uS ES GREATER THAN T HO !PSON M.JMEN T !UM LOSSES j , EN I _ (• ;S = -.001 MANHOLE LOSSES = .067 T. xv - S.S = DY +HV1- NV2 +0= RICTION LOSS) +(E\ITRHNCE LOSSES) r = i„ T I LAN LOSSES = .375+ 1.372- 1.749+( .035)+< 0.000) _ .122 , ODE 1 102. 27 : HGL= < 1279. 993> ;EGL= < i 2t31.:66) ; r L O4L I N.= ( 1275. 200) :'KESSURE FLOW PROCESS FROM NODE 1102.27 TO NUDE 1298.75 IS CODE = 1 s NODE 1298.75 ELEVATION = 1276.12 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): ' I ►-'E FLOW = 133.37 CFS PIPE DIAMETER = 51.00 INCHES ' IPE LENGTH = 196.48 FEET NN I NvS N = .01300 Di = (O /R) * *2 = (( 133.37)/( 188.477))** 2 = .0062392 F - L *SF = ( 196.48)41( .0062392) = 1.226 'DLE 1298.75 . HGL= < 1281. 219> ;EGL= < 1282. 5'92> ::=L OWLINE= < 1276.1`0) /.7S 1�' F '" 7JC 3 FROM t M1 i E -'?8.7: _ 4 _ ._ = 5 .. ..•. i -�� .- ... �.. - i;J �UI'i NM :E. .. i '. IVIJr1 - ?04.2,: , ,. �:3 iJ �;J - J r3DE 1304.25 EL.EVATILJN = 1276.14 : FLiJ 4 .:uNC" I C N LOSSES: € 1 '0='. 4 63.00 4_l. 6' 3 5.007 0.011.0 . 389 Jl. 4011 -- ... • :2 ..1 . `i. ;.;?I 1.767 . 354 40. ' 1€0 - : . :l. Y'Y 4. .!: ^•3 4. - i BASIN iNAi_“== LACFCD A:' CCEMA PRESSURE FLOW JUNCTION FORMULAE USED: D (DELTA1)-03*V3*COS(DELTA3)- V4*CCSUJELTA4))/(tA1-i-A2)41.6.0 ,--- • 37P Epm - (ANNINGS N = .01300 ::a.,NSTREAil mANNINGS N = .01300 r'STFAM FRICTION SLOPE = .00134 ''; FRICTION SLOPE = .00624 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00379 NCTION LENGTH(FEET) = 5.50 FRICTION LOSS = .021 EN LOSSES = 0.000 jU7 LOSSES = DY+HV1-1-1V2+(FRICTION LOSS)+4ENTRANCE LOSSES) 2. LOSSES = 1.095+ .389- 1.372+( .021)+( 0.000) = .133 : 1304.25 : HGL= ( 1282.335)1EGL= < 1282.724)IFLOWLINE= ( 1276.140> •SSURE FLOW PROCESS FROM NODE 1304.25 TO NODE 1466.23 IS CODE = 1 &.9TREPM NODE 1466.23 ELEVATION = 1276.90 . - ,--- DRESSURE FLOW FRICTION LOSSES(LACFC0): 103.39 C:=S - C:A' = 6.3. INCHES -E L:'-i'-GT = i6. ¶.8 FEET reANNINuS N = .01300 = (( 108.39)/( 2966.316))**2 = .0013352 = ( ji.1.98)*( .0013352) = .216 23 : '4EiL= < 551> ;E3 < 1282.941);FLOwLINE= < '1.76.900) - = _..._. - ----- ----- :::S F_C-4 HOCEGS F- ' 1466.23 70 t 1473.23 IS COD6' = 5 .-- .;: ..17:TE 1473.23 ELEVATION = 1276.97 - . C :DRESSOS FLOW JUNCTION LOSSES: '%:). I DIAmETER AREA VELOCITY DELTA HV 8.4 108.00 63.617 1.704 0.000 .045 63.00 21.648 F,_007 0, A 57.00 17.721 O. 000 SO. 000 - - .1.0 f-0.00 1.9.635 0.000 S0.000 - _ 0-0===05 EJLA Ett PUT=== FLOW J.,NCTIrJN FORMULAE USED: ) *V4*COS<OELTP4))/(iA1+A2)*16.1) :c'STRSAM 4NINES N = .01300 L.T,..Ns :eANNINGS N = .01300 HPEiTREAM wRfCTION SLOE = .00008 FRICTION SLOPE = .00134 GED ,7 R . r.CTION SLOPE IN JUNCTION ASSUMED AS .00071 TH(FEET) = 7. FRICTION LOSS = .005 ...P.NCE LOSSES = 0.000 7 '7 , 1-iLE LOSSES GREATER THAN THOreASON MO1YENr6M LOSSES - ':=NTLM LOFE5 = -.083 , MC4NkOLE LOSSES Lf:S..:0-1-NTRW› -..1' = .231+ .045- .389+< •0-V3).+( 0.000) = •024 1:-:_8.90›..01_.= < 1.716*.;65>E= ( 1,-76.9/0) AOj:.ST 0 Ei) L.. .: HPAD USING 307FTT CONTROL = 3.05 1• < 216.0; ( 9) ---- - - _- '::ril N00 12 .7. - i - : - ?3 7n r.H 17!' ':.J ELEVA.IC,4 = LCJE PRESSUI-E =LOW FR7CTILN I_OSSFS(LACFCD): :17= = lo3.33 CS Pi O1 = 108.0b :!7. LE\STI- = ?36.90 FEET 0 ANNTNI..78 N = .01300 = LOS.39)/( 12486.4E5>)**2 = .00'10754 = ( EO6.50)*( .0000754) = .018 . 170q.73 : -113L= < 12t5.q88):E3-= ( 1::26.033):=LCIwLi.E= ( 1280.260> --- ' =LOW CSSuNPTION USED TO AO.I.GT 1.--FIL AND ER_ ..C3T PPPr;SU FEAD ',ZING SOFFIT CONTRiL = 3.29 '4I"J'H 1709.73 : Hf3L < 1289.280> ;GL ( 1c189.325);FLOWLIAIE= < 1280.280> - ='E - 3: - .L!-iE FLOW PROCESS FROM NODE 1709.73 TO NUDE 1717.73 13 CODE = 5 _ NODE 1717.73 ELEVATION = 1285.58 CLCULTE PRESSUr<E FLLM JUNCTICiN LOSSES: D'.SCHARGE DIME A-REA VELOCITY DELTA HV 74.0 45.00 11.045 6.702 0.0e0 .697 1.1 4 108.0!7.I 63.617 1.704 9 69. 25.967 L. '7. 2:9.967 17%;"===1":5 E2..i.:4LS 7 4-91N T''..P.1 7 2") J_cr;c, = .01300 N = = .V037'j FO = .!"120008 '1 r3.OE IN JUNCTION ASSuZfE0 AS .40131 ICTION LOSS = .3 9 = = = .697- .045+( .0.5)+( 0..".00) = .399 717. 73 : -13L= < ( 1.H= tJiED Tn )J.:;1 ;-sin ;ES HEAD LSING EOFFTT CON:RuL = .31 T. 7 17.73 : HGL= < 1289.330 3= ( 1290.087>;=,_OWLI\IE= ( 1285.580> LLO4 POCLES FROM NODE 1717.73 TO NODE 1797.66 IS CD E = 1 STI NODE 1797.66 ELEVATION = 1266.06 .JTE .:::.RESSURE PLOW FRICTION LOSSES(LACFCD): = 74. E' CPS PIPE D:AME = = 79.93 FEET MA\ININ(28 N = .01300 = (( 74.02)/( 1209.335))**2 = .0037463 = ( 79.93)*( .0037463) = .259 12 t7:17.F6 : 1 -4.6L= ( .239.629'?;EG._= ( < L'-;ED T1 AU ST GSTNG SOFFIT CONTROL = 77.-7.O6 !-;I= t 1285.610= ( Lf4 -------- R Jr 'Da = 5 - : :DP 1&'12. 33 ELEVATILN = _ _ A‘-iSA Vs-Lr',; Y ot...Lra4 7 4.0 z5.00 11.045 6.702 0.000 .697 7".0 4 11.1145 6.702 .6g7 3 .3.21 0.000 0.0160 0.000 0.000 0.000 0.0,f POLLS LIPS' TNP"1 c:LOW jic.TIar FOFULJE u buD : - - = -11 2 1, A , 2 - Gr ,4 V1*COS(Dc : _LTA1)-J3*V3*COS(DliLTA3)- 1 )4*V4*GO9(Dc:LA4))/((A1+A2)* 1 .6.1) _PSTFEAm 'tiNNINGS N = .01300 'F,E( NNINGS N = .01300 FR'CTION SLOPE = .00375 STr 7 =3IO - ION = .00379 r/ FRIC SLOPE IN JUNCTION ASSUMED PS .00375 LENGT-1( = 4.67 FR.LCTION LrES = .017 :N . LOSSES = 0.000 LOSSES GREATER THAN TPOMP'SON MJMEN1UM LOSSES , :! - ENTUM LOSSES = -.2100 YANHCLE LOSSES = .035 = LuSS)+(::H LLs) .LS = -.. .697+( .017)+( 0.000 = .052 LA02.,; ( le89.8b3);SOL= < , E= ( 1.7166.1007 =_D4 ARCCESci FRO. vaD-: 10:- "-'21 7- 3 CODE = 1 cO92.34 €LEVATIL'N F-W F LOS- = )4,0=- C 0 1;.. 2 ; = =47).00 (< 74.0.?)/( 11.%.3 = .0037463 _* 2 .002,746) = 3.066 - ":2 ; ( 1630.99);EGL= < 1,-291.646:F ( f=.:)S_NPT 70 POJ 1 -6L. 1-cup Z J_ - C - rEHD _3"mG SOPr=rT CONTROL = 1.37 : ( 1276.017):FOL ( J263.570) FLOW PROCESS FROM NODE 209.34 TO NODE 2c3i.3d IS CODE = 3 ,,I*S NODE 223..38 ELEVATION = 1289.75 - . 7 ,....CULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): F_OW = 74.02 CFS PIPE DIAMETER = 45.00 INCHES =7:AP LENGTH = 139.04 FEET MANNINGS i = .01300 IEN:TRHL ANGLE = 90.1 DEGREES :" FLOW PREP = 11.045 SOUArtE FEET V=-OCITy = 6.70 FEET PER SCOND -"ZAD = .697 BEND COEFFICIENT(KB) = .E500 HEPD) = ( .a50)*( .697) = .174 - zc^. FACT'_R = 1 20q.335 cRTC FL:' = - 37463 1 '2N TSS=c1 = L* = ( 1 .t = .5 IE < 1293.015):EGL= ( 1E'J3.714):-:_OwLE ( 123.750) RE LL.J .=..3_'PTFON j6C--.0 - 0 ADJLSr 1-0L AND EL " ';N _ = .44 r: c: = 3L= ( 1293.500)1EGL= < 1294.193>:FLOWLI\F= ( 12b9.750> -= 2EBSUE = _OW AROOESS cROM - n "-01v 226. 5 S O0oE = Pr- Cl5 = :q_CLLATE P4ESSURE M:4wHOLE LOSSES(LACFCn): FL�W = 74.0E CFS PIPE DTAMETER = 45.WO INCHES F�OW AREA = 11.045 SAUARE FEET VELOCITY = 8.70 FEET PER SECOND ��- O7%TY �EAD = .697 /-- --N = .05*(V"::LUC%TY FEAD) = .05*( ,697) = .035 �[]D2 2236.05 : i-GL= ( 1293.535):EGL= ( 1294.232);F < 1.7:!89.7960) ;Y3ESSU;E FLOW ASSUMPTION USED TO ADJUST HGL AND EGL _OS PRESSURE HEAD USING SOFFIT CONTROL = .o1 , ODE 2236.05 : HGL= 1293.540);E8L= 1294.237>;FLOWLINE= 1289.790} ========"==:=======-============== = =~~==-==="============ t\II) Oz PRESSURE FLOW HYDRAULICS PIPE SYSTEM 117 PRESSURE PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACRD. LACRD, & OCEMA HYDRAULICS CRITERI ON) ** *: * * * * * * * * ** -*************** * * * * * * * * * * * * * * * * * * * * * * * * ** * * * *** * * * * *- ** ** * *** (<((((<<((((((((<<(<(<((<(<((((((<<(<<>>)>))> >) > > > >) >) > >> > > > > > > > > > > > > > > > >) >> (C) Copyright 1982 Advanced Engineering Software CAES1 Especially prepared for: • HALL & FOREMAN, INC. (((((((((<<(<<(<(((((<<(<(<(<((<<(((<>))>>>> > >> > > > >) > > > > > > > >) > > > > >) >) > > > > >) • ** * * * * * ** *DESCRIPTION OF RESULTS************ n* * * * **** * * * *,* * * * * * * * * * * * * * * * * ** * Y ".1 DOS TRIAL A-12.E HYD to RAtmt, LAT L- C F 1 LINE L` *p 100 '/g, SrA 14 66. 23 TO 17/7. 73, 14 rK- 4./ %D i F P, PE Felt S 1)7 rz 7; * / N. i *******0** 3�i - p I oI t �e rrA r?97.66 * ** * * * * * * *4* ** * ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ******.*************.**.*.***.******************* * * * * * * * * * * * * ** * * * * * * * * * * * * * * * ** NOTE: STEADY FLOW HYDRAULIC -HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD. LACFCD, AND 0CEM O E'ti I6N ' ^A' LS. . DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: 00E ^.UIY;SER - 1466.23 FLOWL I NE ELEVA I I uN = 12 PIPE DIAMETER(INCH) = 63.00 PIPE FL0 (rC =S) = 549.52 ASSUMED DOWNSTREAM CONTROL H(3L = 1282. 550 ( ((;(<<<(<(<(<<<<(<<<(((<<((<<<<((<> ) )>> > > > >)> > > >) >) > >) >) > >)> >)>))) >> > > >> Advanced Engineering Software CAES7 SERIAL No. k0483A REV. 2.2 RELEASE DATE:12 /17/82 <(<(<<<<((((<(<(((((<<<(((<(((<(((< O>))>>> ) > > > > >)) > > > > > > > > > > > > > > > > > > PRESSURE FLOW PROCESS FROM NODE 1466.23 TO NODE 1473.23 CS CODE = 5 k.! NODE 1473.23 ELEVATION = 1276.9/ j:ACULATE PRESSURE FLOW JUNCTION LOSSES: DISCHARGE D “4MET. ER AREA VELOCITY I'EL ; A HV .549.5 108.00 63.617 8.638 0.00 1.159 549. 5 63. 00 x.43 25. 385 -- 10. 005 3 0. 0 57. 00 17. 721 0. 000 60. 000 - 0. 0 60. 00 1 9. 6 5 Vl. 0 00 X1 . 000 0.0===05 EQUALS BASIN INPUT = == AND =)CEmA PRESSURE FLOW JUNCTION FORMULAE USED: DY =( k'V2 -!a *'V1*CUBS(L)LL_TA1) -tr3 *V *COS(i)r_iH3) -- 04 *V4 *COS(DELTA4))I((A1 +A2> *16.1) UPS'i ilEAM NN I NO N = .01300 DOWNSTREAM MANNINt4S N = .01300 iJA'STREAM FRICTION SLOPE _ .00194 A ?� GOWNSTRF.AM FRICTION SLOPE _ .034.32 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01813 JuNCTION LENGTH(FEET) = 7.00 FRICTION LOSS = .127 ENTRANCE LOSSES = 0.000 MANHOLE LOSSES GREATER THAN THOMPSON MOMENTUM LOSSES MOMENTUM LOSSES = -2.144 :MANHOLE LOSSES = .500 JUNCTION LOSSES = DY+HV 1 -HV2+ (FRICTION LOSS) + (EI' T Ri -iNC,E LOSSES) JUNCTION LOSSES = 6.704+ 1.159-10.006+( .127)+( 0.000) = .627 ' BODE 1473.23 : HGL= ( 1292.025) ;EGL= ( 1293. 183) : FLQWL I NE= < 1276.970) P RESSURE FLOW PROCESS FROM NODE 1473.23 10 NObE 1709.73 IS CODE = 1 UPSTREAM NODE 1709.73 ELEVATION = 1280.23 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): i= tiP'E FLOW = 549.52 CFS PIPE DIAMETER = 108.00 INCHES I PE LENGTH = 236.50 FEET MANN I NGS N = .01300 3F= (0“) * *a: - (( 549.52)/( 12486. 425)) * *2 = .0013368 =L *S!= = ( 236.50)*( .0019368) = .458 'ODE 1709.73 . HGL= ( 1292.483> :EGL= < i29.3.64'> : FLOWL I rE= < 1280. 230> c'. ESSUHE FLOW PROCESS FRuM NODE 1703. 73 0 NODE 1717.73 . S CODE = 5 'STREAM NODE 1717.73 ELEVATION = 1x86.58 CaLCJLA E PRESSURE FLOW JUNCTION LOSSES: NO. _DISCHARGE DIAMETER AREA VELOCITY DELTA HV 95.4 45.00 1 :t .045 8. .39 0. Q � 0 1.189 J 54 �. 109. 00 63.617 8. 63d - - 1.159 3 240. 5 72. 00 28.274 8. 506 60. 000 - 4 213.6 b9. 00 25.967 8.226 60.000 - 5 0.0===05 EQUALS BASIN INPUT = == At:D OCEMA PRES311HE FLOW JUNCTION FC:R i1_r 4E UsED: u Y.= (Q 2 *'V2 -Q .t *V 1 *COS (DELTA 1) -Q3 *V3 *COS (DEL "N3) - {;!4 *V4 *COS (DELTA%±)) / ((A1 +A2) *16. 1 ) UPSTREAM MAjJN I NGS N = .01300 DOWNSTREAM MAt'4NINUS N = .01300 '; S T RE1 FRICTION SLOPE = .00623 _l0WNSTREAM FRICTION SLOPE = .00194 aJERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00408 JUNCTION LEND T H (FEET) = 8.00 FRICTION LOSS = .033 NTRANCE LOSSES = 0.000 JUNCTION LOSSES = DY +HV1- HV2 +(FRICTION LOSS) +(ENTRANCE LOSSES) JUNCTION LOSSES = 1.681+ 1.159- 1.159+( .033)+( 0.000) = 1.714 :ODE 1717.73 : HGL= < 1294. 197> ;EGL= ( 1295. 356) ; FLOWL I NE= ( 1285. 580) '!D OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM �ptz 33 � - = 12..c)3-79 3 6 pot C Q Cpt,CS ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PRESSURE PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** <(<<(<<<<<<((<<((<(<(<(<<((<<(<<(<<(<<>>>>>>> > > > > > > > > > > > > > > > > > > > > > > > > > > > > > >> (C) Copyright 1982 Advanced Engineering Software CAES] Especially prepared for: HALL & FOREMAN. INC. <(<<<<<<<<<<<((<<<<<(<<<<(<<<(<(<<((<<>>>>>>> > > > > > > > > > > > > > > > > > > > > > > > > > > > > > >> * * * * * * * ** *DESCRIPTION OF RESULTS************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * INDUSTRIAL AREA HYDRAULICS LATERAL D FROM LINE L * * Q 25 YR ,LATERAL STA 5.65 (LINE L STA 1803.85) * * VENKI.N, J.N 3551, 3/17/87 * ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. fa DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 5.65 FLOWLINE ELEVATION = 1230.92 PIPE DIAMETER(INCH) = 42.00 PIPE FLOW(CFS) = 105.59 ASSUMED DOWNSTREAM CONTROL HGL = 1239.060 ((<<<(<(<((((<<(<(((<<((<(<<(<<((<<((<>>>>>>> >>>>>> >>>> >> >>>>>>>>> >>>>>>>>>> Advanced Engineering Software CAES] SERIAL No. A0483A REV. 2.2 RELEASE DATE :12 / 17/82 <((<<<(<(<<((<(<<<<(((((<<(<(<(((<<(<<>>>>>>> > > > > >) > > > > > > > > >> > > > > > > > > > > > > > >> PRESSURE FLOW PROCESS FROM NODE 5.65 TO NODE 183.71 IS CODE = 1 UPSTREAM NODE 183.71 ELEVATION = 1235.09 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 105.59 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 178.06 FEET MANNINGS N = .01300 SF= (0/K) * *2 = (( 105.59)/( 1006.105)) * *2 = .0110144 HF =L *SF = ( 178.06)*( .0110144) = 1.961 NODE 183.71 : HGL= ( 1241. 021 ) ; EGL= < 1242. 891) ; FLOWL I NE= ( 1235.090> ____ PRESSURE FLOW PROCESS FROM NODE 183.71 TO NODE 347.67 IS CODE = 3 UPSTREAM NODE 347.67 ELEVATION = 1238.94 CALCULATE PRESSURE FLOW PIPE-BEND LOSSEG(OCEMA): PIPE FLOW = 105.59 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 163.96 FEET MANNINGS N = .01300 CENTRAL ANGLE = 3.336 DEGREES PRESSURE FLOW AREA = 9.621 SQUARE FEET FLOW VELOCITY = 10.97 FEET PER SECOND VELOCITY HEAD = 1.870 BEND COEFFICIENT(KB) = .0481 HB=KB*(VELOCITY HEAD) = ( .048)*( 1.870) = .090 PIPE CONVEYANCE FACTOR = 1006.105 FRICTION SLOPE(SF) = .0110144 FRICTION LOSSES = L*SF = ( 163.96)*( .0110144) = 1.806 NODE 347.67 : HGL= 1242.917>;EGL= ( 1244.787>;FLOWLINE= ( 1238.940> = PRESSURE FLOW PROCESS FROM NODE 347.67 TO NODE 352.34 IS CODE = 2 UPSTREAM NODE 352.34 ELEVATION = 1239.03 CALCULATE PRESSURE FLOW MANHOLE LQSSES(LACFCD): PIPE FLOW = 105.59 CFS PIPE DIAMETER = 42.00 INCHES PRESSURE FLOW AREA = 9.621 SQUARE FEET FLOW VELOCITY = 10.97 FEET PER SECOND VELOCITY HEAD = 1.870 HMN = .05*(VELOCITY HEAD) = .05*( 1.870) = .094 NODE 352.34 : HGL= < 1243.011>;EGL= ( 1244.881>;FLOWLINE= ( 1239.030} PRESSURE FLOW PROCESS FROM NODE 352.34 TO NODE 716.13 IS CODE = 3 UPSTREAM NODE 716.13 ELEVATION = 1243.76 ' CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 105.59 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 363.79 FEET MANNINGS N = .01300 CENTRAL ANGLE = 7.402 DEGREES PRESSURE FLOW AREA = 9.621 SQUARE FEET FLOW VELOCITY = 10.97 FEET PER SECOND VELOCITY HEAD = 1.870 BEND COEFFICIENT(KB) = .0717 HB=KB*(VELOCITY HEAD) = ( .072)*( 1.870) = .134 PIPE CONVEYANCE FACTOR = 1006.105 FRICTION SLOPE(SF) = .0110144 FRICTION LOSSES = L*SF = ( 363.79)*( .0110144) = 4.007 NODE 716.13 : HGL= ( 1247.152>;EGL= < 1249.022>;FLOWLINE= ( 1243.760> PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = .11 NODE 716.13 : HGL= < 1247.260};EGL= < 1249.130>;FLOWLINE= ( 1243.760> PRESSURE FLOW PROCESS FROM NODE 716.13 TO NODE 728.13 IS CODE = 5 UPSTREAM NODE 723.13 ELEVATION = 1245.11 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 36.6 27.00 3.976 9.210 .142 1.317 2 105.6 42.00 9.621 10.975 -- 1.870 3 50.0 33.00 5.940 8.416 45.000 - 4 19.0 24.00 3.142 6.042 45.000 - 5 0.0===05 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- 04*V4*COS(DELTA4))/((A1+A2)*16.1> UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE = .01398 DOWNSTREAM FRICTION SLOPE = .01101 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01250 JUNCTION LENGTH(FEET) = 7.00 FRICTION LOSS = .087 ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 2.023+ 1.317- 1.870+( .087)+( 0.000) = 1.558 NODE 723.13 : HGL= ( 1249.371);EGL= ( 1250.688);FLOWLINE= ( 1245.110> PRESSURE FLOW PROCESS FROM NODE 723.13 TO NODE 805.57 IS CODE = 3 UPSTREAM NODE 805.57 ELEVATION = 1246.26 CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 36.62 CFS PIPE DIAMETER = 27.00 INCHES PIPE LENGTH = 82.44 FEET MANNINGS N = .01300 CENTRAL ANGLE = 1.677 DEGREES PRESSURE FLOW AREA = 3.976 SQUARE FEET FLOW VELOCITY = 9.21 FEET PER SECOND VELOCITY HEAD = 1.317 BEND COEFFICIENT(KB) = .0341 HB=KB*(VELOCITY HEAD) = ( .034)*( 1.317) = .045 PIPE CONVEYANCE FACTOR = 309.703 FRICTION SLOPE(SF) = .0139813 FRICTION LOSSES = L*SF = ( 82.44)*( .0139813) = 1.153 NODE 805.57 : HGL= < 1250.569>;EGL= ( 1251.886);FLOWLINE= ( 1246.260> PRESSURE FLOW PROCESS FROM NODE 805.57 TO NODE 1197.67 IS CODE = 3 UPSTREAM NODE 1197.67 ELEVATION = 1251.75 CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = . 36.62 CFS PIPE DIAMETER = 27.00 INCHES ��� ��� PIPE LENGTH = 392.10 FEET MANNINGS N = .01300 �� CENTRAL ANGLE = 12.593 DEGREES PRESSURE FLOW AREA = 3.976 SQUARE FEET FLOW VELOCITY = 9.21 FEET PER SECOND VELOCITY HEAD = 1.317 BEND COEFFICIENT(KB) = .0935 HB=KB*(VELOCITY HEAD) = ( .094)*( 1.317) = .123 PIPE CONVEYANCE FACTOR = 309.703 FRICTION SLOPE(SF) = .0139813 FRICTION LOSSES = L*SF = ( 392.10)*( .0139813) = 5.482 NODE 1197.67 : HGL= ( 1256.174);EGL= ( 1257.491);FLOWLINE= ( 1251.750> ==== = PRESSURE FLOW PROCESS FROM NODE 1197.67 TO NODE 1202.34 IS CODE = 2 UPSTREAM NODE 1202.34 ELEVATION = 1251.82 CALCULATE PRESSURE FLOW MANHOLE LOGSES(LACFCD): PIPE FLOW = 36.62 CFS PIPE DIAMETER = 27.00 INCHES PRESSURE FLOW AREA = 3.976 SQUARE FEET FLOW VELOCITY = 9.21 FEET PER SECOND VELOCITY HEAD = 1.317 HMN = .05*(VELOCITY HEAD) = .05*( 1.317) = .066 NODE 1202.34 : HGL= ( 1256.240);EGL= ( 1257.557);FLOWLINE= < 1251.820> PRESSURE FLOW PROCESS FROM NODE 1202.34 TO NODE 1697.67 IS CODE = 3 � UPSTREAM NODE 1697.67 ELEVATION = 1260.24 -- CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 36.62 CFS PIPE DIAMETER = 27.00 INCHES PIPE LENGTH = 495.33 FEET MANNINGS N = .01300 CENTRAL ANGLE = 15.908 DEGREES PRESSURE FLOW AREA = 3.976 SQUARE FEET FLOW VELOCITY = 9.21 FEET PER SECOND -- ___--- . - VELOCITY HEAD = 1.317 BEND COEFFICIENT(KB) = .1051 HB=KB*(VELOCITY HEAD) = ( .105)*( 1.317) = .138 PIPE CONVEYANCE FACTOR = 309.703 FRICTION SLOPE(SF) = .0139813 FRICTION LOSSES = L*SF = ( 495.33)*( .0139813) = 6.925 �@� NODE 1697.67 : HGL= < 1263.304>;EBL= ( 1264.621);FLOWLINE= < 1260.240> �� PRESSURE FLOW PROCESS FROM NODE 1697.67 TO NODE 1702.34 IS CODE = 2 UPSTREAM NODE 1702.34 ELEVATION = 1260.32 CALCULATE PRESSURE FLOW MANHOLE LOSSES(LACFCD): PIPE FLOW = 36.62 CFS PIPE DIAMETER = 27.00 INCHES PRESSURE FLOW AREA = 3.976 SQUARE FEET FLOW VELOCITY = 9.21 FEET PER SECOND VELOCITY HEAD = 1.317 HMN = .05*(VELOCITY HEAD) = .05*( 1.317) = .066 NODE 1702.34 : HGL= ( 1263.370);EGL= ( 1264.687);FLOWLINE= ( 1260.320> = PRESSURE FLOW PROCESS FROM NODE 1702.34 TO NODE 1962.21 IS CODE = 3 UPSTREAM NODE 1962.21 ELEVATION = 1264.74 CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 36.62 CFS PIPE DIAMETER = 27.00 INCHES PIPE LENGTH = 259.87 FEET MANNINGS N = .01300 CENTRAL ANGLE = 8.346 DEGREES PRESSURE FLOW AREA = 3.976 SQUARE FEET FLOW VELOCITY = 9.21 FEET PER SECOND VELOCITY HEAD = 1.317 BEND COEFFICIENT(KB) = .0761 HB=KB*(VELOCITY HEAD) = ( .076)*( 1.317) = ~100 41 � PIPE CONVEYANCE FACTOR = 309.703 FRICTION SLOPE(SF) = .0139813 � FRICTION LOSSES = L*SF = ( 259.87)*( .0139813) = 3.633 NODE 1962.21 : HGL= < 1267.103>;EGL= ( 1268.420);FLOWLINE= ( 1264.740) ---= PRESSURE FLOW PROCESS FROM NODE 1962.21 TO NODE 2085.96 IS CODE = 1 UPSTREAM NODE 2085.96 ELEVATION = 1266.84 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 36.62 CFS PIPE DIAMETER = 27.00 INCHES PIPE LENGTH = 123.75 FEET MANNINGS N = .01300 8F=(Q/K)**2 = (( 36.62)/( 309.703))**2 = .0139813 HF=L*SF = ( 123.75)*( .0139813) = 1.730 NODE 2085.96 : HGL= ( 1268.833);EGL= 1270.151>;FLOWL%NE= ( 1266.840) PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = .26 NODE 2085.96 : HGL= ( 1269.6090);EGL= ( 1270.4607);FLOWLINE= ( 1266.840> == === PRESSURE FLOW PROCESS FROM NODE 2085.96 TO NODE 2142.26 IS CODE = 3 UPSTREAM NODE 2142.26 ELEVATION = 1267.80 CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 36.62 CFS PIPE DIAMETER = 27.00 INCHES PIPE LENGTH = 56.30 FEET MANNINGS N = .01300 CENTRAL ANGLE = 1.880 DEGREES PRESSURE FLOW AREA = 3.976 SQUARE FEET FLOW VELOCITY = 9.21 FEET PER SECOND VELOCITY HEAD = 1.317 BEND COEFFICIENT(KB) = .0361 HB=KB*(VELOCITY HEAD) = ( .036)*( 1.317) = .048 PIPE CONVEYANCE FACTOR = 309.703 FRICTION SLOPE(SF) = .0139813 FRICTION LOSSES = L*SF = ( 56.30)*( .0139813) = .787 NODE 2142.26 : HGL= ( 1269.925>;EGL= < 1271.242>;FLOWLINE= ( 1267.800> PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = .13 NODE 2142.26 : HGL= < 1270.050>;EGL= < 1271.367>;FLOWLINE= < 1267.800} PRESSURE FLOW PROCESS FROM NODE 2142.26 TO NODE 2147.26 IS CODE = 5 UPSTREAM NODE 2147.26 ELEVATION = 1268.13 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 22.2 24.00 3.142 7.073 .167 .777 2 36.6 27.00 3.976 9.210 -- 1.317 3 14.4 21.00 2.405 5.987 60.000 - 4 0.0 0.00 0.000 0.000 0.000 - 5 69.89===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=M2*V2-Q1*V1*COS(DELTA1)-03*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1) UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE = .00965 DOWNSTREAM FRICTION SLOPE = .01398 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01181 JUNCTION LENGTH(FEET) = 5.00 FRICTION LOSS = .059 ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 1.196+ .777- 1.317+( .059)+( 0.000) = .714 NODE 2147.26 : HGL= ( 1271.3695>;EGL= ( 1272.082>;FLOWLINE= < 1268.130> ===== PRESSURE FLOW PROCESS FROM NODE 2147.26 TO NODE 2377.28 IS CODE = 3 UPSTREAM NODE 2377.28 ELEVATION = 1271.12 CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 22.22 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 230.02 FEET MANNINGS N = .01300 CENTRAL ANGLE = 7.780 DEGREES PRESSURE FLOW AREA = 3.142 SQUARE FEET FLOW VELOCITY = 7.07 FEET PER SECOND VELOCITY HEAD = .777 BEND COEFFICIENT(KB) = .0735 HB=NB*(VELOC%TY HEAD) = ( .074)*( .777) = .057 PIPE CONVEYANCE FACTOR = 226.224 FRICTION SLOPE(SF) = .0096474 FRICTION LOSSES = L*SF = ( 230.02)*( .0096474) = 2.219 NODE 2377.28 : HGL= ( 1273.581>;EGL= ( 1274.358>;FLOWLINE= ( 1271.120> =w, PRESSURE FLOW PROCESS FROM NODE 2377.28 TO NODE 2564.50 IS CODE = 1 UPSTREAM NODE 2564.50 ELEVATION = 1273.56 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 22.22 CFS PIPE DIAMETER = 24.00 INCHES ��� 187.22 LENGTH = 187.� FEET MANNINGS N = .01300 �� �- SF=(Q/K)**2 = (( 22.22)/( 226.224))**2 = .0096474 HF=L*SF = ( 187.22)*( .00)96474} = 1.806 NODE 2564.50 : HGL= ( 1275.387>;EGL= ( 1276.164>;FLOWLINE= ( 1273.560> PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = .17 NODE 2564.50 : HGL= ( 1275. 560) ;EGL= < 1276. 337> ; FLOWL I NE= ( 1273. 560) PRESSURE FLOW PROCESS FROM NODE 2564.50 TO NODE 2569.17 IS CODE = 2 UPSTREAM NODE 2569.17 ELEVATION = 1273.62 CALCULATE PRESSURE FLOW MANHOLE LOSSES(LACFCD): PIPE FLOW = 22.22 CFS PIPE DIAMETER = 24.00 INCHES PRESSURE FLOW AREA = 3.142 SQUARE FEET FLOW VELOCITY = 7.07 FEET PER SECOND VELOCITY HEAD = .777 HMN = . 05* (VELOCITY HEAD) = .05*( . 777> = .039 NODE 2569.17 : HGL= ( 1275.599) ;EGL= < 1276. 376> ; FLOWL I NE= < 1273.620> PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = .02 NODE 2569.17 : HGL= ( 1 275.620) ;EGL= ( 1276. 397) ; FLOWL I NE= < 1273.620> PRESSURE FLOW PROCESS FROM NODE 2569.17 TO NODE 2669.86 IS CODE = 3 UPSTREAM NODE 2669.86 ELEVATION = 1274.93 CALCULATE PRESSURE FLOW PIPE -BEND LOSSES(OCEMA): PIPE FLOW = 22.22 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 103.03 FEET MANNINGS N = .01300 CENTRAL ANGLE = 65.590 DEGREES PRESSURE FLOW AREA = 3.142 SQUARE FEET FLOW VELOCITY = 7.07 FEET PER SECOND VELOCITY HEAD = .777 BEND COEFFICIENT(KB) = .2134 HB =KB *(VELOCITY HEAD) = ( .213) *( .777) = .166 ® PIPE CONVEYANCE FACTOR = 226.224 FRICTION SLOPE(SF) = .0096474 FRICTION LOSSES = L *SF = ( 103.03) *( .0096474) = .994 NODE 2669.86 : HGL= ( 1276. 780) ;EGL= ( 1277. 557) ; FLOWL I NE= < 1274.930> PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = .15 NODE 2669.86 : HGL= ( 1276. 930) ;EGL= ( 1277. 707) ; FLOWL I NE= ( 1274. 930) _ = =__= PRESSURE FLOW PROCESS FROM NODE 2673.86 TO NODE 2673.86 IS CODE = 8 UPSTREAM NODE 2673.86 ELEVATION = 1275.03 CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW(CFS) = 22.22 PIPE DIAMETER(INCH) = 24.00 PRESSURE FLOW VELOCITY HEAD = .777 CATCH BASIN ENERGY LOSS = .2 *(VELOCITY HEAD) = .2 *( .777) = .155 NODE 2673.86 : HGL= ( 1277. 862) ;EGL= ( 1277. 862) ; FLOWL I NE= ( 1275.030> ____ _ _ == END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM • . . . . . ..,.. ..... . - - "•-• _ V .„.... ...../ , oa .... . . r . , . .. , 1 . . 1 1 . 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'LC 4� : 60, ono A...6 S 0► , V W‘ /41 V c^ _ 3 ' 170 REDHILL AVENUE • COSTA MESA, CALIFORNIA 92626-3428 • (714) 641 -8777 ..... - >ItIII� I . ,_ • -_-------...„, ,-., H.r - ' -F- 4- ---L H----- ' -i---, I _, ' _L . . t CIVIL ENGMIEERING ••- - LAND PLANNING • LAND SURVEYING Tlrctn4, pia» S t vu C�Livt l�na ;d;4 i - C RFF: C A& T N4 S 3).833 . Loadr 1) L i Are Lo ad 14$..10_.._h 4.0 ,YZ.5 06 . g It. ,... AllhillIlliak , .> T I 4-03 - I • . • 111** Latay.,x d4 fai,rs : 11.9 I K as / LINEI4IRL Coni.D trio ni 2. k > -i/ (L € ? gI - 69 +64.o2 = 4.s1, (/ uss- r2 ►i.let) • I•>sx 4- Al = -7$9 • LATE kilt Cow DI n ou 1 . Leal( ,ti 0 14,1 d is to,.•t� s 8. DS ' . AT s r; 6 e . 4 0 4 - 0 2 - Fov Load Lane w; d it wt t . Ata,t:.t..vu Tv4, ,t i. , 11u d e I ,, bitwee,. tre' : v ` p PO-ttv rv■. wlu� _ 4 o . b t t t I 7o rail di s t hu + -ed Ll,trc fond srik 641.04 -02 3i + 32 i 9 I 1 1 11 -90?x a. = O- 33 KS F ' t 1It ' _ - 6.31;K E = 4- si t000 1 LOAD' D N6t TU),NALL NOT LESS THAN E K LA06- )< u446 L� Y t t 1 Lpn ,t,d,; r.at Load = 0-631' ts F I 3170 REDHILL AVENUE • COSTAMESA, CALIFORNIA 926263428 • • (714) 841 -8777 r^ - , • II , . , T CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING - . _ 1 BY - I DATE V�a rl,:. l� � • -- I�NO. 3 3 - Trc M a l e t I PRer.Q LoonG1 . _ -- . 0 - 2 s 7 kSF C s67u Axe) 7-94. X7-4 . /4P1ncC Lam,;X+o(,• not Loan( = 0- 6 3/. KS F C E Loco) T va ►v! Ally/Li Lo••.€ t 0.257 KS F - 1; y„ Loci = O - - 4.!#_ F 4 • • loco( Fac toy /- s b + /-s t 4 • s C1-1 T - 0 ' " tt Me Covev i..4 ►rev. �aM 2-o '> ,,•c,Eytithi I SW : /7 204.0 /-s ? x IS ° 4_ 1.1 ,e . 6a 1. + .2 -s (0-44'4+ /2 too° 2 - 7 F S O. . 3170 REDHILL AVENUE • COSTA MESA, CALIFORNIA 92826.3428 • (714) 641-8777 ?I/4e g fteotait, ate CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT 1 BY IMM 4 / j7 I IOB NO. SHEET OF 2 4 Ar srA 6 +44 - o2. a/S. 31/ c ,4�v Iy y ti N, . yl - � T S-88 , I . 9 a' , 'I �11pb ® d .. 1222 - 3 l2 ►s•67 I = 1► 60 r.7rd 540 ?orb f„i - t.4 load _ 3 x2 i (586+s$ 4-o)ic II -6o 0 - 177 itSF ( Load MO ,c 6 - • ?28'kSG , O- I77tfF T,notA',U; o a,t k\( k112..a.J JOAcL (vlg 32 • )I••o )(II- 60 O -l19 LSF 1 Of it GL: 0. 9 2$ E i o c,4 7 nA in v L = p . S � - O- .- 0' 3170 REDHILL AVENUE • COSTA MESA, CALIFORNIA 92626-3428 • (714) 641 -8777 CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT I BY I DATE - JOB NO. I SHEET 5 OF /14/17 L Da c i e cJaYA I - s - D + I- s E 4- 2- .S Cam+ 3 O g.Sx 1 ,7 /so -_ 1.5-x 0-9288 + 2- 5 (p -S24 ,i 1 - leoo - 3- Og. s F- AT ST'A 671 02 Go Are vLA --toed rn► i-etxt= 3. o 2 - iks F • tr w 41 / = / 4 Lo an ova eottern lixt AT srI 6 1--64 -Dz L ; 0.44 _ O - 3-24 ,&f cvk Var. -41 O. 428 aa t Lead ( Toh e 6o lrta,,$) 2 4 4 j x o x '2 = S- 00 D2 � L04 Woll 2 (8 x ►S x� -_ 2-9150 /Fr ► i SoiQ Qeacfi�rr= I S'x9z8�2.rc ssy�- 1 -S L8- + -P60J 66- S f- 21041 3- 600 KS F 3170 REDHILL AVENUE • COSTA MESA, CALIFORNIA 92626 -3428 • (714) 641 -8777 A . - , ._. C ) IIIIIIp CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT I BY I DATE iv I JOB NO. I SHEET OF 6 2i s r- 7 7 - 1-r 3-01 IcsF \ i ito6-2r-t 4- 44.- 0P- ToP LAB 1214- _ . 11 12o6- 2S .12"/Ziti' , 2, sc.AB > - 12o 5 S 3- 60 ksp 16-5 + 4 c 1-s-0,14-(16 -74 7- 6 .- (7-6 -_, 3 .. 5 -3 ICS F 1 or wow- t or- w/v-t- ._ T CkXedi'l ci - 11%.1 154' etc ,,,eie = /4" , 4 . ao . /4- 3 it ° (co Tivsartem c tru ./, of /Sof_ 4(01 - /7 ", ii- ff_ c1.9g = 17-3 7 i4" ( I4- 2 11 h 25-S 1 lc ...L. I a Bor. S L- A --T>- 3-).a..e.■ 7 S fli2a, PCfruz f r ,, r 44-1, 7 2 5 s' ,t_ (fAlrl i 7- 67 I -. .,.....c.-- ›-- 3.40x1 : 3/-A))‹ , 1 max mu >In Gli-evutd = 3 - S - - -r e r CC ALIVANS.1)83) j 300 0 7 )1_ 12-.4 tit e = 32 2 1 k. 0 . gc VC .--: 2 7 - 3 k ->.• 2- 5 - -r • I t_ nu t't 41A" u rr \ -co A) c Atv '4. gobel 3170 REDHILL AVENUE • COSTAMESA, CALIFORNIA 92626-3428 • (714) 641-8777 rt , G '- CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT 1 BY 1 DATE evIvg2 1108 NO. I SHEET 7 OF 24 12/4 - S 1 GU ._ /2os S - 4 s 1- < L5� x 9.42. 4 _ 2 r I � Z r (3.s3 - ► -rl) '-9- 4L) - 2 3 R = /3-so h ¢�� La/�A G' WaQ.( = Q• F�r� 3 -S 3 ooc Y-..‘ 2 I I x S I 2 . f 000 LI NALYS IS T 6D j., = ►a 12- / 3 12- 1 2 3 r -ov P = 14 1 i I3. 3170 REDHILL AVENUE • COSTA MESA, CALIFORNIA 92626 -3428 • (714) 641 -8777 0 • `1/ ate. CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT I BY Vx11 N. I DATE / /6/P7 I JOB NO. I SHEET OF 24 MorrJ�Jnt �;4 t -, b ice+ A� i �_ 3-02 1 - '. i -y .4t-I 1 E. 1-79 C 7 I � �w A 1 - 79z D V 3 .5 KCf; – - -- 3.s3 J S 111gili11iltiI 3 -6a ksP Yr3A = 9 1 -67 g ql+Z 0. 6 77 re,, = o- 3 Y ftr 0..323 IfA3 p. 677 2 1 _ _ w Q 3-02A. (17-67) _ _ 7g -58 'k M g� _ -Ir- W � + /4L _ + 1 -s4 xo_42 43.s1-I --* ) K `T 4Z 4 - 4-L 2 IS 12 IS =�1 7- 2-7 M g - — IA 1- /'a I•S4 A- (9.4 + ' r (3- 53- /-sif'�n 9-GL " `3- 4 2 I� /0 — 2O ® M A➢ + 3_60 „t(► 767) i ►y 9. 3 6� K 3170 REDHILL AVENUE • COSTAMESA, CALIFORNIA 92626 -3428 • (714) 641 -8777 t ,- `--- ^-- rim .... ._ -i . ' la w - -" ,r _ i - _- CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT- _ .._._ - - - I BY VOwIGi .N I DA / ,' `° / - I JOB NO. I SHEET ^ OF 3 N T A T3 Membev CAF) AD AC • L-314 g C ea.) r-Gcr 6-32-3 0 -677- 0 -677 0. 323 Fize.a. )21,%A. -/-93 67 20- 2- 47, /7-2 7 - sg m °"a - 4-9 -73 + yl.s -p ._ +20 - . 24-e7 s r4 _ 6- 70 — l4 -0 6 +.16 = &4 1 +4 .43 c. o . 3 aQG rLe_ + g -42 7 - 2 -7 j _ 5. il 4. -76 t 2 -2 c . 0 . f ± 2 - 38 :_. 2 -W g _ 77 — 1 - 61 p• - + - f -93 +0.9 2,_ c. tD. +0 0 -2 • 3 oQa n t-e .3.1 --- 0.66 + -s 4 - 0 - i6 +y g -1.5- —59.4 +-47.3o ~ 47 - Member13CC .1u „ V� 117.8 7. ,4c s i m�i c � +`' z 4 47.30 / 8. ►r►._ 3- oZx (J76� 1- F- /- 'i- _ 11 til0xtnwrr -f MO 7Y1PAil- �er' Se ( mG ) = I17 -37 -- 47.3 U 70 • s Mcx-• mu –Ne Mo ment - 8C = 4 - 39 k c - 3170 REDHILL AVENUE • COSTA MESA, CALIFORNIA 92628-3428 • (714) 641 -8777 4 • AllIMM CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING • SUBJECT I BY Ve/0 k; pi (DATE G / /6 JOB NO. SHEET i OF / 8 10 ' 2 '17-6 l4 + ! !4 s = 1 - 75 Torof T{..'ciz.nv r1 13 2 s,.: 2 -14o N S K/ v /. Lev 4t 4"C ..o >62-et mem 7 k5LG'ct .Gr/(_ JNlaiwli • o 111 41,.- M.P &e v A D -- 140 0 \ ss'4 1 - �ih s ` � / rtol mo rte,„4 = 17 6, s 140 • S )tl 1etXi,n , um PoA,twf Mo+ne►..f 140 -so — S" 05" /Via, /VYa 2 rnu- , m A/.ep 4trf Nlo>,y = S S - - � � 3.6 - 6 7 = 3 1 - u 1 �--- 2 5'•i' I }' i S. F. 2s_ 1 7s 1 �""� 17-67/2, 3170 REDHILL AVENUE • COSTA MESA, CALIFORNIA 92626 -3428 • (714) 641 -8777 - fte.. ... -- - _._ -_ - _. r i Ida . '— CIVIL ENGINEERING •- LAND PLANNING • LAND SURVEYING I _ SUBJECT - I BY VPrrlh '�i ' , DA //6 /fit 7 )OB NO. SHEET II . OF Zr. Men") APV Al L 3 . I Z 6 _ R _ h.s4 x q- 4 2 4 _(3.5- , --1- 5 'i-`� i I,c % , 0- 38' -- t � L M .. 4 ..._. ,, I fah u - dos �- g - i1�r4 2 -L +(3- St-1 -3 '" x gy • 3 = 13 -sot C s,--22 @ 4 -.sc.? #.e►.. A... 17.3° /i P i xc_0( 0 rid M oiro wI' fl ' Pei _ - Sll- I $"f i ic . me)" menu.,./} = 5y -L2-.= - %. t g - ,. d li -. -cp- fri i n,; mt,,,r Ne.../ . Mai►.A' A e : 4 7-.3D s . t . do t• ?L cL /fr yr " ; n vnd N► p r„o,,,t —l- a-`3 = S- 4s lam) - 3 °.., :_- (- 24- &. 5 9 9- o9 /c g 4.i �_�� 13 -So r I. )-? A 14 . 75 ®' 3170 REDHILL AVENUE • COSTA MESA, CALIFORNIA 92626 -3428 • (714)•641.8777 - • - ii 1 h ■ 't , ., i -Pme f • __ , , CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING - SUBJECT rev Xr - 1 DATE 4 . /69 I os NO. I SHEET _ OF ,S A.ec„ 4orc t C4:0,4L e i ,, 61— ' -- d — / c " C -A = ►3 9 Vc = 3 -s -F e / h. Act , 3.s J3000 A t). A II \( : 2 5 - - 3 1 , e . v, = 6- es ,c 2S - 3) _ -21^-1-1-1 k S _F. Cow r„t�( 1,;;; ..i�. _. � WWelt r C J,CL Far Ax(' at Load et FCC _ 3 1 8• -8 /4. r. Z L k1 n /68 12 et, a Los :-- 0 - .r.S" .0. 0 X -P,.. ItI D _ (...____) i le _17 \ = O- SrxC,- 7 ,t30oo ►68 _ )n 4•�►Z C ( '32 /4 /1 3 -9s for -. /2_, 14 - 91nGf O k. / /ax.i MU ?Y) + .(C m me,„t Gat. 4 teat ) = 7P-5-7 /k Mo mum Ve Ale, (7 4 /Ad) = 4.7.3v '� A/c. - _ 70-.5-7_. 'r)x Lt)-Q-9- _ O - / 3. 9- a - ! • - ' ,c b d L 0 - g)e 3 ergo )1 fl. '`( lid w 7 _ 0 - /.6 (REP. PeA Nayd book- P: O0 �3 •tN At/ 116 F „.,,, _ _ 2(9° - = 0- 00 33, t " D • 7s e _ 0.016 9 1 44 'f_� wit 1* 7 0 4 c/( #O) . ,A lava 3170 REDHILL AVENUE • COSTAMESA, CALIFORNIA 92626 -3428 • (714) 641 -8777 f ; i 1 , II i - , 0 11111111111111.• CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING • SUBJECT I BY vt I D ; /`7 � 97- _ ` - -- I JOB NO. - - - I SHEET 13 OF 24 . t :7. - 47,30 - Imo- I D 9 31 4 b d'- o • - 3 .. 3sew ,c ,1- aio 2- O- pgil -. u- = 0 5 P =o ©047 4 5 r 0- 7 , -9 Qg • - - - ' UA 4 Z ci c/ " - . - - U4 *4 CP /B /c /A,; 2a.fJ AFB 4 l'af, a,, -. ev . ± he- M 0 1% g I -bS.= 'A.. d y 14 ®) — Ut Me»m -e>v' = s9 -4S -- I f , . 1 g! o.5 _xtrA f&6 = D- 137 W = D - i9f 1 P. 0-00?-6 0 9 A. a5 x ,� A. - 14� .r = 1- 4.- 4. -/k fr'^ . us, 4t- 7 e s C ET.* PAii) FK .- Alt Kfirr ,J , 55 -4�. _ . 117.-1 w ; D - 12 1 -� P= -0 o61,. -`3- 3 040 kt-_ 1 - 0.Z - U/4 I{- 7 ( 7 c/ P (j . B. r) 3170 REDHILL AVENUE • COSTA MESA, CALIFORNIA 92628-3428 • (714) 641 -8777 • .3440 • - g (mote 44, • CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT I BY I DATE 4/17/1) - I JOB 5 S/ I SHEET (� OF 2? Yenk N. ra t M bey A 13 •Mo7r^pnt :4- •3a2.c- 4-vows, cow l/4 ncs i mo nky.k ok 4 - o ' `her" ' A ): _ ,kts. 4 - : - ' - MGxi mrum ICI egcLAre loam o til' z. S`3•4St POY 60X 4u.a at wake to v w owt" /S c-►R c r(mind ,1 fox i.1 IKe 22.ae .ex esrkee_d. Cor+oL'.Gor� , /.1.' -e 1'k-E box wil�R. ..�,e C o .uevza( i rr l l'vS r�M tat or . / R 0 4 n ._ d.e n o WI i n J Ye r n � Le » dN � t5 p /�‘', C mo 1Y�F1'v ( s.f�.E/l & �/l� t Y1 n e y t j . hcx) j / ® Tka (&Y�Ct,17J�Ork ti., bay � l (/1 no 1 .e CbYlo 'M.4'C:a -[. CGNA I fr ■••• 1K� 6 /tom I x /s 1,Ait ) dam: ip n .fd Alav t� wkcix..1 ,,..,,,•, a,ry -c v me AA: 'at box A 2€Q c� ^ ^"� *' 1i. Ceryk tar. oit" S T 6`7+94. 2 t tnu "rd. d.Q.s i e d /ev tk. rrax i mu n-, he-iyvt' Coro(.', o,., a c l wrc t ,' 04 pep at-m &e404- 02 . "rk2 . i AA n , men^ 4 kx.ve i'IVcd / spew• ti/ Ail at' ' , o g 7 9 c ( D {e vGr, ILet 1. rn,' II 08 9 ;/ PetpX / —< 6) RI 0 Ci 3170 REDHILL AVENUE • COSTAMESA, CALIFORNIA 92628 -3428 • (714) 641 -8777 4 ro ) , 2 49 , 00 ,,, eilto R ote CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT - 1 BY DATE JOB NO. SHEET OF 1 41(2!' -) I I Is SrA 684-04 -02. Load on foa o ike 6= 2- 37s - ks r Load are Bo ttorn S-Pab Li Art Load = 0 -444 1cSF Eovt Load = 0.6 31 !C F Dead Load of Slab ( Top and ado if am) 2 [17• I, + " 4 4 2 1 .3 • 4007;" -) = g - 2 63 l4-r 4 : 1 5 Decd L Weil = 2 (to - 31x Jbvox 1.0 = 3- 60 - r__10 (6 7.6 t9 - 1206 -21) [� = t0 -31 Soil eect ov, - r 1 -S x0- 631 +2 - - 444 + _ 1 ' r L -26 3 4 3-6013 (/7. + Zy'- )\ 2J — 2 -972 KS /222--s r FLT 1207. +�1 4 -44 ? 12173 r — -- / ill CL p F Top S LR6 ►.s - s- ►9 "( 0 I. 09 KSr- n 1 Cl 1206.19` -- 120s f Cl. of +got. J.A►a J---- 3170 REDHILL AVENUE • COSTA MESA, CALIFORNIA 92626 -3428 • (714) 641 -8777 26 gge __ CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT I BY I DATE /0 I JOB NO. I SHEET /6 OF 24. M 0 di . 20� F x,d Prxd M n ?re v% IA Z 1 g. x I - 73) .sr 09) 3)2. +23 -7k•r SF = 12 = 2. /s MRe, = - z9.42 l k _ . /7. /14 1 4 - 10.3J t t wPt LL - 2 UD3 C M6C — 2 -38n (la ' — 12 2_ 1 MAD _ + k) Q = - 7 C8-3) gz- a9 'k. I a. 1 11.73 _ O. 6 3 6 fgA 1 -791 + 18-3D x 2 I I. YaE 0- 363 3170 REDHILL AVENUE • COSTA MESA, CALIFORNIA 92626 -3428 • (714) 641 -8777 4 C illa 4 ?-, , _ . g ' ) 61 0 0 004C KC. CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT I BY I DAT 4 `7 /Q7 I JOB M0, I SHEET T OF ar 4 a NIRO), v Al) A 13 a A t3 C D. P-AtQV 0-36 3 0.636 0.636 0.3 -i--g2. 8 - 9 - 29-4L f23 -'7$ - 6 6 -4 - 19.46 - 34.o, S_s - 1-2 - -lZ 4- 1 - 1 - 13- S 6 - 17- Do -4 -g4 , - 8 - 62 +►0. t6 • 19 t 5 4-D -4 -31 1 - 1 -9 7 - 3 - 43 -t 2 - k +1- 37 - + l•s7 -1-72 0•.5-0 - [� .g7 +1.09 40. 63 -1- 56 • p y _ S6.02 +42- - -- 42 - S1 At 4444 (On 01.1'J o £.. r S TA- 6 7 4 44 • o Z Go vet. VV tka da-V 9.y-) rno rn2_ r r . ( A y Cvr G v 0 T ) .1)45/Sl r N. e _ grv ri Afi m o _ 5, 4 S It C M co_; rri.c, n, J V ILA 59 - 4.r - x x 1.4 z 0.1 x c , b 7, d i- 0 .9x3 -x .rr , ,, c 102 , 0 - I it' 2o W - • 2o7S P = d A ll- : i- 3 U * 7 S 7 c /e- (_S G. / • 3170 REDHILL AVENUE • COSTA MESA, CALIFORNIA 92626 -3428 • (714) 641 -8777 - - •. -- - - - - -. t -L - _- CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT -- - _- - _ _- .- . - . I BY - - - .. I DATE po I JOB NO. I SHEET , 8 OF 24 R T sr 68404.02- k Ind (44-. 4 c-/ .Th 68 4-0 4.02. (LQr /l _ 17 -►t It f - �• � i Vg. 0 „ 3-4 , SY 3•ss k F Can% 1 'dk v bo1`f 1.-10 t►- ► w /-t, 1 -o s Spar, ) /0 = (17- - .) _ 18 -30 Aver f,v „..44.4. = 3 . I • 6 - sg 3 -30 F I x t; -PA J r►'Orkrt/1 4 € J(t, v vecii;) - 6 /- 4 . /lc. !8 2 pd ' < INz, rrw = ) 3 & ' - i4 Ater t on mom l ' . i[, --- 76.74 '1/4- /vo to : 7ht,z a hoer° (07. (G',GOr) (-' woy Cam-., 4 ,, )\gp (jiAO 322 toe b fri,k a vv, 8 p /'% X pQ1-s; bj% c� tift Vid t�a bb I [ awn 1 X, 4' All C,JC.4 .1 �r ) t1,3 ( tt-lt zbidst 46,3 3170 REDHILL AVENUE • COSTA MESA, CALIFORNIA 92626-3428 • (714) 841 -8777 f ,7 • _ - CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT I BY I DATE /ire F 2 I JOB NO. I SHEET 1 4 ' OF T advuy c e i 4 , ? we /( l v i i Arf J S t AfRtust n onA44, l" n 76. 74 k- aN4 N . m.frren -t . 6 t- 4 o aiPst-t u l / t /tx v l Cr Yl i ra 1 h itt Wall /4'f Gt, 76 74 x /7 /� 76- 7 v A � 0_ x b A 0 2- Q • 3 .Pc-+'r a pt-- O- 234% w _ 0 -22 1.6 p, 0-014i C PJ haX ; o • o l6 -Ike " C/C c loy( ' 6 I ? et e p 4 y L c.t t 1 / _ 4. . 6/- 40 x(2 7,16.5\ ; 0_ e W p - 21 s — y P 0 • 7e 12. x -1 (J4 �jS,- / (- eta 6 % < C /c 4 /S el /d ,v Lc UA4 It, arc v an 4,v, Y -e v J DR/L 10 - I ` a ^ A " C /° l (4 ■ M Arc InemeAVr G viz.t Ghee (.hr _t1 P 6 /S C /(' � / / I 11, . Ir tl»nt►si �(✓ G� Y.6 G /)rirr F/ 4- 4 ( 12- � , c /( V, V C� v �2t h , � , rrQ,,r bo 'Gay TO mi no∎ m.l e La Gov f v Tti v e Jt yc ¢ ►re.vJ - ti- l . Z ' rr•42 ve r ' r'mrc..e >rP., J 4 lee.' J am► .t, a,v.d GiAte v u ! w r , t , 1 " S r A 6R- o[/.- o 2 3170 REDHILL AVENUE • COSTA MESA, CALIFORNIA 92626 -3428 • (714) 641 -8777 / i • CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING I BY `,_ I fk\ - I DATE /I l p I JOB NO. _ I SHEET Z O OF _ N / ki v-t. i/f Yw % +ti r, a ,,, Ai PA' c 66,4/ ' el, 1 ,4 YLta -° - A; ►. s _, /. , ,11— / 4 u A► A--1 1 fir. fs n t, ;tom AAA. v. e 1 n >r ' / ( � ) a > m -exj..�..4..vac / 4 /to,- it. t i w t oi / /.-ave_A /4.. j a . hp.... ./.4. • tt -N,.. ) ' . .. me f- U /h 40-c # $ 2 3 - I ' Cr 441 orb (1.4-f • 2 6 1 . , -# 7 ;- / 7. r " (To„ A;a,) 4.�- 2.0 0 \ (A n-lt teAl JO i., P -s- ---- /).- 1 Sr 4- /1 " '' ( /' L A . '1 3170 REDHILL AVENUE • COSTA MESA, CALIFORNIA 92626 -3428 • (714) 841 -8777 4 . �i .. f X ter. . ::: g *. e 7..._ oreestaito. _ .• , Me __ CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING _ SUBJECT . - - I BY YQnk, N I DATE �// j/N I JOB NO. i I SHEET ` OF 2-9 Y w oc U r • 7 0 O A n . r s 2 .._ _.-- m �,. o o i- CC O i 4111[... \ .... h tij . J K W - ut . Q Im o \ 1'411\1 U h ■ W • to 4 41 ' - -4 11 �` 1 .,..‹..„: ( 2 - QI 01 O- • t . Y • . a /. . i . . 1 41. Ci . 4 tail U 3170 REDHILL AVENUE • COSTA MESA, CALIFORNIA 92626 -3428 • (714) 641 -8777 mil/ J _ • 1 . - 11111110. CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT I BY \I-olio . N DATE G��� // I 1O 3S--ti SHEET I "` OF I8 3 ` r 1 47944 . VARIES H 6 .,g' 1 # 7 . & q il , c/c l< ,_.1 b _ B ark 7CP n c/c 1ee33 4144 ,..f �t uAkiEi " � I I 1 g . i e ter ®, .-> d tl /# 7 0 S ''c/c d- 8Gv f �-C I'B•33' =- 4g•?4 C - eaV �� I VARIES ►► # 4 CJ 18 q 4- bay 7 S qr 4r 7Ca 7 "C /c /o7E. 0 Flow lin1 .e-LL &Love , kW Ze cAA' Arco Hs v69* pia c•'1 q ..ortL-L } /&4v C mn r ,, e „Ci cr C� t3 I t A by ,. iLJ 44- . 2) The (cyv� v cro✓ ASV ...6. f,'w�F< . U Yw mbi?v to lx. v4 V2-St al eZ4 7% i v ve,f fra .ttre ,t2,1 k4 ( PQG,r) 4 L, u n , iiin rnt. r7.. as.il i1 re4A h„ 3) 1/tAt C AL T I`P c-tf /1 rondo dis 4 ve4.1 eI /frc; c 'cntivv3 Lt)) 0 i i (..... 3170 REDHILL AVENUE • COSTAMESA, CALIFORNIA 92826 -3428 • (714) 641-8777 i 17 -11 S.N.3SS 1 Z • l< 2- 41 - 8- 5 C,......K 1..._ * g, Jo -o LONG 2 - 49 - 8- i 6 2- #F- 3-svHb m 2_ Ore- 5-5 1_ -7-: . -, __ / ! " NM Mika.... — i- At 6- 9../ -------"i' N / .• s .. j LoNb cp „ ` J \ I ,....N6 , ' i 1 l I � 1 �. 108 fr � 1-0146 \ \, i N. e, . \ . \ in I i l e' 1 o '� „ / I \\\ i A Y et , \ X 0 8 ) fob �-- Z �li • FOR ErID �N� I : � ``__� I 1 WALL oNO' Or • I 2- 418 - 4- o'L0ft /- lf 13•otom6 2 - #8 S - 6 2 - 48 - g.s / ton /( ADDIII" RE1 .DETA /L FOK "TILE EN1) INRLL RT srA 68t04-0? Poe ,NNER FACE (POS. Motr`c - AN9 o(yTFK CJac (Nc6_ Momk=r,r1, SCFLE ve er I = 3-0 µoR. I"_ 3'L) 4 • • CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING i SUBJECT BY t DATE 4IM/ » JOB NO: SHEET OF I °J E TRR 2- #-,4 :' FoR- s'o LoNG , Alli);&. A _,.. a - ALoM 6 - ' SPA (17. It')DiaecTlor I A 6ctr42 - #4 F012 5 - Lo LoN& ri PLAN of TOP _- .A-yER OF 6A-3 Fo. MR oPeNIN E cTRA 2 — # 1- FOA 6-0 LDNOi C !WA. IIIiR ALONG spAN'0 >. 010 DitecT►oN • 1 i llirtti O E '(TRA 2- * ! PoX S =QLON6 \I 0 - r - kA 2 - # k -o Lo 6 IL A ilint,410 PLAN OP a 77OM ,LAYE,e. op, 8 A,2S FOR `��\ MlH OPFN/N 6 FF.. N 0� E_- `7-) A LL m N 0 p » C nA b2,4 a V..e L .0../ti.-4.- 1'aavil in .i�ar+ '& My 440- 4'g,�., bo, vA , u�alPV deal' bo, V/4 Aaa.(rC A be L4. V itA.t .3" itrt456ve )k M14OpwHl /, c- CI) . , • 3170 REDHILL AVENUE • COSTA MESA, CALIFORNIA 92626 -3428 • (714) 641 -8777 -) TABLE 2. Moment Strength M /cpf or M /f bd of Rectangular Sections with Tension Reinforcement Only* w .000 .001 .002 .003 .004 .005 .006 .007 .008 .009 0.0 0 .0010 .0020 .0030 .0040 .0050 .0060 .0070 .0080 .0090 0.01 .0099 .0109 .0119 .0129 .0139 .0149 .0159 .0168 .0178 .0188 0.02 .0197 .0207 .0217 .0226 .0236 .0246 .0256 .0266 .0275 .0285 0.03 .0295 .0304 .0314 .0324 .0333 .0343 .0352 .0362 .0372 .0381 0.04 .0391 .0400 .0410 .0420 .0429 .0438 .0448 .0457 .0467 .0476 0.05 .0485 .0495 .0504 .0513 .0523 .0532 .0541 .0551 .0560 .0569 0.06 .0579 .0588 .0597 .0607 .0616 .0625 .0634 .0643 .0653 .0662 0.07 .0671 .0680 .0689. .0699 .0708 .0717 .0726 .0735 .0744 .0753 0.08 .0762 .0771 .0780 .0789 .0798 .0807 .0816 .0825 .0834 .0843 • 0.09 .0852 .0861 .0870 .0879 .0888 .0897 .0906 .0915 .0923 .0932 0.10 .0941 .0950 .0959 .0967 .0976 .0985 .0994 .1002 .1011 .1020 0.11 .1029 .1037 .1046 .1055 .1063 .1072 .1081 .1089 .1098 .1106 0.12 .1115 .1124 .1133 .1141 .1149 .1158 .1166 .1175 .1183 .1192 0.13 .1200 .1209 .1217 .1226 .1234 .1243 .1251 .1259 .1268 .1276 0.14 .1284 .1293 .1301 .1309 .1318 .1326 .1334 .1342 .1351 .1359 0.15 .1367 .1375 .1384 .1392 .1400 .1408 .1416 .1425 .1433 .1441 0.16 .1449 .1457 .1465 .1473 .1481 .1489 .1497 .1506 .1514 .1522 0.17 .1529 .1537 .1545 .1553 .1561 .1569 .1577 .1585 .1593 .1601 0.18 .1609 .1617 .1624 .1632 .1640 .1648 .1656 .1664 .1671 .1679 0.19 .1687 .1695 .1703 .1710 .1718 .1726 .1733 .1741 .1749 .1756 0.20 .1764 .1772 .1779 .1787 .1794 .1802 .1810 .1817 .1825 .1832 0.21 .1840 .1847 .1855 .1862 .1870 .1877 .1885 .1892 .1900 .1907 0.22 .1914 .1922 .1929 .1937 .1944 .1951 .1959 .1966 .1973 .1981 0.23 .1988 .1995 .2002 .2010 .2017 .2024 .2031 .2039 .2046 .2053 0.24 .2060 .2067 .2075 .2082 .2089 .2096 .2103 .2110 .2117 .2124 0.25 .2131 .2138 .2145 .2152 .2159 .2166 .2173 .2180 .2187 .2194 0.26 .2201 .2208 .2215 .2222 .2229 .2236 .2243 .2249 .2256 .2263 0.27 .2270 .2277 .2284 .2290 .2297 .2304 .2311 .2317 .2324 .2331 0.28 .2337 .2344 .2351 .2357 .2364 .2371 .2377 .2384 .2391 .2397 0.29 .2404 .2410 .2417 .2423 .2430 .2437 .2443 .2450 .2456 .2463 0.30 .2469 .2475 .2482 .2488 .2495 .2501 .2508 .2514 .2520 .2527 0.31 .2533 .2539 .2546 .2552 .2558 .2565 .2571 .2577 .2583 .2590 0.32 .2596 .2602 .2608 .2614 .2621 .2627 .2633 .2639 .2645 .2651 0.33 .2657 .2664 .2670 .2676 .2682 .2688 .2694 .2700 .Z706 .2712 0.34 .2718 .2724 .2730 .2736 .2742 .2748 .2754 .2760 .2766 .2771 0.35 .2777 .2783 .2789 .2795 .2801 .2807 .2812 .2818 .2824 .2830 0.36 .2835 .2841 .2847 .2853 .2858 .2864 .2870 .2875 .2881 .2887 0.37 .2892 .2898 .2904 .2909 .2915 .2920 .2926 .2931 .2937 .2943 0.38 .2948 .2954 .2959 .2965 .2970 .2975 .2981 .2986 .2992 .2997 0.39 .3003 .3008 .3013 .3019 .3024 .3029 .3035 .3040 .3045 .3051 * M /qbd Asf a /2)fgbd = w (1 -0.59 (0), where w = p f /q and a = A /0.85qb. Design: Using factored moment M enter table with M /cpqbd find w and compute steel percentage P from p = wyf Investigation: Enter table with to from w = p f /f; find value of M /qbd and solve for nominal moment strength, M 9 -7 . -.. 1 . 3.7 Practical Selection for Beam Sizes, Bar Sizes, and Bar Placement / 51 -- r - 0.03 3.7 Practical Selection for Beam ■ Sizes, Bar Sizes, and Bar Placement In the previous section the procedure and example for the design of ree- 1 tangular sections in bending with tension reinforcement only have been • treated on the assumption that the design tnoment M„ = M„ /4 is already 0(82.4)1 known. This is rarely the case, however, because the design moment must 000 include the elTect of the weight of the beam itself which has not yet been . designed. In reality, then, the dead weight of the beam has to be assumed at the outset; a trial beam size is then obtained and may be readjusted if its effect on the design moment is significantly different from the assumed value. id 2-#10, The choice of the steel percentage p is very much dependent on the limitation of the deflection of the beam. Years of experience with the working stress method showed that deflection problems were rarely encountered with 3 in which beams having a steel reinforcement ratio p not more than one -half the shown in maximum permissible value. The use of this amount (one -half of 0.75m, = 0.375p may provide a suitable wide for the preliminary choice of the reinforcement ratio. For the selection of an integral number of bars to meet a total steel area • requirement, it is desirable to tabulate the combined area of several bars at a time. Table 3,7.1 gives bar areas for up to 10 bars of the different sizes. • Table 3.7.1 Total Areas for Various Numbers of Reinforcing Bars 1 OK 1 Nominal Number of Burs - i Bar Diameter Weight • Size (in.) (Ib/%r) / 2 3 4 5 6 7 8 9 10 * 3 0.375 0.376 0.11 0.22 0.33 0.44 0.55 0.66 0.77 0.88 0.99 1.10 444 0.5(X) 0.668 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.8U 2.00 :9 r * 5 0.625 1.043 0.31 0.62 0.93 1.24 1.55 1.86 2.17 2.48 2.79 3.10 #6 0.750 1.502 _0.44 0.88 1.32 1.76 2,20 2.64 3.08 3.52 3.96 4.40 , * 7 0.875 . 2.044 0.6Q_ 1.20 1.80 2.40 3.(X) 3.60 4.20 4.80 5.40 6.00 # 8 1.0(0 2.670 0.79 1.58 2.37 3.16 3.95 4.74 5.53 6.32 7.11 7.90 4t 9 1.128 3.400 1.00 2.00 3.00 4.00 5.00 6.00 7.(X) 8.00 9.00 10.00 * 10 1.270 4.303 1.27 2.54. 3.81 5.08 6.35 7.62 8.89 10.16. 11.43 12.70 , 19" * 11 1.410 5.313 1.56 3.12 • 4.68 6.24 7.80 9.36 10.92 12.48 14.04 15.60 • 44 14" 1.693 7.65 2.25 4.50 6.75 9.00 11.25 13.50 15.75 18.00 20.25 22.50 • . * 18" 2.257 13.60 4.00 8.10 12.00 16.00 20.00 24,00 28.(0 32.00 36.00 40.(0 ' * 14 and * 18 ban are used primarily as column reinforcement and are rarely used in beams. « ' For the placement of bars within the beam width, AC1 -7.6.1 specifies ',P cinforcc i, the clearance needed between bars to permit proper concrete placement ! . nailer in around them. This clearance is 1 in. or the nominal diameter of the bar, working . whichever is greater. When two or more layers of bars are required, the essential '• minimum clearance between layers is 1 in. (ACI- 7.6.2). Table 3.7.2 gives tbjcct of 1 niinitnum beam widths for various numbers of equal -sized bars, computed in the manner described above. . • /_` **************************************************************************** PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) ******************************w***************************************e***** < (<< < <<< ( < << < < < < < < < < < < (<(< < << < < << (<0)) ) >>})) )) } >>>> > >}y}>} > > >> >)>}> > )> > > ) (C) Copyright 1982 Advanced Engineering Software [AES] Especially prepared for: HALL & FOREMAN, INC. < <{ < < < < < < < < < < < ( <{ < ( ( < < ( < < < < < < ( < < < < ( ( < () > > }>> > >> > >>>> > > >> > > > >> >> > > >) >) >> > >>> > **********DESCRIPTION OF RESULT8************************** * INDUSTRIAL AREA HYDRAULICS FOOTHILL DRAIN UP/S OF JUT LINE L * * Q 25YR, BEGIN STA 6804.92, FOOTHILL DRAIN * * * VENKI.N, JN 3810-00, 6/9/87 **************************************************************************** **************************************************************************** NOTE: STEADY FLOW HYDRAULIC ~ D-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. \ DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: ) NODE NUMBER = 6804.92 FLOWLINE ELEVATION = 1206.29 PIPE DIAMETER(ImC:-) = 81.00 PIPE FLOW(CFS) = 481.56 ASSUMED DOWNSTREAM CONTROL HGL = 1213.040 < < < < < < < < ( < < < < < < < < ( ( ( ( ( ( < ( < ( ( ( < < < < < ( < < <> > >> >>> > >}) > > > } >>> >}> }> >}> >> > > > > > > > > > > Hdvanced Engzneerznq Software [AES] SERIAL No. 00483A 14-V. 2.2 RELEASE DATE:12/\//82 << < / < c / < < / < / < < ( ( < < ( � \ ( < ( < ( < ( ( < < <> > > > > > > > > > > > > > > > > ) > > > > } >} } > > > > > > > > PRESi>HE PI; 11,4 PR��ESS FRoM NODE 6804.'J2 in NODE 4S LODE = 1 ,PS[R:-A» No 0E ELEVATION = 1r06.7 _ _________________________________________________ U-1 HOW rtiC7lUN LOSS�S(LAC�CD/ : PIPE I PIPE DIAMETER = 8t.00 INCHES P[ 'r Lr 50.00 1-1 MANNlNGS N = .01300 ' — � SF-(Q = (( 481.56)/( 5797.875))**2 = .0068986 ' HF=L*tF = ` 5/1.00>w( ~0068986) = .345 NODE 6854.92 : HGL= < 1213.385);EGL= < 1216.197>;FLOWLINE= < 1206.710> _____________________ PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = .07 NODE 6854.92 : HGL= < 1213.460) ;E8L= 1216.272) ;FL8WLINE= < 1206.710> _ --'. --'-.- - === ========================================================== 0 ===========m== PRESSURE FLOW PROCESS FROM NODE 6854.92 TO NODE 6965.35 IS CODE = 3 UPSTREAM NODE 6965.35 ELEVATION = 1207.62 r CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 481.56 CFS PIPE DIAMETER = 81°00 INCHES PIPE LENGTH = 110.43 FEET wANN%NGS N = .01300 \ CENTRAL ANGLE = 6.136 DEGREES PRESSURE FLOW AREA = 35.785 SQUARE FEET FLOW VELOCITY = 13.46 FEET PER SECOND VELOCITY HEAD = 2.812 BEND COEFFICIENT(KB) = .0653 HB=NB*(VEi-OCITY HEAD) = ( .065)*( 2.812) = .184 PIPE CONVEYANCE FACTOR = 5797.875 FRICTION SLOPE(SF) = .0068986 FRICTION LOSSES = L*SF = ( 110.43)*( .0068986) = .762 NODE 6965.35 : HGL= ( 1214.4695);EGL= ( 1217.217>;FLQWLINE= < 1207.620) = = = = ~ PRESSURE FLOW PROCESS FROM NODE 6965.35 TO NODE 6970.02 IS CODE = 5 UPSTREAM NODE 6970.02 ELEVATION = 1207.66 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 445.3 81.00 35.785 12.444 0.000 2.41115 2 481.6 81.00 35.785 13.457 -- 2.812 3 29.2 24.00 3.142 9.282 60.000 - 4 7.1 18.690 1.767 4.006 90.000 - 5 0.0===Q5 EQUALS BASIN INPUT=== ~ LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: /-� DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*CQS(DELTA3)- 04*V4*COS(DELTA4)>/((A1*A2)*16.1) \ ' UPSTREAM MANNlNBS N = .01300 DOWNSTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE = .00590 DOWNSTREAM FRICTION SLOPE = .00690 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00640 JUNCTION LENGTH(FEET) = 4.67 FRICTION LOSS = .030 ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = .697+ 2.405- 2.812+( .030)+< 0.000> = .320 NODE 6970.02 HGL= < 1215.132>;EGL= < 1217.537>;FLOWLINE= < 1207.660> =__ P9ESSURm FLOW P;-oUCESS FROM NODE 6970.02 TH NUDE 7077.12 IS CODE = 3 UP5[REAM NODE 7077.12 ELEVATIUN = 1208.62 -------------------------------------------- --------------------------- CALCULATE PRESSURE FLUW P[PE-BEND LOSSES(OCEMA): PIPE FLOW = 445.3, CFS PJPE DIAMETER = 81.00 INCHES PIPE LENGTH = 107.I0 FEET MANNINGS N = .01300 CENTRA/' ANGL� = 6.14N DEGREES PRESSURE FLOW PREP = 35.785 SQUAPE FEET FLOW VELUCI[Y Ft ET PER SECOND VELOCITY HEAD - 2.405 BEND COEFFICIENT(KB) = .0653 HB=K8*(VELOCI[Y .065)*( 2.4N5) = .157 - � PIPE CONVEYANCE FACTOR = 5797.875 FRICTION SLOPE(SF) = .0058994 ) FRlCl(UN LUSSES = L*SF = ( 107.10)*( .0058994) NODE 7077.12 : HGL= ( 1215.921>:EGL= ( 1218.326>;FLOWLINE= ( 1208.620) = === PRESSURE FLOW PROCESS FROM NODE 7077.12 TO NODE 7449.74 IS CODE = 1 UPSTREAM NODE 7449.74 ELEVATION = 1211.97 4 CALCULATE PRESSURE FLOW FRIC7IOm LOSSES(LALFCD): PIPE FLOW = 445.32 CFS PIPE DIAMETER = 81.00 INCHES PIPE LENGTH = 374.96 FEET MANNINGS N = .01300 m SF=(Q/K)**2 = (( 445.32)/( 5797.875))**2 = .0058994 �-/ HF=L*SF = ( 374.96)*( .0058994) = 2.212 NODE 7449.74 : HGL= < 1218.133>;EGL= < 1220.538>;FLOWLINE= < 1211.970> \ / PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = .59 NODE 7449.74 : HGL= < 1218.720>;EGL= < 1221.125>;FLOWLINE= < 1211.970> PRESSURE FLOW PROCESS FROM NODE 7449.74 10 NODE 7454.41 IS CODE = 2 UPSTREAM NODE 7454.41 ELEVATION = 1211.99 CALCULATE PRESSURE FLOW MANHOLE LOSSES(LACFCD): PIPE FLOW = 445.32 CFS PIPE DIAMETER = 81.00 INCHES PRESSURE FLOW AREA = 35.785 SQUARE FEET FLOW VELOCITY = 12.44 FEET PER SECOND VELOCITY HEAD = 2.405 HMN = .05*(VELOCITY HEAD) = .05*( 2.405) = .120 NODE 7454.41 : HGL= ( 1218.840>;EGL= ( 1221.245>;FLOWLINE= < 1211.990> _ PRESSURE FLOW PROCESS FROM NODE 7454.41 TO NODE 8009.74 IS CODE = 1 UPSTREAM NODE 8009.74 ELEVATION = 1214.88 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): �~� PIPE FLOW = 445.32 CFS PIPE DlAMETER = 81.00 INCHES . �� �~ PIPE LENGTH = 555.33 FEET MANNINGS N = .01300 SF=(0/K)**2 = (( 445.32)/( 5797.875))**2 = .0058994 HF=L*SF = ( 555.33)*( .0058994) = 3.276 NODE 8009'74 : HGL= < 1222.116>;EGL= < 1224'521>:FLOWLINE= < 1214.880> _ PRESSURE FLOW PROCESS FROM NODE 8009.74 TO NODE 8014.41 IS CODE = 2 UPSTREAM NODE 8014.41 ELEVATION = 1214.90 CALCULATE PRESSURE FLOW MANHOLE LOSSES(LACFCD): PIPE FLOW = 445.32 CFS PIPE DIAMETER = 81.00 INCHES PRESSURE FLOW AREA = 35.785 SQUARE FEET FLOW VELOCITY = 12.44 FEET PER SECOND VELOCITY HEAD = 2.405 HMN = ,05*(VELOCI7Y HEAD) = .05*( 2.405) = .120 NODE 8014.41 : HGL= < 1222.237>:EGL= < 1224.641>;FLOWLINE= < 1214.900> _ PRESSURE FLOW PROCESS FROM NODE 8014.47 TO NODE 8053.95 IS CODE = 1 UPSTREAM NODE 8053.95 ELEVATION = 1215.11 CALCULATE PRESSURE FLOW FH1CTION LOSSES(LACFCD): PIPE FLOW = 445 32 CFS PIPE DIAMETER 81 ' = 81.00 INCHES . PIPE LENGTH = 39.54 FEET MANNINGS N = .01300 �w�\ SF=(Q/K)**2 = (( 445.32)/( 5797 875))**2 = 0058994 ���/ . . . �� HF=L*SF = ( 39.54)*( .0058994) = .233 NODE 8053.95 : HGL= < 1222.470>;EGL= < 1224.875>;FLOWLINE= ( 1215.110> PRESSURE FLOW PROCESS FROM NODE 8053.95 10 NODE 8055.+5 IS CODE = 5 UPSTREAM NODE 8055.45 ELEVATION = 1215.12 4 ` CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 442.0 81.00 35.785 12.350 0.000 2.368 2 445.3 81 00 35 �85 12 444 - 2 4N5 . . . . _ . 3 3.4 18.00 1.767 1.907 90.000 - 4 0.0 0.00 0.000 0.000 0.000 - 5 0.0===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(02*V2 Q4*V4*COS(DELTA4))/((A1+A2)*16.1) UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE = .00581 DOWNSTREAM FRICTION SLOPE = .00590 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00585 JUNCTION LENGTH(FEET) = 1.50 FRICTION LOSS = .009 ENTRANCE LOSSES = 0.000 MANHOLE LOSSES GREATER THAN THOMPSON MOMENTUM LOSSES MOMENTUM LOSSES = .036 MANHOLE LOSSES = .120 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = .073+ 2.368- 2.405+( .009)+( 0.000) = .129 NODE 8055.45 : HGL= < 1222.635>;EGL= ( 1225.004>;FLOWLINE= ( 1215.120> PRESSURE FLOW PROCESS FROM NODE 8055.45 TO NODE 8155.73 IS CODE = 1 UPSTREAM NODE 8155.73 ELEVATION = 1215.64 CALCULATE PRESSURE F FRICTION LOSSES(LACFCD) : PIPE FLOW = 441.95 CFS PIPE DIAMETER = 61.00 INCHES ) PIpE,LENGTH = 100.28 FEET MANNINGS N = .01300 SF=(0/K)**2 = (( 441.95)/( 5797.875)>**2 = .0058104 HF=L*SF = ( 100.28)*( .0058104) = .583 NODE 8155.73 : HGL= ( 1223.218>:EGL= < 1225.586>;FLOWLINE= < 1215.640> ==_____ PRESSURE FLOW PROCESS FROM NODE 8155.73 lO NOD- 8 lS CODE = 5 UPSTREAM NODE 8155.73 ELEVATION = 1215.64 CALCULATE PRE5S1RE FLOW JUNCTION LOSSES: NO. DISCHAR6E DIAMETER AREA VELOCITY DELTA HV 1 368.6 81.00 35.785 10.301 0.0,10 1.648 442.0 81.00 35.785 l2.350 - �.368 3 65.4 42.00 9.621 6.800 4 7.9 18.00 1.767 4.482 45'NNN - 5 0.0===Q5 EOUALS BASIN INPUT=== LACFCD AHD OCEMA PRESSURE FLOW JUNCTION FORMULFIE USED DY=(02*V2 - Q4*V4*C0StDL1A4))/((A1+A2}*16.l} UPSTREAM MANNINGS = .01300 DOWNSTREAM MAN\lN6S N = .01300 UPSTREAM FRI OrE = .00404 � DOWNSTREAM FR[CTI(/N SLOP . E = 00581 �_�� ��v AVERAGED FR J .NCTIOz A-SUMED AS .004 JUNCTION LENGTHuFEET/ = 3.89 FRICTION LOSS = .019 ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTgANCE LOSSES) JUNCTION LOSSES = 1.147+ 1.648- 2.368+( .019)+( 0.000) = .445 NODE 8155.73 : HGL= ( 1224.384>;EGL= ( 1226.032>;FLOWLINE= ( 1215.640> ° p PRESSURE FLOW PROCESS FROM NODE 8155.73 TO NUDE 8217.31 IS CODE = 1 UPSTREAM NODE 8217.31 ELEVATION = 1215.96 �=\ - --- �~� CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 368.61 CFS PIPE DIAMETER = 81.00 INCHES PIPE LENGTH = 61.58 FEET MANNlNGS N = 01300 . � . . / SF=(Q/K)**2 = (( 368.61)/( 5797.875))**2 = .0040420 HF=L*SF = ( 61.58)*( .0040420) = .249 NODE 8217.31 : HGL= < 1224.633>;EGL= < 1226.281>;FLOWLINE= ( 1215.960> END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM �� I I Ii .1' ; -"-is.476ve61/Itait, .gitto! I' . -.- r 1 ellE01111. CIVIL ENGINEEt1ING • • LAND PLANNING -• LAND 8UI1VEYIND , I . i • SUOIECT 8Y OAT '38"95—.5— . 81RT1 d •• . rm/i�? /,I( :T //YD.. cALa_ A • C /— �: s- c ' -- . /ifi rAq. - 4-'70'7 . .s. . ' k: ! i I ' A n . r,. i 11 m '' . ,NUST BE >1,2 V 9 - I S,/Z • "_7,11:7_ 4o AYf . /l.� ,�or /low _ V _ • L. (2.3 7l -7 A , IL2.'3'j L -..-,` I. ,Sior�n Groin 1 . F - 1 • F e. 1 223_ 1. , 11! • - - - -- -. 7616 - \ ,,, I 1 . . t• y , Q/ .. 7C FPS I 1 1 ; • 'lI 2 S4r.. v2. Y'-.4,, 6.707 h 1 / -1 d .7 `/ • r ' ; 2 ' ZG• /Z 3 10.61-' � 1/611_.. 1 S S ' 3 ( L . - (%) ( .) ,76. IL �,�.:..1 I 1 dY.4 /C ABLE N x _t kEc21O, //_ /•.S cW Na a - 2 1 - 7 - ct. Xs .Z. IH I rc `76 • rl., LF OF - Zq " A=-3-142- • � i • II W l •�• •,� } •z_ 04 P H _ 3 r t 1) (1 ) _ 21 a = _ „ . • • - • 12 - • 111 • aL.A = I23� .- i. e 3188•L AIRWAY AVENUE • COSTA MESA, CALI(ORNIA 82828.4075 • (714) 841.8777 I . / , . . ..... , • • • . .. .,_. : . . 1 t i ' ; '1..; • • .t " I i 1 1 : • 1 • . 1: t ... . - r 0 f elEmEN. CIVIL ENGINEERING . • . LAND PLANNING: .1 LAND sunvErno . • :. ;• . -.:-: .. - • , SUBIECT . , ginA01 //le.47 1 1 Y.V. C I I la 1 Yeriki ' 1 °Ai r ; . . - 7 J 2 .41. t I 1 8°"" PP :' • . . '::-. te,/:/j= 1 - - :1)7. 1- ;V V.F.7/i-- ' Il 1 ..1 . . • , . , . ; 1. I. i[-- . , ; • ' ..; 1I1• • i.1 _ °lope. 4. a YI /Z6. /r /,A • 011- V i t s - ........ -.......... .37c1. i27;,) - • —.7 .t246-st ;;1 .• A -. • • • . . 6 ,.,. .. ......• -",. . ;. .,.. . .. m --________:--- - .., - ......... - I — ,; - (7' -------,. --. • I; . 2 • 1) . • F_________:b1:- • - Lz ' ----,, ---------• ri, I. • . __,i -,_ - - _ , ,. .. , ........_.. 1,_..--1. * • L .:": II- ID ., ---........,.. rap° :/ . ----- . .........._ • 0 , 4i. 76 — 13-9 '---I-• . •I .. i r 27-84 cfl . L7- • . 1 ; .. • • i . 1 •i• .&r/1- 2 1 1 12. 2. 1 y. cyti - 4.61 rpS „ (ef- / 0 /9/ . I 1 ■ F.C. /26/- 3g" 11! I . //(.-, 12 SE5- & 3/4 -' ( . .1 1. 1 • ' 2L- - • ' • ' I 4 f 4g4g ASZE ii - 4-G2- -t 4 I/ o- de tva Q- 27• R9- GtS I! - 57 II . • • I I . 1 /r RCP: 9-10 IF 0 P 33 i-s 7c 1 ''0. ) = 27 • Ne;P ) a : 0- s- - 3 f 4 t• 3 = °.'s 3 ''' 1 = 2.•9S I I n • I •::- SC ' 11 .. — • .., r ., . .,'. . 3, •- 3.3 ( 10 13 , ' I I 4 i -,... 5...o ■ , '— , . . 1 / 3180-L Alf1WAY AVENUE • COS tA MESA, CALIFORNIA 92026.4075 • (114)041-8777 e 1 ; : t f 1 t . , 1 • .1 , j ite. ij1L ir' lia C ! CIVIL ENOINEEHING • LAND PLANNING • LAND BUIIVEVINO . , SVeltCT SY DAN 4 N _ ,OS MO. SKIT OF • 1 rnA,P,Py / 7 1 • C cc 4 . a l t ;_`! 1- r- (? 4/ v" i let! * )2 /i vizr" " i -q3. . %. 1 II. i^ . • ti.. I. - • .1. I. .i • ." l/ "wax LIZ >42 IS . , s././ • sI :O _It dig • / /iei , pcoA /O!4 V' l) 6T Milatektima . er . ` I1 ra , ,. • ' - _ ;11 I "'l • I • . I . I: S 40- 1.5 y - Q /Q • 7 •S 3 , FP , C). s . !3 +go -2 ; � ; 1 c.p. ale./ I 2/2- l 11 ; r4.„ 0-w VI % 1 . o 6.. ' : r - G j , 1293- 4 36 1 • , 1 11,4.. / 2 &z -3 S {C -. ( il... ( • 1 ;' I .4 10/L451E ,/ s V . Db Q s 36- 95- CPS /{a 41 o .1 11' i c"' iI3 -14ji LF OF _b 1' / A = 4 -q01 I / T S(-"Z C : 6) = e- 3r• 1 (14) -s . ! i f . II . " i D 3 . = I" 1290 -y- : II I , 1 �1 L 7_ Z E1 ,2 v A _ 1' , 3186-1 AIRWAY AVENUE • COSTA MESA, CALIFORNIA 92828.4815 • (114) 941.8111 e I•, .1 •." ..-. - . : : ; • • I — • ,- i 1 -- • • - .• .• .1 4/ i, ' -, •.- - - 4 . 's :),..":s . " „' ' / • , - if f - motailet i i ii . co.\ ! MOM! CIVIL ENGINEENING • ' LAND PLANNING: .1 LAND SIMVEY1/10 , -. ‘101 .• • . . , .. SUBJECT „.., BY DATE ' . 108 10. . ' futti Of • • 7(0 )ThP/Pi ///1.:ri II/D (Ala • Yentk: . H • " ).•,. . i ti .. A-g•frk 1298.01 • . • ,r,.....,.//, . • . • . . . 1/4 • i 1 , /%/.:.-s... f.- . .. 1 . *i• • ,,,,,,.11r_ • I - N 1 : 1 * . 11 // . I. / 1/ ' MOST II: >/2 /,;: • I ,5 / Z . 1 ' . , ClOr In A O //6 recv pcoA / V • EL szl.if .6o . i -- ,Vorin Dro/r7 --....__ i. 6 -- • .:-.. -',. ..: : - / / --___.. --_._ -- • -bi: V.;,--: 1 ' -___ --------___ 1. ii . 1, ---- 1 oiy• Cif (I I . 1 - / - 7-4 - Q : 74- 0 2-•" C FS .. --- NI \ I , • )1 ' i . • • . 1_47 z . S 14 7 /2/2-i y., (7„ , I ' f 1 y," • ' / / I . , ,,, ' V • Iic .. p..98. 1.C" 1 ----- . , 1 , 1 • ( '\--),, 3 --' ( it] ,4,-- )4fi A 1 / I /Z. A 6 l E 11 fr= 3 - 7S — --t , c I ,. ' , . ) P. Ily' 1 • 12. a I t I 7/c; — 74 .0 2 C. P.:; k - 1006 ---• --- , I • , f . 4Y.:' - 4 zr o r- Az , 4-4 •-: 2-•••() . i • 3 a -- 0 - E P I I ' • . ",/ :,-.- ;- 7 r;f-- 4 - 0 • 7 LC.. / 1 ■ I i . , 3100-1 AlfiWAY AVENUE * ci-x mrsn, CALIrOFINIA g2520-4075 • (7 1 4) 041.01/7 : / I , ', j I 1.11.;:: 1. . ii! ' : f" g c , . . CIVIL ENGINEEIIINQ • LAND PLANNING 4 LAND f3UTiYEYINQ SUBJECT BY DA IF. loo MO. 01IUf Or • • II?Aif ,A/'J /'l1 21 fl; /D. C ,iLGS - i . •'ti 1207 95 /10 7 < << i . -4 , A . 0 ,, c , • fr. / 1. . - 7. f• 7/1 : i i / -- - – — - Ok,V_ -f t 8YO.A,., ft (201•6D ! //6. ,'rr pi:v/+,' 'it'll.' V le 12o6 -W i .57 Orin Oro,n )t 1200•: , i',, , r ..;.‘, .,.....1,t _t. ,'. , l. - .I...)1: I .' L.2 ' ---- .t. —. - l' I. - � Z 0 I . � I j; ! 1. , 0,23-02- c f,‘‘ ,� .�°" A v G. 6oS 0 - -- — _ - _ ___ _ "-I / Ps � lieo....4 t. -.lr.J L(Ne i i - 2 .2�r9L �_i./ /Igd ='o I Acyu- a Ier - 4 : 23. off' x 2- 3 i = 20.t c I 2.2 p. Q/1 7. 63 !=PS o p than N +ILL JTrgrf SEwtR c a.12.10 , 1 5 H .T. No. l6 %zl b ( >7 6 ' I I // 0 - /0 d • r /- Op ; 76. /209 7 -`- I viSo#-ct. 1206 s�C ( % 1 !� (2-3-/tto. r J , 1 , .. 4/21/L ' .1' ,R .3 -60__ Q. �., . oe c S /[' 410-1c) i 1 , G6' ' fl ' /4"05',. 1 ZF or- 30 ' . q • '°5 ' i !. /4:. / -25 1 c. -- 0- 7Sx 3x 7<xv1(141 / f I . _ _ � - 0 _ j 30 / y I 4 D� �Z LI 740 I I 1 ' LL -v• h. 12D7 9S L2 7. 2.o ' i i. r •-, , •I IASAV Awrrii COSTA MMrSA. CALIFORNIA 92.826.4875 • (7H) 1341.8111 I / 'II II'! . _‘ : +ii . . „N... Ae#4b"-'0"eeoteUt ate. !I I= 1 1 • ! I CIVIL ENG1NEEAING • LAND PLANNING • LAND SURVEYING sueicc, ev oATF roe No. eH[[f a • 8/T e'ei /f(T JP>'D , cilia A • " " " E 1`l l c) r- c 4 ' ,, ig(70--;-:§7--"Y`t ' � • :; _ n / / 'i Warr BE >42 I' 9 -,1 ,s,�L�,lzl/• 46 • j ,v t di/ . /!.6 ,err /.`i:()/,_ /lty ..V. lyo8 ) a, I Z9 _ 5/crr Oro n "S •1 6 11 • 1), ' 4L f — _, .._ 1 i r: ■ . . . F —1 /2v3 , !./ . , ; . L h c j • . .) 1'. y in 0/4 AM I .7S T If . syf?-, 5 Y' /s w' - 2.y. I i 1/.6.4., Po T-47 7 ( 4�' ( , 1 _._- 7 . ., p ° i • • ,1, 1 4!;Q /L,4151E // 9- 53 , " ,'EO11. /7 2 -9 9 CW,va 0' a / Gf's K= Ian 11 I 1 kick?' o [F OF fe " A 1. 1 i . i � I 1 1 Q S-�� E C°? S ' (c c Ed) , , ! i I . : • 1 JI = . Zo./ _ 'g' :Us ) , I • ‘110 IciC T (.?--) .) — • 1J = 1E , . I1. L (= (2, L 1 , t(. A = 12/.5•C 3188•L AIRWAY AVENUE • COSTA PA SA, CALIrORNIA 92828-4815 • (114) 941.8177 1 1 .; r . . . . . . . . I ' • I I I 1 :, 7X;4'emi,70ireouzit, ii,e,11 ii,. , ,„„, . ! . CIVIL ENGINEERING • LAND PLANNING 'LAND StINVEYINO • I. SURIECT ,,- BY , , /Oa NO. @NM OP • 1 70 2 1 1 PI ine(7 //7), e.'/Itc A .;.it DAT c , - . 1 • . ., le . Oft/ , Z7g7,,VlA il :F S • . . /Tr ‘:i11. _ _ • A ; . ■ .: ; , . II // V' N • maw ze >Z2 ./ • I Sit ‘ 1210 .S _ . 1 ivo-r Slor_ 41, Ay, . _ _ / /76 for pcoA - /1/4,11-* ----- I -- -.. .... (3/;;:o;C;;/; - - 6i , .- • -, .;.(..... ---__ --.., _ -- 1: A .._, , 1)1 '4 I I ; ------ 2 • --- I --.2-1 Z 1 1 :-; 1 . . I * . SLed Pi 21 • i 1 IAN Cp Au - 5 - Fps , 1 • . ,. : . !II ii• Is 27-2-7 .2 , '1 .41A/ZAZ3ZE h ' C -gl 0 . 27.2:7 t. kE0 21 // = �. A/4 • ' II 1 •! A iF 0 F 3 • I 1 '. 4-11‘qoq : , I • t i ,, • 1 27 2 — . ----_. i. ,c - = «8 ( 1. ) 1 2 3i I v - . ■ I i ! / / : 10.c L 5 . , . e --, 3186-1 AIRWAY AVENUE • COSTA MESA, CALIFORNIA 82628-4675 • (714j 641-87 r 7 t / 3 11! r 1 . : . • �, '' I • .. .,. r R46;1 II! • t....„ ! . CIVIL ENGINEERING • LAND PLANNING • LAND SUIIVEYINQ i i i SUBJECT SY DAN l0• HO. •HEEf OP • 1 1m/b',Py i N /,D, c tLcs . 4 . �P& /ki/ /7)--.s"-- e.. 2 . , . atzt3' • * ':. i . i I ' , . 1 . ;. , . . , .i , . t . �� •,yasrlie •>12 y If9•1S7/L . I. ��o AYE • - \ /ea e`er' /'c� k . 11,11 .. V% I2 , / 4 gi - - - - - 1 ... - - r---1,- -- - - - - - , , _ - - - • - , ' ; i - 6i Maileitagi tiro ., 1. 'i 1. I ri • 1). 7L 4 V" Q /, [1 all FPS • • .5 • 25 . ....d7 • .5-5R-1-1740 • � � � %, . . . /.1 ..49 0 : 1 1 ! i ' /1.6./.... /210- 1 Sii.-- ( ( ) ,Z____," , ,A{'A/L,48LE // x L • 5 t de Na Q fo .2-1 crs K. fo r 1 RCP` S0 IF OF (1( l' . � ' L • D • - +11 •Li , • 2 / £(cti• ii : 12 /3•O r ' r % / 3188.1 AIRWAY AVENUE • COSTA MESA, CALIFOflNIA 92828 -4875 • (714) 841.8177, I: 1 1 ,' / l ite J ; I) I .. V a ® ! mss CIVIL ENGINEERING • LAND PLANNING • LAND 8UIIVEYINO , • SWUM/ er DAif. , I0 NO. ANC[T q • �.- • . t 1.F ✓ :.' A 1 2 ism �. /2:2_3 6. II N / / 'mast a )1.2 %•, ,5 or -It dry . i /i.6 fer /. h "e)A / /r'I1: .; $ i • Stor_ �n Groin J ' , bi SIMENteria*- 70 , ' f L �< ,r �e1 Cj ; : g S1 6 64-6-C--7 \ I . S.) s 69+ 67- 69 - . /1 Q/4 .. 2.0 FPJ' 7. V AIN s if7. /k /ZI •. • I . t • :C YI 0 . ° 6 . ij Iii 0 .177 ' : /223 3 .s4 / )1 • ' i 69 /,l t✓ C , j�� S � S(L � ( %) L (-7/0,/ ' -`' ' .4K4 /ZQBLE I/ A Lf- 0 g '' �'E41), r( 4-o AE'eN4 Q _ 3•S`� i 1 ,,, " GL's r ri I I . RCP_' 5 IF OF W p_ 4 1-767 . ! ' c/-a-c 6k it LET ( ei.e',";.--v 1 t , ( r 1 ' /o CL 0.''7c 3 n ( ( 1 ) 0 - . L : , 1 =� I 75, L 2 : - e u. A; 1 22_ /•.� , i 3188-1 AIRWAY AVENUE • COSTA MESA, CAUr0RNIA 92826.4875 • ( 841.8777 f . / e I.: f Rite. i i � 1 � Ii C IVIL ENGINEERING • • L AND PLANNING • • L AND BURVEYING SUBJECT eY OAif Joe NO, eHE Et Of • �mA '�i + o i�� r lei . cps . )� k, /- � . s_ c-; t = et.I - f . , .. ., „„ , ..• 1 i 1 i 1 / i. , f — ___. _. ____..... ___ __ ...... _ __. .. ..7 .. � 1o1: Q 4, dye • f A'6.. f'0r pCvA %oit. �'_ 2 1S +3 I • d cy ti S or /'rr1 - Oro,, - 1. L, / Z \--- I. 1 1 . - • L sJ, o • , , ..D.51 6 91- b6•0 2- .�. ,. 1 S • D, .S#' 1 / 2,4 y' %ct - 9.2 Fps • ' • . t . . 4 r4, / • 3'1 ' / J ,- -- / . (,. . //L:t. 12 15- f3 S(.-' (/4) 741:Z_ i zq• /� crs K= 2_26.2 Q I 1 . ' IiCP.' 27.47 LF OF 2 C 0 iNtz ( 7, c ) : i 1 • 2 lj .'6 o.71-- ? n , (2) / 1 1 _ 11 L, - b.a ' I LZ - 2. , (.• A , /27,1.' 3186-1 AIRWAY AVENUE • COSTA MES CA LIrORNIA 92626-4875 A, • (714) 641-8777 I r.• • . • IR . . . I . • i1 ,); CIVIL ENGINEEflING _ • ' LAND PLANNING .1 LAND SUfVEYINa , I ; • , • • t ',,, • i C;t(!;;.1 li•'-' . r: r t . . t c � . S UBJECT mmen IntE.r JlyD , Cilia er DM JOB Nth. e�acr a • 1 i3 °$' 1233 • i 4.. - , z r �"` J i . ,• 1211.22 . ; / 11 "All4sr It >iz y % 9 • / S /L �l 4 -• d' . /07. /cr /�coA / /vas • V 1224 S7orm Crorn 't i. , 6 i ;!•, :.;: :,.•.., -t— ...,..____........_.. -.................. ii 1,12- ie ' A L2 / . i i • , . [ L' 'r1 D y- Q/4 .. ' • 37 FPS , . .' i 1 1 Y1 r /• 36 . 1 � ,� 1.64 ' , T )2 33 1 ( , ! /,/v,C., [226 -32 .3 ( 1 • A� - ; 1 Q « 6-6g /L,48LE I/ - Q Q. .55 ctS K= 528 -7 il • 1 RCP. 9-o it OP 33 y v 5.43 q • S IZE OP e-FYI_ TNI- c 1s 1 1 ' ' - _ 1` � . 0? -, 0 -7-r ^3C7<Di) C 2 ) . , Y3s . I1 1D,. _ 2 . 2 = 5- 1 L = 73 .. ; 1 l 11' L ;'-' 3 , Et_ . Is3 o -s i 31 OQ -L AIRWAY AVENUE • COSTA MSA, CALIfOR111A 82626.4075 • (71 641-8/TT 1 . • f ., : 1 ', 74e. tr".' eoliteeiiteut, Rite. ! i 'I.:. , 1 . , ! • ! 1111111111101 CIVIL ENGINEEIIINO • LAND PLANNING • LAND BUDVEYING , SUBJECT " DA tf. IO• NO. RUM Of • lsm /P/�P/ (/' /br-T /1/9, c r /u_ q . .Ci%rf`i ) -- ,), s _ ._ ? i •teti . •A /225" l2-3 / , /firg-"---2-."7-,4';',`., i I s.24.i4 tI ii . N 'MUST > • i • �E /.2 �9 s�/L� . 0 1 Stor dYs • .. H6 trey /.'c•7A ,' %vii• V 1 4 3 . - ti - Tiorfn Groin I it 4. 6i :.";...''.:;,:- :;: :,..., '41 ------ I! • • 4•�C I I s /EET rq /Z, 0 .n.) v v/4 " FP- r• CA . "/ t SS.7 3 ! ' I Y/ r o.1 f /? ,/%, ! 6.37. • I' : i /231 .g2_ '1' 11614. 12.24-2-2. 6/4 -- ( � ?-� e t_ ii-nr. — -- L \ li. . . z • ,,, ( .. y, i: 4l'/L451E N - 5•) i '- REO /y_ o � ° 4(. Na Q . 7fgi c s K= ( o - • • I ! ,, ,''c" 22- IF OF (V y II J S (. cs t Tom- P• / N Lc-r. , 1 ' • • (? z e6672 ��tv ) Q 4.7 5 7-7 , (1) 1 I i • D 1= I• r • ; I , L r = j 1. 5 ,L .=L Ei. ,. Q: - /2 - ,s' i r 3186 -L AIRWAY AVENUE • COSTA MESA, CALIFOf.NIA 82828 -4875 • 1714► 841.8777 in e,002g.,aft. ... CIVIL ENGINEERING • LAND PLANNING • LAND: - ,, • . NG illI i:- . , . . --I BY DATE JOB NO. '. :' ''17.: EET OF ..4 S1 ..DA.A/N Venk;- N . sbx / 87 3gto :'..: B ASE LINE AVENUE. ... 14-•/D P.,Poi Li c s r RO1 LIVE- OAK TO - ..rt.74.iti - • , ,-•: ,I.,,.- ' -.: :-t:'•it•,• - - - -, i' . .;--i, 1 .. I n17n RPM-1111 AVFNIIF • COSTA MESA. CALIFORNIA 92626-3428 • (7141 641-8777 Ae g O ate. MEW CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT I BY [DATE 1 JOB NO. I SHEET OF I t4 .'QY1 . i 7 1A+r ( be tAYIP v * 1 ;.Ire O G L , aitvl. c l-1-e v v 4-vein but 1k au rite vexr ccoL - in M 'yro s-4 ckovv Puvute i tv!'al ar(IN- ci Vaih 14tPhe) (6 t co — Qzr= 4 -4� C /_ _). 7 vu n „ii .th G 6G'4,, h^k'nt-on.,„4 cv,c_ / ,.Pk,vs f ; P'• Aa- ,tree'✓+ CC wf.c.ol a 4 530. 01 c..C. /, . F o•.- 'r1i f gx ri't: , y CCr et-' t o✓ Wii3 -, b,PV , i" Cc vvy ' 4i0 246 C•• 2. /1 "."1 ID 4 t pv.: "damA • ./.9 Nv M d ■,- i n G ,tre t. JAL' , ,,, - 1 1 tk., _Ax (Ate N6 runoff , 1 - +./3 /,. c /y". - - 4 COrr4 r,uct a C I- rd tev t■ v,/ mom. i r I vl vu'r A 17 xr/"f ; r•c O cord L Or (S3o- o — 4Io- l'6 = 119- 63 c1 jc, 7ov? ri, bw! t' ! A Pic c tte, f` /j z / 4 rwr � u. aei'g�r{,1 e' v c! r- : . C it., Y v l� A ifr ✓1 us dew/ ^ r'v /l; g 644, I- iru (AA,. Y� / v- ■ ,',1 /' , �...c._, o( 1. �'Jh.i .rP ►1Lv q k e" in _ G 'cv ha_. % ` �. t.z- .- tP' . 4(4, { t OCC1 -thy ;4; It +Ai o dt It 1 .1 e r vi ,J., ! i� U / � o . i e . e k w l e ► L O )K CO k 4 C .azc - n l P,Dp. cAAn L. ,,. o- o2s Z ' Y1 16Y Stvud' And 69vm (vo4i- /- pcil.T = O - OIg 1 3170 REDHILL AVENUE • COSTA MESA, CALIFORNIA 92626 -3428 • (714) 641 -8777 ** 6 lRL;;7_6J_A; BAE,ED Cv �l��TnGS E�UATI�� A WD = =======.=====��=`=^^` <<<(�<<(<`<c//<</'<<<<<;<<<<<<<<<<<<`>>>>>>>>>>}>>>>>>>/>) �C/ Copv,j�r't 1963 Aovanceu Enrineering 8oftwre <<<(<<<<<<<<(<<<<</<<<<<<<<((<<<<(<(<<) >>>>>>>>>>>>>>>>>>>>>>>>>>>>>)`'>, **********UESLON RE6uLTS*********************************** * N.BASE LINE TEMP CHANNEL HYDRAULICS * Q 1012)YR EXlST DlFFER,1NCE ( ALONG CHERRY AVE ) * C. LINE ST. STA 7420.52 (BASE LINE ) , VENKI.N , JN�810, 4/29/87 ***********x*********************k***********************************.**, * 31F391vA1ION FOF 6JBCHANNFL NUMBER 1 : NODE NUrBE9 "X" COORDINATE "Y" COORDINATE 1 0.00 1307.40 2 9.0@ 1304.20 3 27.00 1304.20 4 ~ 33.00 1305.90 SUBCHANNEL SLOoE(FEET/FEET) = .003100 SUBCHANNEL MANNING8 FRICTION FACTOR = .025000 SUBCHANNEL FLOW(CFS) = 120.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 32.53 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 3.694 SUBCHANNEL FROUDE NUMBER = .595 SUBCHANNEL FLOW TOP—WIDTH(FEET) = 27.14 SUBCHANNEL HYDRAULIC DEPTH<FEET> = 1.20 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 119.50 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = . 120.17 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 1305.64 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. 7 ' . **********DESCRIPTIOW OF RE;;SILTS************************************* * N.BASE LIN: TEMP CHANNEL HYDRAULICS CALCB ( * Q 100 DlFFERENCE =1 &9. 5CFS" STA 7624.57 � ` * VENKI N JW3810 4/28/87 \ / ^ � ^ ****************************************e******************************++- ' * ENTERED INFORMATION FOR SUBCHANNEI NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 0.00 1307.85 • 2 7.50 1305.60 3 25.50 1305.6.: 4 33.@0 13N7.90 SUBCHAmNE SL.OwE(FEET/FEET> = .008100 SUBCHANNEL MANNINIIS FRICTION FACTOR = ..02500Q `` `^' SUBCHANNEL FLOW(CFS) = 119.5 SUBCHANNEL FLOW AREA(SQUARE FEET) = 23.56 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 5.073 SUBCHANNEL FROUDE NUMBER = .924 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 25.19 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .94 TOTAL IRRFGi} CHANNEL FLOW(CFS) WANTED = 319.50 C8MPJTED IRREGULAR CHANNEL FLOW(CFS) = 119.54 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WAT:i-R SURFACE ELEVATION 1306.69 NOTE: WATER SURFACE IS BELOW EXTREME LEFT A BANK ELEVATl :iNS' - _ - HYDRAUL EtEMEwTS - I PROGRAri; PACKAf/E /_ __ { •• <<<(<<<<<<<<<///(<//<<<<<</<<( (<<<<(<>>>>�>) >>)>>>>)>>>>>>/��/>�>)>>� (C> Coovrxpht 1982 Aovaroecl' Engir/ S'`ftware [AES: <(“'c<<<<<(<c/<<</<<(/<<<c(<<0<<<<(<>)>>>>/>>1>}>>}>>>>>>>>}>/>>> • < < < < < < < < < (< < < << ( < ( < < ( ( < < < < < ( ( < < < < < (< ( <>) > >> >>>>> > > > > >> >>> >>> > > > } > ) > ; ) . Advanced Engineering Software [AES] REV. 2.0 RELEASE DATE:12/30/82 • <<<<<<<<<<<<<<<<<<<<<<<<<<<(<<<<<< <<<<}>>>>>>>>>>>>>>>>>>>>> >>>>>>> >> / > ' ; ' ' **********DFSCRI f'= RES\}LTP.*********************+****** * N.BASE LINE BOX CJLVE CRi)S6NG CHERRY AVE * Q 100Y 9 DT:LFFREm(T 8['X Q=60CFS FOR ON:E i7tPRRE'- STA 75 * VEWM,N' JN 3810. 4/29/87 • ********************* ***********************************************************************- , >>>>CHAKNEL INPUT INFORMATI3 � CHANNEL Z(HORIZ0»TA�/VE6TTCAL) = 0.00 . 8ASEWIDTH(FEET) = 8.00 CONSTANT CHANNEL S = .013600 UNIFORM FLOW(CFS) = 60.00 MANNINGS FR1CTI[/N = .0140 NORMAL-DEPTH FLOW INFUR >>>>> NORMAL DEPTH(FEET) = .80 FLOW TOP- WlDTH(FEET) = 8.00 FLOW AREA(5QUAHE FEE7) = 6.36 HYDRAULIC DEPTH(FEET) = .80 FLOW AVERAGE VELOClTY'FEET/SEC.) = 9.43 UNIFORM FROUDE NUMBER = 1.853 PRESSURE + MOMENTUM(POUNDS) = 1254.31 AVERAGED VELOCITY HEAD(FEET) = 1.381 SPECIFIC ENERGY(FEET) = 2.176 CRITICAL-DEPTH FLOW INFORMATION: _ CRITICAL FLOW TOP-WIDTH(FEET) = 8.00 CRITICAL FLOW AREA(SQUARE FEET) = 9.64 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 1.21 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 6.22 CRITICAL DEPTH(FEET) = 1.21 ' CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 1086.12 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = .60; CRITICAL FLOW SPECIFIC ENERGY(FEET) = 1.807 **********DESCRIPTION OF RESULTS******************************************* * S.BASE LINE BOX CULVERT CROSSING CHERRY AVE * Q 100YR DIFFERENCE 119.5CFS sTA' "m4oy117 * VENKI.N. JN 3810, 4/29/87 * *************************************************************************+^ *******************************************************************e***** }))>CHANNEL INPUT INFORMATlONM< CHANNEL Z(HORIZONTAL/VERTICAL) = 0.00 BASEWIDTH(FEET) = 16.00 CONSTANT CHANNEL SLOPE(FEET/FEET) = .013600 UNIFORM FLOW(CFS) = 120.00 MANNINGS FRICTION FACTOR = .0140 _ _====, NORMAL-DEPTH FLOW INFORMATION: >>>>> NORMAL DEPTH(FEET) = .77 FLOW TOP- WIDTH(FEET) = 16.00 FLOW AREA (SQUAHE FEET) = 12.30 HYDRAULIC DEPTH(FEET) = .77 FLOW AVERAGE yELOCITY(FEET/SEC.) = 9.76 UNIFORM FROUDE NUMBER = 1.9G1 PRESSURE + MOME:% = 2563.96 AVERAGED VELOCI HEAD(FEET) = 1.478 SPECIFIC ENERGY(FEET) = 2.247 CRITICAL-DEPTH FLOW INFORMATION: K -------' CRITICAL FLOW TOP-WIDTH(FEET) = 16.00 CRITICAL FLOW AREA(SQUARE FEET) = 19.28 CRTTICAL FLOW HYDRAUL DEPTH(FEET) = 1.21 CRITICA� FLOW AVERAS-: Vi.LOCITY(FEET/S�C.) = 6.2- CRITICAL DEP-H(FEET> = 1.2l CRITICAL FLOW PRESSURE + IYUMENTUM(POUNDS) AVERAGED CRITICA- F,O, VELOCITY HEAD/FEET) CRITlCA- FLOW SPECIFIC ENERGY(FEET) = 1.807 **********DESCR}P R.FE/L ( * K.BAS[. wYD1A.)LICS 1 * Q =119' (7100YR D)FFE:qEN; .STA 7.:)21.57 * 4/ **********4-**********************it*******4*****************************f+g -------- * ENTERED INFORmATlON FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 0.00 1311.80 2 7.50 1308.68 3 25.50 1308.68 4 30.50 1310.20 SUBCHAmNEL S�OPE(FEET/FEET) = .013600 SUBCHANNEL MANNINGS FRICTION FACTOR = .025000 ,..~~...'.. SUBCHAN\EL FLOW(CPS) = 120.5 SUBCFA? rLOW A'REA(SQUARE FEET) = 19.69 ` F VELOFTTY(FEET/SEC.) = 6.118 SJBCHANvt FROUDE = 1.176 SSBCHANNEL T//p-WIDTH(FEET) = 23.41 D-2. = TOTAL lRREGULAR CHANNEL FLOW(CFS) WANTED = 119.50 COMpUTED IRREGi!LAR CHANNEL FLOW(CFS) = 120.48 ES"lMA7 IRREGULA NORMAL DFPTH WATER SURFACE .................,........ 1309.63 NOTE: W.:-;TER SURFACE JS BELOW EXTREhE LE A\ID RIGHT BANK ELEVATIONS. **********DPS7RTP FIL RFS ILTS**************************************44-4*A N.PAEE LINE TEMP HYDRAJLICF. CALCS t * =113.5 CFS, 0100YR DIFFERENCE .STA 7967.57 * VF,‘!KI.N. JN 3ele.4/28/87 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER NODE NUMBER "X" COORDINATE "Y" COORDINAlE 1 0.00 1311.70 2 10.50 1309.20 3 28.50 1309.20 4 34.50 1310.85 SUBCHANNEL SLOPE(FEET/FEET) = .010400 SUBCHANNEL MANNINGS FRICTION FACTOR = .025000 SUBCHANNEL FLOW(CF) = 120.6 SUBCHANNEL FLOW AREA(SOUARE FEET) = 22.20 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 5.431 SUPCHANNEL FROUDE NUMBER = 1.034 SUBCHANNF__ FLOW TOP-WIDTH (FEET) = 25.9 2 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .86 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 119.50 , • COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 120.59 " ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION................ ............. 1310.21 NOTE WATER SURFACE IS BELOW EXTREME LE :T AND RIGHT BAW, ELEVArIONS. • �- **********DESrR%PTI0N oz RESULTS************************************ * N.BASE LINE TEMP CHANNEL HYDRAUL/CS * 0 100YR D1FcERENCE=1 19. 5CFB. , STA 82913• * WENKI.N, JN 3810, 4/28/87 ***********************************************************************°*7~ * ENTERED INFORMATION FOR SUBCHANNFL NUMBER 1 : NODE NUYBE9 "X" COORDINATE "Y" COORDINATE 1 /0. 0W 1314.95 6.00 1312.75 ' 3 24.00 1312.75 4 29.00 1314.35 SUBCHANNEL SLO�E(FEET/F = .010400 , SUBCHANNEL MANNINGS FRICTION FACTOR = ��5�0� ' '^ `.� . C SUBCHPNNEL FLOW(CFS) = SyBCHANNEL FLOW AREA (GQUARE FEET) = 21.67 � GUBCHANNEL FLOW VELOCITY (FEET/SEC. ) = 5.604 SUBCHAMNEL FROUDE NUMBER 1.040 . SUBCHANNEL FLOW TOP-WIDTH (�EET) = 24 03 . SUBCHANmEL HYDRAULIC DEPTH (FEET) = .90 . ' TOTAL IRRE COMPUTED IRREGULAR CHANNEL FLOW(CFS) = ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER '` "°`��~ ELEVATIO% �313. �8 ^ .. NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ' . ` . , ` ~' `' ` **********DaSCRlPTION RESUL—S************+'"************************°*+ * N~BASE LINE. TEMP CHANNEL HYDRAULICS . * Q 100YR DtFFERENCE=119.5 SrA 8839.21 * V�NKI.N, JN 381Q, 4/28/87 III , * * � **********************************************************~* ** ***** * ** * * _` * ENTERED I4FORMATION FOP SUBCHANNEL NUME 1 : NODE NUMBER "X" COORDINAlE "Y" COORDINATE 1 0.00 1320.80 2 7.50 1318.35 3 25.50 1318.35 4 30.00 1319.80 SUBCHANNEL SLQPECFFET/FEET) = .010400 SUBCHANNEL MANNINGS FRICTION FACTOR = .0250069 SUBCHANNEL FLOW(CFS) = 119.9 SUBCHANNEL FLOW AREA(SQUARE FEET) = 21.59 SUBCHANNEL FLOW VELOCTTY(FEET/SEC.) = 5.554 SUBCHANNEL FROUDE NUMBER = 1.038 SU8CHANNEL FLOW TOP—W1QTH(FEET) = 24.29 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .89 ---- —�____--- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 119•50 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 119.92 0 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WAT�R SURFACE ���N �� �N�r ELEV�TION 1319.37 NOTE: WATER SURFACE lS BELOW EXTREME � LEFT AND RIGHT BANK ELEVATIONS. `� ��� �aer 4 + ^ ^ • � . �� * ** RESUL1S OF IRREGULAR' CALCULATIONS BASED ON MANNImGS EOLIATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS _====- <<«{<<<<<(<<(<<(<<<<<<<<<<<<<<<<<((<(<>)>}>>>>>>)>>>>>>>>>>>>>>>>?>>>>>>>/ (C) Cooyright 1983 Advanced Enaineering Software [AE5] ((( << ( < < <<< 4 < ( < ( < { <<<<<<<<< ( <<(<(<{<<{}>>>>>>>>>>>))>y>>>>}>>>y>}>>>}>>> , ` > ION OF RESULTS* *********w**+* �-, ` ^ * LINE |Emp.CHHNNEL HYDRAULICS _ ` Q 100YR(EX TPROD.CHERRYAVE),CENTERLINE ' | - - 0 4/28/87 � `^ * - ** **+*�`. _ __- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 n ' ^ NODE NUMBER "X^ COORDINATE "Y" COORDINATE 1 0.00 1323,45 5"00 1321~70 . 3 23.00 1321.70 4 27 13e8.80 ^ �� SUBC-IANmEL SLO-JE (FEET/FEET) = .0)0000 SU8CHAWE_ MANNlNRS FRICTION FACTOR = .0250w0 GU8CHANNE. FLOW(CFS) = 120. 1 SUBCHANNE,_ FLOW AREA (GQUARE FEET) = 22.01 SUBCHANNEL FLOW VELOCITY(BET/SEC. ) = 5.459 SJ8CHANNEL FROUDE NUMBER = 1,019 SURCHANNEL FL0*1 -WlDTH(FEET) = 24.69 DEPTH(FEET) = . 89 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 119.50 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 120.14 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 1322.73 NOTE: WATER SURFACE IS LEFT AMD RIGHT EXTREME _—.___'..�^`_'~. ���� �N�v **********DESCRlPTIQN Of RESU ****** **** � N.BASE LINE TEMP. CHANNEL HYDRAULICS * Q 100YR DlFFE9ENCE=319.5. 5TA 9247.47 JN 3810, 4/28/87 - ****** ************************************** ***********************+* + , ---' ' * ENTERED 1NFQRMATION FOR SoBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 0.00 1324.15 2 4.50 1322.70 3 22.50 1322.70 4 27.00 1323.75 SUBCHANNEL SLODE(FEET/FEET) = .010000 ' ' SUBCHANNEL MANNIN6S FRICTION FACTOR = .025000 • ��� ' ��' SUBCHANNEL FLO�(�FS) 119.6 = SUBCHANNEL FLOW AREA(BQ FEET) = 22.23 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 5.379 SUBCHANNEL FROUDE NUMRcR = 1.016 ' SUBCHANNEL FLOW TOP-WIDTH(FEET) = 25.54 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .87 TOTAL IRRFGULAR CHANN=.L FLOW(CFS) WANTED = 119.50 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = ' 119.57 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATlON 1323.72 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIG-iT BANK ELEVATIONS. `- -�' 11 � , ===== = _ ==== ======== ============== **'RESULlS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON EQUATION ��� WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS ��� � »` ____________ {(<(<((<<<<<<<(<(<<<<<<(<<<<((<(<<<<<<}>>>>}>>>)>>)>>>>>>>>>>>}}>>>:>>>> (C) Copyright 1983 Advanced Engineering Software [AES] {“<<(<({<(<(((<<<(<(<((((<<(<((((<(<0>>>>}>>>>y>>>>>}}>>}>>>>>)>>>>)>) **** ***********************' * N LINE TEMP CHANNEL HYDRAULICS - � • 0 100YR DIFFERENCE 119.5 CFS , STA 9560.00 « e VEMKI°W, JN3810, 5/13/87 - ` ***«p*****************e*********************e******************e********÷ * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : . NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 0.0 1327.35 2 4^50 1325.80 3 88.50 f385.80 4 87.50 1326�80 SLOPE(FEET/FEET) = .01130o Alh SUBCHANNB- MANN�NGS FRICTION FACTOR = �����0 . SUBCHANNEL FLOW(CFS) = 121.4 SUBCHANNEL FLOW AREA (SQUARE FEET) = 81.72 SUBCHANNEL FLOW VELOCITY(FEET/8EC. ) = 5.590 ' ' SUBCHANNEL FROUDE NUMBER = 1.074 ' SUBCHANNEL FLOW TOP-WIDTH(FEET) = 25.83 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .84 _ ' �-_ TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 119.50 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = ' 181.41 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 1386.79 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. �m~ ' ' . . *************1 ~ * 0 100Yx DIFFERENCE 60%, umCFS, ST* 10173.00 . VENKI.N. JN3810. ***************************************************************« * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 0.00 1333.40 2 18.00 1333.00 3 39.00 1332.80 4 45.50 1332.79 5 46.00 1332.70 6 64.00 1332.70 7 75.00 1333.60 SUBCHANNEL SLOPE(FEET FEET) = .013200 SUBCHANNEL MANN2NGS FRICTION FACTOR = .025000 SUBCHANNEL FLOW(CFS) = 119.6 SUBCHANNEL FLOW AREA(GQUAHE FEET) = 30.44 SUBCHANNEL FLOW VB-OCITY(FEET/SEC.) = 3.928 SUBCHANNEL FROUDE NUMBER = 1.048 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 69.73 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .44 .L•- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 119.50 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 119.58 ' ESTIMATED IRREGULAR CHANNEL 'NORMAL DEPTH WATER SURFACE ELEVATION 1333.35 _ NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ` . . '��� ` '' 1 0.00 1337.50 2 5.50 1335.8 4 27.50 1336.95 SUBCHANNEL FLOW<CFS) = 60.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 12.02 SUB F_Ow VELriCITY(FEET/SFC.) = 5.809 Su8CHANWEL "(JUDE: muP = 1.195 SUBCHANNrL FLOW TOP-WID7h(FEE7) = 22.113 S�BCHA�N�L HYDHAJLlC DEoTH(FEET) = - ---__. TOTAL lRREGULAR ChANNmL FLOW(CFS) WANTED = 60.00 COWpUTED IRREGULAR CHANNEL FLOW(CRS) = 60.22 N ` ESTT�A�ED IRREGUL�R CHANmEL NORMAL DEP1H WATER SURFACE ���M v� ` � ELEVATl�+ 1336 4� ��� ` ....''...~~~..............~.. . �3TE: WATER SJRFA{ ]S 8B-0w EXTHE�E , _EF" ANT R'G�T BA�K B-EVATIONS. . - � = �� == _=___ ----==______ ** RESULTS OF I CHANNEL ANALYSlS ** CALCULATIONS BASED ON MANNINGS EQUATION «� � WITH ALL DIMENSIONS IN FEET OR FEET AD SECON* ==== (<(<(<<<<(({<<<<<<<<<<<<<<<<<<(<<<(<(<>>)>>>>>>}>>>>>>>>>>>>> (C) Copyright 1983 Advanced Engineering Software [AES] (((<((((((<<<(((((({<<((<(<<<<((<((((>>))>>>>>>>>>>>>>>>>>}}>>>>>>>>>>>`>,` ******* .* S.BASE LINE STREET CAPACITY WITH BERM FOR Q EXISTING 100 YR . * 0 1 S (ALONG CHERRY AVE ) STA 7967"57 * VENKI.N, JN 3810, 5y6/67 **v***********************************************************************++ * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 r NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 0.00 1311.85 2 5.00 13,0.65 3 12.00 1310.85 � 4 12.01 1310.35 5 50.00 1309.30 Jr 6 50.01 1309.97 7 63.00 1310.20 8 77.00 1310.31 9 87.00 1312.20 SUBCHANNEL SLOPE(FEET/FEET) = .006600 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL ' ` FLOW(CFS) = 410.8 r SUBCHANNEL FLOW AREA(SQUARE FEET) = 61.87 . c SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 6.639 SUBCHANNEL FROUDE NUMBER = 1.293 ` SUBCHANNEL FLOW TOP-WIDTH(FEET) = 75.39 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .88 _ TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 410.50 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 410.76 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 1310.90 ' NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. \ , ^ .� *ve»******DESCRIPTION OF **************�« ��� ��' �w��BASE LINE STREET CAPACITY WITH BERM FOR Q 100fR EXISTING ��r � `* /Q 100YR DIFERENCE, 410.5CFS, STA 8d9d.01 '`.*VENKI.N, JN3810. 5/14/87 **w**e*****************************************************************«***� * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 0.00 1314.75 2 5.00 1313.i5 3 12.00 1313.75 4 12.01 1313.25 5 37.00 1312.68 6 49.00 1312.13 7 49,01 1312.80 8 62.00 1313.05 9 72.00 1314.80 SUBCHANNEL SLOPE(FEET/FEET) = .009200 SUBCHANNEL MANNINBS FRICTION FACTOR = .018000 ....... SUBCHANNEL FLOW(CFS) = 414.4 8UBCHANNEL FLOW AREA(SQUAhE FEET) = 56.64 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 7.316 9UBCHANWEL FROUDE NUMBER = 1.355 x ^ 8UBCHANNEL FL TOP-WIDTH(FEET) = 62.52 | - • ( SU8CHANNEL HYDRAULIC DEPTH(FEET) = .91 ���� ~ TOTAL IRREGULAR FLOW(CFS) WANTED = 410.50 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 414.39 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER ELEVATION 1313.89 r ' ` NOTE: WATER SURFACE I$ BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. � � ~� * * * * * * * ** *DESCRIPTION OF RESULTS************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * S.BASE LINE STREET CAPACITY WITH BERM * • * Q =410.5CFS , STA 8839.29 * * VENKI.N, JN3810, 5/6/87 * ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "V" COORDINATE 1 0.00 1319.85 2 23.00 1318.80 3 23.01 1318.30 4 49.00 1317.65 5 61.00 1317.10 6 61.01 1317.77 7 74.00 ` 1318.05 8 84.00 1320.05 SUBCHANNEL SLOPE(FEET /FEET) = .010400 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 411.3 SUBCHANNEL FLOW AREA(SQUARE FEET) = 51.61 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 7.970 SUBCHANNEL FROUDE NUMBER = 1.447 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 54.79 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .94 • 4 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 410.50 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 411.33 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 1318.80 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. l 411 * * * * * * * ** *DESCRIPTION OF RESULTS************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * S.BASE LINE STREET CAPACITY WITH BERM * • * Q 10OYR DIFFERENCE 410.5 CFS. STA 9148.21 * VENKI.N, JN3810, 5/6/87 * ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 0.00 1322.90 2 13.00 1322.50, 3 63.00 1320: 30 4 63.01 1320.97 5 73.00 1321.20 6 83.00 1323.20 SUBCHANNEL SLOPE(FEET /FEET) = .009600 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 415.5 SUBCHANNEL FLOW AREA(SQUARE FEET) = 54.21 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 7.665 SUBCHANNEL FROUDE NUMBER = 1.397 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 57.96 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .94 mor TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 410.50 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 415.50 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 1322.19 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. � • I * ***** * ** *DESCRIPTION OF RESULTS************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * S.BASE LINE STREET CAPACITY WITH BERM * III * Q 100YR DIFFERENCE 410.5 CFS, STA 9247.47 * * VENKI.N, JN3810, 5/6/87 * ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 0.00 1323.80 2 24.00 1322.80 3 24.01 1322.30 4 62.00 1321.25 5 62.01 1321.92 6 75.00 1322.20 7 85.00 1324.20 SUBCHANNEL SLOPE(FEET /FEET) = .009600 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 412.1 SUBCHANNEL FLOW AREA(SQUARE FEET) = 53.41 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 7.717 SUBCHANNEL FROUDE NUMBER = 1.394 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 56.07 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .95 • TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 410.50 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 412.14 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 1322.87 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. • * * ** * * * ** *DESCRIPTION OF RESULTS************* * * * * ** * * * * * * * * * * * * * * * * * * * * * * * ** * S.BASE LINE STREET CAPACITY WITH BERM * • * Q 10OYR DIFFERENCE 41O.5CFS, STA 9560.00 * * VENKI. N, JN 3810, 5/6/87 * ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 0.00 1326.85 2 21.00 1325.85 3 21.01 1325.35 4 48.00 1324.80 5 60.00 1324.25 6 60.01 1324.92 7 73.00 1325.20 8 83.00 1327.20 SUBCHANNEL SLOPE(FEET /FEET) = .012800 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 411.9 SUBCHANNEL FLOW AREA(SQUARE FEET) = 48.79 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 8.441 SUBCHANNEL FROUDE NUMBER = 1.587 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 55.55 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .88 • TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 410.50 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 411.86 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 1325.86 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. 111 * * * * * * * ** *DESCRIPTION OF RESULTS************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * S.BASE LINE STREET CAPACITY WITH BERM •. * 0 10OYR DIFFERENCE , 274 CFS (66% OF FULL CAPACITY 410.5), STA 10173.0 * t * VENKI.N, JN 3810, 5/6/87 * ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 0.00 1333.50 2 20.00 1333.12 3 49.00 1332.58 4 St. 00 1332.03 5 61.01 1332.70 6 74.00 1333.05 7 84.00 1335.05 SUBCHANNEL SLOPE(FEET /FEET) = .012400 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = .277.0 SUBCHANNEL FLOW AREA(SQUARE FEET) = 43.47 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 6.372 SUBCHANNEL FROUDE NUMBER = 1.471 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 74.60 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .58 • (. TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 274.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 277.01 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 1333.47 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. • * * * * * * * ** *DESCRIPTION OF RESULTS************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * S.BASE LINE STREET CAPACITY WITH BERM * * Q 100 YR, DIFFERENCE 274 CFS (66% OF FULL CAPACITY 410.5) STA 10407.41 * • ( * VENKI.N, JN 3810, 5/6/87 * ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 0.00 1337.23 2 47.00 1335.00 3 47601 1 335.67 4 60.00 1335.95 5 70.00 1337.95 SUBCHANNEL SLOPE(FEET /FEET) = .012800 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 SUBCHANNEL FLOW(CFS) = 276.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 36.41 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 7.587 SUBCHANNEL FROUDE NUMBER = 1.551 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 48.97 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .74 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 274.00 • COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 276.20 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 1336.56 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. • u `- A - It i• A6 It r € .; $ I t _ij i g W 4- ` 44 A k r ' N �- mZ !L' 1 + a1 ai VIII 1 • .11= i,: 1 ; t �� I i -cl e J i 1 r W a' a j; • i�if s ! r c k i\ �. 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CAPACITY OF CURB OPENING INLETS IN A LOW POINT OR SUMP The capacity of a curb opening inlet in a sump or low point varies with the length of the inlet and the depth of water at the entrance. The inlet will operate as a weir until the water submerges the entrance. When the depth of water is about twice the height of the entrance or more, it will operate as an orifice. Between these two depths it will operate somewhere between the two. The nomograph (Table L) is based on the following conditions: A. The curb opening inlet (no grate) is located at a low point in the grade. B. All flow coming to the inlet must eventually enter the inlet and will pond until sufficient head is built up so the outflow through the inlet will equal the peak inflow from the gutters. The hydraulic basis of the nomograph is as follows: A. For heads (depths of water) up to the height of the opening. (H /h < 1), the inlet is assumed to act as a weir with the flow passing through critical depth at the entrance and following the formula. Q ■ 3.087 LH / B. For heads equal to or greater than twice the height of opening H/h > 2, the inlet is assumed to act as an orifice following the formula Q/L ■ 5.62 h (H' /h) This is a rearrangement of the standard orifice formula Q ■ CA(2gH) /2 with C ■ 0.7 and H' equal to the head on the middle of the inlet opening (H' ■ H - h /2). C. For heads with H/h between 1 and 2, a transition was used as the oper- ation of the inlet is indefinite. Procedure: Enter the nomograph with any two of the three values H, Q /L, H/h and read the third. Where h ■ total height of opening in feet L ■ total length of opening in feet H.- depth of water at the entrance in feet Q ■ total peak rate of flow to the inlet in CFS Normally Q, H, and h will be known, and the nomograph can be used to determine the length of opening L. The spread of the water on the street will depend upon the cross elope of the pavement. 1 -29- • • • • i . • /o /z ._ r.• /0 — 4 u . • v 8 — .:, /0 • 6 - .8 —2 g 4 .7 . _ 3 _ , . 1._ f � 8 \ - _ '2 � 75 ' . b 7 i' .. -c 6 ' % .8 .0•, .8 g Q ' s I o s .s . 6 r - r' k -• 7 h 4 5 V , ,„,.A 1 15 - .b 4 5 , •3 '�C ~ d: / '- . V — l. I 2 Q -. ,,,,11P .0 tl 3 p 1 Z — ' 9.5 i O #'' Z.' q.08 .. q .zS j A .06 -' o I o 0 0 _ .04 0 ' .25 C 2 s . 0 3 • �+ .2 Q' • t N -- .,Z 1 ••- .15 02 2 . .0/ ,I.+.r• L � f Suring . 1 N/ • / 5 1 _ .h /4 farb — i } T —0.1 Loco/ Dgorrssro' (a) '2 . TABLE L -30- . Bureau rf Phit-c ' ac's . /: lot e-.1 /;• cf tart 4.711•rs TNc r,vsh, 0C ooei'f.19 /r' /e& of /ow ,cc•• `s V. CAPACITY OF CURB OPENING INLETS ON A CONTINUOUS GRADE The capcity of a curb opening inlet on a continuous grade varies directly with: A. Depth of water at the inlet entrance B. Length of clear opening The depth of the water at the inlet entrace for a given discharge varies directly with: A. Cross slope of the pavement at the curb B. Amount of warping or depression of the gutter flow line at the inlet C. Roughness of the flow line D. Longitudinal slope of the gutter The capacity of a curb opening inlet when intercepting 100 percent of the flow in the gutter is given by the formula: Q = 0.7 L (a + y) ,_ where y = depth of flow in approach gutter a = depth of depression of F.L. at inlet L - length of clear opening To size an opening the following information must be known: A. Height of the curb opening. B. Depth (a) of flow line depression, if any, at the inlet. C. Design discharge (Q) in the gutter (information as to drainage area, rainfall intensity and runoff coefficients from which a design dis- charge can be estimated). Any carryover from a previous inlet must be included. D. Depth of flow in normal gutter for the particular longitudinal and cross slopes at the inlet in question. This may be determined from the street capacity charts. The capacity of a curb opening inlet is decreased by allowing part of flow to.pass the opening. A maximum of fifteen percent of the flow is recommended passing. Procedure A. Enter Table M (a) with depth of flow, y, and gutter depression at the inlet, a, and determine Q/L the interception per foot of inlet opening if the inlet were intercepting 100% of the gutter flow. -32- B. Determine length of inlet L required to intercept 100% of the gutter flow. L ■ total gutter flow Q divided by the factor Q /L. C. Compute ratio Lp /L where Lp ■ actual length of inlet for partial interception. D. Enter Table M (b) with Lp /L and a/y and determine ration Qp /Q, the proportion of the total gutter flow intercepted by the inlet in question. E. Flow intercepted, Qp is the ration Qp /Q times the total gutter flow Q. F. Flow carried over to next inlet is Q - Qp. • • -33- . . • . DEPTH OF FLOW-y-FEET • .01 . CZ .03 .04 .05 .06 .06 .10 .2 .3 4 .5 6 .0 10 . 1 • - I - I • - 1 I • -1 - -1 - - - • - 1 • - - 1' ; • - 1 • . ) • . 1 -1 1 1 - i • - -I 1 *- - --- - 11 ____ I: _ / I i //'/ • - la) DISCHARGE PER FOOT CF _____4_____,.._' - 4] // ' .6 71...:,._ LENGTH OF CURB OPENING I INLETS WHEN INTERCEPTING_ .- - -- i 1 ;//(// t A ./1 .4 • =-7 100 % OF GUTTER FLOW - - 1 , - • //' .3 . t i i I 1 V I [ -- -- I- ---• -- / • 14 - T I .- - • • • • 1 - • - 1 ---1/ ii, - - /,/, I Q1 • --- 171 \ i - A -1 (Q , bi 11 I I • . 1 _i___#41 I : I I .10 -. _ ' 1 C2 r ' 1 - 7 1./ MEI ; NMI .00 411111 ' . . Pi • N lt-1\ - -! iii or 0 mu 1 III 1 ri, / : -1 .06 - -1- 1 - - -1- - L-I- 1_ - \ ve--- -1- c -4- I - - . .05 1 I - 1 -4-2 - r_ i i t - - • • o.04 __ 1 h . - -r- -- , -! 7 .. . .. II 03 ----- - .-- ---->"1/ __ 1 74-- 1 r y i s i iiii .... I r III . 1 • _,,./ t ) ' 4 .02 1 II ill _ i• , ,, • A I ; I ---1- / • . / I : I I I ! , I ! .01 f • . . . • . • • 1.0 .. • . _14-- _'.- ------1---1--F1,-!-1-1- 1.--„--,- . • . • i 1 1 . ... -we • .8 • . ( b) • * --I . Ci l.Y - 7 1 * / I I ti--,- • .6 • PARTIAL INTER v 1 . ■• .4 I 0 4i.All 1-,- • CEPTION RATIO. - -4 .-- 7 . / A mini ' 1 I • • --P _ _ --- ..,) - 7 ) - - . FOR INLETS OF:.: .3 0 _IL I _ : )3 i LENGTH. LESS r 7 . I ; I / 7 1 1 . 1 2 THAN L • ' Pv i f/ 1 1 i I I . . %. . • 4- ( iv ----- 1 I 1 • I I/ "I .1 1 I, 1 1 1 1 - d 1 Jo . •. 1 .05 .06 .08 .10 .2 .3 .4 .5 .6 .8 LO TABLE'M BUREAU OF PUBLIC ROADS • CAPACITY OF CURB OPENING INLETS ' 1 olvistor4 Two • WASH., D. C. -34- . ON CONTINUOUS GRADE I , Page D -2 D-2 Required Data and Calculations D-2.1 Street Flow Carrying_ Capacity Submitted data shall Include complete cross sections between property lines of streets at the proposed catch basins and of any streets which control the flow of water to the pertinent locations. Street cross sections shall indicate the following: 1. Dimensions from the street center line to the top of curb and property line. 2. Gutter slope at each catch basin. 3. Elevations for the top of curb, flow line, property line and street crown at each catch basin center line. 4. Curb batter. Please refer to Charts Nos. D -01 to D -08, inclusive, for nomographs giving street capacities for some typical street sections. D -2.2 Catch Basin Size and Type Size and type of catch basin shall be determined by physical �--' requirements and by inlet flow capacities given in Charts Nos. D -10 to D -26, inclusive. Criteria used, if other than those recommended in this section, shall be cited and accompanied by appropriate calculations. D-2.3 Connector Pipe and "V" Depth Calculation D-2.3.1 Single Catch Basins G c 0 . O.5' Frccboord a i V ° V 0 L 2 a : H 9 H. G {or ,oec/- { /ow V __e_- Storm Drain d s F L hp � Hyd. Man. Page D -3 D -2.3.1 Single Catch Basins continued. Given the available head (H), the required connector pipe size can be determined from culvert equations, such as those given in King 6 Brater, "Handbook of Hydraulics ", Section Four, fifth edition. Chart No. D -30 can be used for a nomographic solution of a culvert equation for culverts flowing full. The minimum catch basin "V" depth shall be determined as follows: v 2 v= C. F. 7` O. S /. 2 Zy '` cos .5 where V = Depth of the catch basin, or "V" depth, measured in feet from the invert of the connector pipe to the top of the curb. C.F. = Vertical dimension of the curb face at the catch basin opening,in feet. v = Average velocity of flow in the connector pipe, in feet per second, assuming a full pipe section. d = Diameter of connector pipe, in feet. S = Slope of connector pipe. The term 1.2 v /2g includes an entrance loss of .2 of the velocity head. Assuming a curb face at the catch basin opening of 10 inches, which is the value normally used by most agencies, and Cos S 1, the above equation may be simplified to the following: v2 V =/3.3 /2 "o' Please refer to Chart No. D -31 for a graphical solution to the above equation for curb faces of 10 inches. Hyd. Man. Page D-4 0 -2.3.2 Catch Basins In Series C.1 / n � 4 ° . ° . , . • V----"- O. S'Min. P, a O. S'Frcaboord -- —� 0 a V � a � /q :0 — /.1 yi 4 .: , V a .. T :° ? u V f1 d di ° �? V1 u: / 2 cos • Si 10: ?g HG. for,ocok Pow V 4 ° .:. a ::. a : ; s, 5form Opoin — d G: 05 2 L, 111r* 00 hO ..} 12 V r ,J Select a connector pipe size for each catch basin, and deter- mine the related head loss (HI, H by means of a culvert equation, or by Chart No. D -30. The sum of head losses In the series shall not exceed the available head, i.e., H +H2+ . . . . +Hn < H. , The minimum catch basin "V" depths shall be determined in the following manner: 1. The first catch basin "V" depth shall be calculated as for a single catch basin: V, = /.99 -/ /.2 Z y td', i _ Hyd. Man. • Page D -5 D -2.3.2 Catch Basins in Series continued. 2. The second catch basin "V" depth shall be determined as follows: 2 I C.F.,t O.5.01 -6 -0/2 Zq Assuming again that C.F. s 0.83 and Cos S2 • 1, 2 V2 2 ?,9 �d2-6 3. The freeboard provided for the second catch basin generally shall not be less than 0.5 feet and shall be checked as follows: 2 F 8 2 If C.F. . 0.83 and Cos S 2 = 1, V B2= t/ 2 -�Z 2 a -0.83 Where especially "tight" conditions prevail, the 0.5 feet freeboard requirement referred to above may be omitted. In such cases the difference between the gutter elevation and the hydraulic grade line elevation of the main line will be accepted as the available head. 4. Connector pipes between catch basins in series shall be checked for adverse slope by the following relationship: 14-0.5> V,-6 The figure of 0.5 shown above is the standard 6 -inch cross slope of the catch basin floors. Hyd. Man. 45■■..■..■E■ ■■O■ ■E■EEE■.E■....■.uu...uOIHIM .... .... '. . 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SHEET OF C47 r# 1345 A1/41 L Kra I ev. - ef .1 -Si • , - - ,,,,, 1 ‘•--- F • - --- - ------- -......--- - --- 11 # 7 Id A/ shiasr m >/.2 i/ I l 7 . 1 •• _.;' - - . , 1 I .:7 _ .... _ 7 ---. 1 ' Z / I' L.:%7A/1:1 r _ ...__ i 1 _?:,... /27. /Li --- -7----.--5. ---__, ---___. , • 4. i P.' / /... ,-...-- #0 7E ..- a 5 ' AS 4.S Pa Irg4440 i 1 1101(Z&-k: /IV YIG'AIT ismamAis /7- Amy it,,E 02E4ot/cep a? a4A1/77F-0. y. c2/ - 7 054 Fes C8 7:c. 1.16..1. (27 o .±.4 fojs , / , 3 SP. -7 ( le Li ( — 7 /1 ,,,, A Qf2. ) _F ' . .41/.4/L.46LE /r* -i Li. 71 - (Cc 4 AS) = 3,z 1 z: kELQ:D. H / 0 / ae ,fi Q- 11 4 ') cAS K.= 1 5 .L4 -? RCP 4 IF OF 2 I # at ii IS4 / .2 11, . 'I a d = ..., g 3 ,cr, ICE K. (6)1 'V 'poe,orw, t5 3186-L AIRWAY AVENUE • COSTA MESA, CALIFORNIA 92626-4675 • (714) 641-8777 • f, le Xicter g 20tomett, ate. .• CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING • - . , SUBJECT I BY ' 02 3 DATE [JOB HO. 1 SHEET Of C * 47 r# B4574/ ,INALYS/S A .S kt;di ck - - E 4 ' . — . (1 c f .-- •11 # ;1/ ( .. , .4.,-...-,., , ,y.e , ,.....:- ' i — - ' • : '" 11 il lit/Jr a >Z2 4:7Q ,1 $ -1? '.. ,..1, 1% 2 --z.- - I.:7 q I -g ---.. 'K6 .cr.-/- pet, A ,i',/ c 1 v 1 %; -__ I -7" -- -7-4-- 6,.c. : f -...............5/orm 0/ c>/y7 --- - . -----...:.:1...: (1 ' • -"::----.- -- . 1 7 r . - -- ry -- ..----.----- / , - ; • 1 I : $ . I / .1)1Cli . 0. ■ • ■ • . , e ' 3 i ya 0/4 - FPS C8 • Y1/ TC .1 27 1 f G2 < 33.oy 1 A /2‘) 5. 0-7 S ...w (c?e) 4V41LAsit Ar 0 a . I.. -a* (Cr ./ FS) = A 'S -t- kEi2. 1/ Cie N4 Q = 37 CPS g --,- 3 6 6 1* 7 RcP C6 ZP OP 2 7 / A' I/2 1 a l ra6 4 1 c 1 = 5 fir. aSE • c?- Y DEP77/ , (,..„, 1 3186-L AIRWAY AVENUE • COSTA MESA, CALIFORNIA 92628-4875 • (714) 641-8777 L! x,,,,,gp.oieenteut,afte. .. . • ( Nosior CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING . ... SHEET SUEHECT I 4 /21 DATE 10 111 NO. I EET Of C47# 4545 „141.4LY.r/S I BY A .S14-E-i i- H- 1,0-2 . . \LenLe.N. • • . . I C r . - --- 11 II/ # lioir ze >12 (....;. /1 I 7. • 1 24-0 I/ •1 ••• .0 •I I.:( i . (7 .. / C.' t7 A r */0 iv EL . all .4 -------- cl0c/.17 0/ 04'7 .._ ........... .. • (.11 -. ( if i • [ ----- ... : \ s...... 1 I 11 . . I . .... . ' . . S . - Po 0/4 Is ' .3s7 f `. FPS C8 6 EA Tc. !242 .19 1-46.4.11-76:_ S ,...,,, , iz.-- l/e1 ( / .2 7y7 . .41/4/1ASLE 1.1 si 5.5 - (cc.,145). - 4 -04- Q m , J6-91 GAS k 2_2.6_2_ . A' VI" of _ 4.48 F Roo7C-73 ZF OF .2 cc -, rS4 /1 1 - ., • 11-; 3- ne2.- . • USE 11 ,, Y DEP771, 1 . . i lc' 1 . . 3186-L AIRWAY AVENUE • COSTA MESA, CALIFORNIA 92628-4675 • (714) 641-8777 1 ....... . . . - . . la 7,4, g 2airostag, ate. ,,-- •,,,..„ ,„,.... CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING . ... SUSSECT I f WV/ &LTA "IVALKihr I A • Ck4c-r? I DA"2- ---timN° SHUT O ...S-5- I . - -- • - 0 I :- f 11 FI I/ 4 .- ...-c ,,-....-„, .. /„....; ex _ _., ........ 7 a ....... I/ . il/ ...9 , i , c 1 11 1 I 2 . ' ■ ,, 1_ : ,.. ..... ..... 4 i 1 . 7cc./ pet,A Ova' 1 v _ .__ _ _ .5/orn7 -:-..:.? ..... ......_. ---- - l...Z. ry . --------_____ _.... • , ley L.. ...• •••■••• \\.. , ,..... I ) . 6 3 i.C .... ,, • Ps Q/4 1•1 C8 6 . Y O .7(Q iiv./I 0,q2, rc. ,4067 ii.G.4. / I i) SIZ.- ( 1 La ( - _- / rv,,?) -_-2.-'un___17 41/.4/L.445LE sir" . 6, q. . ( ,I A = -Ty > 0 - 461-1 ctS g. 5 K.? RCP - • q 7 Zp OF ; # C-f" ii FS 4 / .2 V 2 / 2 ‘ 0 = 4! USE I I il ./ I/ .De, 97 7/ 1 ;0,..... • . . ‘. 3186•L AIRWAY AVENUE • COSTA MESA, CALIFORNIA 92628-4875 • (714) 641-8777 f • �e41 at . • CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUSIECT DATE re N::) . COM B4S�N AVAL ysis ley A . S! ` _e 3 - a -g SS / 1 SHEET Of • • 1.2cO.17 -- n - I ;, 1 . _ ; L ' - . _ ._` _ I /6- j.:(..1.122__1._:/!!2_1./....._... c' 1 •`' IZY $•yf, + Vi ��. ,` � `. I£ � I o (T • ( EL.!239Z I. 4 PeortLE G -I ,� I • . , V' Q/4 — 2 . 0 7 - FP.!' CB 4111D -'••- Y 0.cp /-e li f: 2 9" 0.11 TC. IZ'So •12- 11.6.4.12 Sp.--- (cM2•1a �L 4 s 3$- 414 /L04&t t." in I : 7 7 1 .r (CF f,,.4) = d , 21 '' 4Ev7 :D. H o 18 Q(' Na q = 1 �• 3 cg's g= 410. 1 k' 0: ft . c ?' LF OF 3D # c,- /I rr -t /1 4.- ' 33 Fr. GCSE u ./ 1/ 3186 -L AIRWAY AVENUE • COSTA MESA, CALIFORNIA 92626.4875 • (714) 641-8777 i , . 13 . h/aer g 2oiee,steut, Rifee• .- . - c -- ...... CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING . _. 1 . , SUSPECT I BY I DATE i UT toe NO. I SH Of rierli .645/N AWL Kris ; . .. 1 . . _ . . , 1 4 l 0 , .1, r - • , - 11 # II/ (..' .. -, .. ... /•,..; ( 7 - : ... 1, , # 'OUST 1,E >Z2 4:7, , „St Z ; ) IL , 7. ! '.. . 1 • .7 , 1...._ :ca ...._ ."' , . . , .,/ 6 pert et, A l/ 0 )r --. ----__ p • - , ..c7 . ....5' ____ ..... - ... ----- "-- .70/"/"7 0/ 0//7 • -- ------------ '..-----....„.... • 7— --______ - _...1.. i ---- --_ , ! 7 r'. 1 . ■.. I 1 . y - Cy A a a / 0 , tg7 Fps 1 1 r' Di Y4 /.6 tf 4114/LASLE //; 2 (c q - /' K.-- 06 1 • - 7 kc ‘7 zr 0 F a?" # at' il IS 4 / .2 1/2 /2 4. O -= 4 -3 Fr. . , , I 0 .1/ ' ,.' USE s . 1 1/ PEPTA/ , ( . i 3186-1 AIRWAY AVENUE • COSTA MESA, CALIFORNIA 92628-4875 • (714) 641-8777 ifla•hlieg 2afeefteeut, RIZ . C ,,,„.„ „,,,„.. CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING . _ % ■ SUBJECT ley 1 DATE 4 / 4 / 7 ElOS NO. 1 SHEET Of C117 ril 4645Y/V 4/41L Kra • . . ,, . i.! •,-. ,1_,-) " I 6 F. I ... ._ . -- ... 11 # ifl; a if # liaST £ >12 • _ ....:1 ,. .. ...._ 1! , , I 2 ' 4 . .: • g 230-37 , -.9 ........' --, .qa :cr.- pet7,4 /Yon; i V ---_, -:7,- . 16-1,7-> 6:6, st.b • . - 0:e .5 --..._ ......... a 041 . 'I . ..... , 247. 0 I t 700-1 --"---- -----. i , ..............-- --__ I i !: 1 • --._—_—_—_---&- * . . 1 I . . 5 • . d, p, C.8 V./ 44 Y 1 41 li /- 1- TN' RAN c. Ole .01 r oft i I/.. lais,r. 6-).L LA Sica ( /e ( 410/44,5LE A; Pa 2 '3 0- A • (t5 '" 2-30 t REQ.:0, # 1.g aeN4 0 Or 7-O4 CPS g. 31&0 I A'CP 3 1..V LP OP 69 # 6e il r 4 / .2 V2 / . ..1t.'4 c / -r. ... fr. • il; 2.5.- 67 11 USE 1.1. " I/ DEP1V , , . . . , . . i 3186-1 AIRWAY AVENUE • COSTA MESA, CALIFORNIA 92626-4675 • (714) 641-8777 1 ,,,,,,,,--- la h g Poiee0e44, Rite. . II lir 111111111111111. CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING \ SUSIECT I SY I D ATE / ' / 1108 NO. I BNEET OF C,G7C// B4S/N 4AULY.f�S 11 4 L�/ i2g5 -oyt f$L /E&L_ ais-ott • C F. 2,73. ti H " 'RUST a >12 j 4 , i Si I , 1292 -3) I . ' f......__.` 11 (7 .r _!.7D7 _''.:' •Q�:2$ i :•! /.7 2. -'03 i /01 n 0,0/.' / l0.46 r�r 54 -16 6r) +�2o2� -�s�� .s I r� 0 - +LC � .. �I . v . , �_I i • A 1 ,g A, / A3 y- Q/4 - 17- FPS ( 00 ? s / s 2.2g AI 2. 73 T.C. o ,;Vs W.6. i�gz_r - 0,292- o3 +0 -21) S (9j1.1.= r 144X,Y _� 44YQ /L46LE N A __. s (CF 4 f.5) ^ '_' QED .D. 1I= 3-o1 Q' N4 Q .. 2/4 .60 cPS K- 1 Z 7 b'CP • / - 3" IF of 51- " cf <B4 /2 V2 // ; 1 d= - fir. - /I - 13•x ) 9188 1- flW ''ikM/t1NHk • Pt T4 MEA'A• r.MI•IrQRNIA 92628.4878 • (714) 841.8777 a i la hie g O ate. . . ,-,...„ : ,...., _— CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING ` SUBJECT SY DATE me NO. SHEET Of C O M 4645 /N 44fQc rs/s 1 1 ' 2' 7 r A � Z. 1 i f I .! / .. S _. ..• i �. r) :' # " o G Y ��.2 /•• W U j, - r 2 • •t = (.'r I , .. ``�- „Florin Di 0417 ....... — -7,- • _ / ...--*------.!?: t r iz. : • . '5 1 ft .— .....211i - I L gl, q1Z ' y. v/A - g- 27 FPS C8 O „� W' � y./.4x / .0. / �� )- 27 P 09 q 2� -4 i16.4. 1 2 4,3 .? / SP. ( ;) LT ( .., 6g- s� ■ - ° 22 17 4YQ /L4£sLE 1, _ Z.' , Q= 2)c1. ( oi(cAS K= 37 RC v .4 � . IF of 601 ” C, II F B -f / 2 V 2 1 f a = _ Fr. USE 1 2 "v „40 E�, 41F C 21S i4- 4-2-2"s- ' 4.4-5 '7 5 ) 3186-1 AIRWAY AVENUE • COSTA MESA, CALIFORNIA 92628-4875 • (714) 641 -8777 ....,_ En ?Ad° g 20)00e4,40t, gee. . 111111111111111 CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING ‘ , SUBJECT jay [DAT I SHEET or Cirri/ &LW ..4A/ALySiS /g/ r "3. EE • . • - i --- — _ ,., 1 .! .; A' 2.0 lc F . -, 1-- • ----7- - # lia.sr lie >12 ! , 3. ..% ' - 1 1 2-47 _ I/. I .--±".....-.) -- 04- 4 1 . --- q a ..ce 7- peel A i 1/4 iv .-.7. ..„. . i ,' 5 i ---------.... ...... 0/ 04'7 _ . 61 -7-s --- =-• ----7-2.- r i . a 7-- 207-37 / lc; ,_ , I l r • 9 iy, :cm 2 kA 3 V. Q/4 - 10 FPJ' (aaLl ce , Yi4x 1-73 /- /-al 2-0? 7:C. 2071 0 Ii.al.... 12q2-47 s (V ( ----- 7 - al 41'4/L4BLE 11' a 4 " (Cf./ F4= '-' REO:D. li ae A/4 Q - 20737 cps K Rci 6i 4 1 IF 0 F '(:) # Cie ii FS4 /2 1/2 /.2ii of= - 6= 1 teE V „06 , 1 3186-1 juo AvikRILIC $ COSTA 014C114 CALIFORNIA 92628-4675 • (714) 841-8777 i a hiaeg oieei4i,44,t, ate. _. CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING _ . • S B BY DATE N I scsc �, { G•8 $ . $ 3Ar Gfi,9 �8 i kA/ gi ,Cpl 1 7. .. /9 -�� I JOB 3 . SS ! SHEET/ / pF , /) LE7 CA AS /1 cam . P V_ Oil CLAAj 4 , 6479.(41, r� � 1 g Q f t`JelAL fie- 4,„2_ A- t _- ra " ` ` --/- 144 Cp l ' e. c A . r � 9) 4( + 7-54 ( WQ-A- Cult P L F a v C -3 * L g /, = /293.x? I44L = 1253- 7Gi (ma ;n�'ti) 1 _ Toh• % 12 e7-4 Roo,. r . 4 i246.O , r„u 6o.va, 0-y; I / 4 : 12 96- og — O. — 1. 9 3 - 71 - 1.8'� 2 - /2 H = i .0', 6 g ' C . F . -f 6 loz.a ; � ) P F t . >:w C 5. * L V, 1293•sg, 1 A - GL = r 33. ' 14 7- 1 -9° I 1 F.-)-D, A) oyv‘ 04 1Y 4 ---t ( 1V\I" W4 �k tie S i {cituy tvE�) 1 0: llezit , f. ;� r i i 2,37(- ,e u ' 3 6-1 p 1 i = 3 777 0? 41d, ► ,0„ o L l ` r . � Q' e /., 46f ,6k gc-r✓so7 1 0N.1.�,� (c .V , �/ g z i XI �,o -21 otJ. e. E . s A /1, s / gA/3; A// , 0A / A 1� Q �� 'flirt 2 1 z Jr us ;1 (01... - L (J) � .zg - 11.0Z] lor.39 • 91 i.�1.- 3 L (I _ 7 4/0-9 I cfs, L = 137.)Y L-j = 23 lif.. ,- ( 3170 REDHILL AVENUE • COSTAMESA, CALIFORNIA 92626 -3428 • (714) 641 -8777 iga ?/.&04 g 26icestait, gi 2 e • , 111111111111. CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING .. — - • 4 • , i - . SUBJECT Bizoir.:0, jf I BY A c . / ‘ 1 DATA _ 2.., / _ s JOB NO. s...1.7 I SHEET •, .0F. / L-i/JC &Jo . C. E. ) rtzt.)By ; " ' 1 AiLe ? - ,P4t441 tfe killAite/c , No as 4, f CVO AI top cf-s) ,twa L . L4 rs.-?c‘ — f5 4(647) t i 7004 --- . (LA1E RAI- C.) e?'5 14 C,3V14q_2.- , - I 1 Lict 79 — 9.W - it.t 1 _ -.3 , LI 3 • ** c 6 11 1 11 2 r t 8 y pi L_ f ki 02 t.) (643 7. "/ Q/ rib-) L/k/E L L-1 3(1.42- — ef-q- . y q .6 12 3 CY 1 A > I. -2- II L-2_ 1 ( -1 -Sb — - - ii.17.44 L - -1- 3 -- , ....._ , ....._ . ... _ ,.... . . - il L-3 i.2q.401; — I +3'9C/04 -1.1242 • I 1 • L 5 --r i ' g 2.z.o 7 i Pect,.)pv 1, L-c i/y ii• g i c /7 / a /.2. 3 - L-1 j ! 4c .---wi— • 7 62, _ -2q.13 • I i , 1 hn — L r. 406_ , ...‘ C t fr_t45; 4 1+Qc=i16 Faeifk, .410...2.N. ...i... t tte : • -r V Sout, Tyr 1N‘ L-1 27.22_ * — : 02 is' .C, 2 8 ._ ' ' CLA76e4L 4, 1 4 L -II i, 41: .g, 2,22_ .11.,zi._ /i.,#E ...._ 0 ,...._ T)2 ....... 6 __._ . 5. _ ..: 3 . .. i ,:... , ox ri: e.. I 1. .c, .. 40 L-/2_ . 2q.a3 _,,1 1 47 ____________ _____ ______ --- ' ' 20 3 a 4.5'7 , z e i L , -- t./- "12,,,t2,2.2.(attid _,.4......4 k •-•,• "s 1.-43 0 I Z2.5 I 1 Q 2 1 - 1, — i ' l 8 . 1 I. 4).' ' — 234 1 L-rg I - 41.4q I' 3170 REDHILL AVENUE • COSTA MESA, CALIFORNIA 92626-3428 • (714) 641-8777 `-:, i__,,-- ,. IIS ?la, g 2oiee#0,44t, ate. CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING : . SUB CT AT B ,iik -P 3 lS- -- I '°° s - s' Ia QF LIAIE No, Qa Q r 6)(•a Q 1 ' I �'' ►^lc-Re, _ / 4• _ 5 /y /2 S, // /•r fio y c. iv _ ,, L-i - 1•SI — /4 — 6 /qy o. y 0 L - ,7 rt•(or I r ; ,z3,q- 6.6. 1 2 Z /7.37 7.31 --f - ' 6,,f L—$ / i — 41 z -r2S•is� 2 3 0., 2,0' (71'C{s L -4/ - 23©. f( a _ � . L -cI� _ s q'6�' z .6 �� / /7 c� i o '4m.Y ry r1 L= A�' 3 oo rr -Loci) , � r f L •�i�3 lout,,,) ( �3� s td L -gals 23.E oorreit4) sAc �L._9A�2 �•� (Sdt3G s p i a 47:1;_f___ �b —!� a 4 , 6S - 1 .9 c :g. S L - �� 9k;9go., 14 ,244..$ - ( - - / 5 ie.42 =to.' 7 /kL; 3.3 i -, if' , ' . . 3170 REDHILL AVENUE • COSTAMESA, CALIFORNIA 92626-3428 • (714) 641 -8777 7,(240 20ieestelg, . CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUtIECT ley I marl I Joe No. i 8N[cr Of C417 C# £43/4/ A74L YJ /S 1 • (.. .� , ��. 1 /17 1l /" /`c'e7A l%0/6• I r` —, Is: • . 1 I - y. % _ 0 7 FPS Clit �.� 6 7 y 11 /.19= 0.c/2 Zi ( SQL — ( L .QY.d /L4&E sr. 4 /'1 "` (Cc FLR) REQ.D. 14- GK' ova q - c /.S K h'CP 1 F OF 1 r,64 / 2 V i / ? c.',1 0 4 .'. J3 / USE 7� ' V / /DEPTr7/. F 3186-1 AIRWAY AVENUE • COSTA MESA, CALIFORNIA 92628-4675 • (714) 641-8777 1 . 64. gge. . ., .,.. CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING N. SUSIECT I DV I DATE 1108 NO. I SHEET Or C'.47Z 4/ 'USN 4//QL KS /S ` ' ' -- -- ..... _ ' > "ti jai' /'�.(l�i - � i�•n- J _�•: ``f ~ 1 . 1. , ,-I I Va p/ ,. 5 -2i F,0J' kY T.C. 1 272.6 3 Y/� _ 6. 43 / l 0 ' 5 1 O� 1 i2- 6a 1 � S - �o -095 N.G.L. 127/,30 .5 14 (/4�� � _ �___.t� 4r.4 /LABLE ,4' ' Z • 33 �c ,c , = 0 . 1S3 '' ,QEc� •D. //= o .61 OA' N4 Qr 12 -60 cis K= ( ST - - A'cv (S tF of 2_I A' Gf II ri34 /.2 V2 / ?y1 d .. � /C T. ICE S. 3 11 .i DEPT7/. •I 1 r 3186-1 AIRWAY AVENUE • COSTA MESA, CALIFORNIA 92628.4675 • (714) 641.8777 ;,,..1 A t t ' g 20ieeifeeot, ate. . ail ..., ...,. CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING ISUBSECT I" DATE 100 NO. THEET Of C4 7 r# &i5/4 /AUL gf/S • c r . -- - -- II .. // . ;V (.• .-; • ,•*:, -(:,,./,,..,; --,-7' - -: . ■I , I/ Aft/ST ZE >12 4:: ',;• II Si Z I; 1 . 2 1' 1 ' ■:I 14 - „. ._ ! ........._ ._. STU 0 A = "----.. as.ls ___.5. Flz. 4/-1c44 • Olfa 1. 1 • SI -1 P. 41-- r . 1/- Q/'4 — 10 FPS (8 V1/... 1-70 " /-dxf "-* 2-0 it- TC. 1253-1) 2, ...C SP W6L. ti49-Y7 - -' ( 2- /) (" IV4/Z.46LE ir A 3 - 7 if- --- (CA' ./ A' = 2 - 2 21 .2.2 ae ova r: kE1.2). , 2 0 lw 62 ci"s g. C28 - 7 # 1 hico 12-65 2F 0 F 1I at" , rj3 4 /.2 V2 /2 ,.. c I - - - -._______ f 7, A = S 3.11.4--r. " w USE g" Y 2.-- /;..5 C 4 31864. AIPIWAv $.4 PM MESA KiAtir7ORNIA oacaa.4675 • (714) 641-8777 01■90 f illa h 20ieenta.40t, „......, .... CIVIL ENGINEERING • , LAND PLANNING • LAND SURVEYING . . SISHECT BY I SHEET or c. 4545 iIiVALYSiS 4 . c 1,,,A 1 D ATE a .... c„ , . 3.. 1,013 NO. • o C r . — __-- — II # '1 . — - 11 'Aiasr &f >/2 1 3:;* 4 ll S/ Z V if 11 L , I 1 .. _ _...r... ..... _..-1 --.. ---_____ 1 /6 6 , pet, A 17( J2 . 33 .-.. ,5 -...._ __...., /0/ ['7 4 7 Di 0,7 -=.. ----... -----"--!&....... / lei ,._ ---- \\... , 11 ...._ _ I . I • ■ , C8 0 Wi /14.1.. 7.24 i 2 !fa .-33 (C S = ( 2 (---,-/ffl 6 .2 . :). -37 41K4/LABLE li Ag — f , A:4- .5 V° C/4 ma 8.97 FPS - . t kELV:D, tzi 2- cw N4 0 A 21 is cPs g. I _s .Lf RcP )__s IF oP 021 " CP II rs# il el = 1_222,._ Fr, 11 ./ USE 5• Y • T \ 3186-L AIRWAY AVENUE • COSTA MESA, CALIFORNIA 92628-4675 • (714) 641-8777 a h/e g 2atesi,440t, RIZ . . r: ....., CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING N■ 'c SUOJECT I BY I DATE 1 NO. 'SHEET Of C47V' £4S/ Avetz Kris • , . c F Ili 11 110ST ZE >12 4; , S1V 1 i 1' , 1 , 1. _... _, —..., . '1: (7 ""ri r ( A ." iv -------._ .:s --..._ ......_ Di cli.P7 .. . ..._ --- . %kt t ( i i rtic4 O. • FPS C8 / 0 j/ 2- 4.e (). 1,3 /-: Tc. (212• 6- 1144. ICS-2it sp.= ( AYA/ZABLE A i ' l '. 2 ' 4 L f ' (Cr 4 .L,5)= ':/: 2 .9 Z: 4E02). ,/. 0 Q 5-0 cps g,_. 10S # - V2 _, _ - oP t? Cre" yi r134 /...2 fr. A ;v1. 11 .1/ 5E 4._?c Y DEPTV , - , , . ! , 3186-L AIRWAY AVENUE • COSTA MESA, CALIFORNIA 92626-4875 • (714) 641-8777 7121 g 2ateeilteut, ec. CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT I BY I DATE I " "3. iltHEET C47' .645Y/V AV ALKra /Z- - • " 1282- I -1. it' c 5 c.zg 0/1 • • „ ri rE S. k ' y. Q/4 — FPS CB 7:C. laq .S ( (/4 .Ica_ • 410/ZASLE At' ow (CA A.B) = ,57 k .0 CW 1 GAS (°') AicP d C. IF OF 1'76 at" II FS4 1.2 112, ..1 fir, or j() ICE .DEPTV , 1 1 ( r 3186-L AIRWAY AVENUE • COSTA MESA, CALIFORNIA 92626-4875 • (714) 641-8777 £ c. i, a 7/a, g 20/000.401., um_ CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUSPECT BY I DATE I JOS NO. I SHEET Of C47 CH 1545 QNQL YS /S 1 I ! 2 S ‘, i. :; ,....) I I --._ . ..... _.. 1_ .I /(! • p 1 A_/ on..__ -._.1 , ,,' 1 /-,_;‘..i::.-712,..1 1 {o ``-----' - .F /or.n O'o.. S_ ''` _ Z i , /- , . -------,s or ,. NI L -14,.., y . Q� _ 4.4, . Fps 125D r/� D . 3 6 a � �s D, 4 . o2-. 1,46.1... 12_,L7.2.- S ( ( -1- 7 - 15 0 . /A2c . .....___17 AM/CABLE /1' 1 ' 3 REO D. II= 0 .53CWN4 Q , !1. crs K= /s(• y RCP !G . � � zF of 2 .r c f - ,' Ce 4 / 2 ` 4 d fr , • GCSE G 0 . "y ' / iEP77/. r \ 3186 -L A111WAYov /FNH 1 COO tok mcc3A, CAI- Profi NIA 02628-4675 • (714) 841.8777 • 11111111.111111 CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING . ... N. .a SUBJECT I sy I DATE F oe NO. 1 SHEET or C 45 C47' 4S/4/ ..11MLYS/S . . . • . . . _ . . • , I '.' " • 1 IV it : . ....y , A ie 1 i I ..._ _:.. ..... _, . . ............... • I , . . a 01 , . f r', : - • . !J. i) 1. . ,.. ,..• ! _ 14 Cy4 - 5- -F 3 FPS C6' Y 0 , a " / IX . a .( 1 r2-570.3 sliz... (6 ( .2 /7-37 V ) 4K4gABLE 11 SI 2 . 5 7 ....- (cc A.5) . z. 07 1 .t REQ 21 li O. g 9 de N4 Qs 1737 CI'S , RcP S ------ 1 IF OF 2-LI at 7 CZ34 /.2 1/2 /.2 .'4 d-= 4- 07 Fr. • ii 1 . I Li I/ // USE • Z "1 P oe/777,/, • • ! • 1 , . . i ..., 1 31864_ AIRWAY AVENUE • COSTA MESA, CALIFORNIA 92826-4675 • (714) 641-8777 L! 7,(,,e g ofee, ffeet,g, gift. . . ( 1111111111111. CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING . , SUBJECT I sr I DATE I me NO. I SHEET OT C47 r# 13451/V 4/14L Ki/S c r 4. ..; • ,..:,-, -,. 7 _ , , ./ v .347 a 1, , l/ •40.57 1 n r 1.1 ,- 1 I' 1 l ..:, I - -- .. ..f - • *** - ----._ .... ir'ei fri' re(7.4 /(iip. I 7 ......_ .......... 01 OM 7-1. '''■„ - --.............. ..."1 - ---- -..„1 - r _ --, , . ,... . , , ..• L _ir Y 1 °/. id a' 8 2 - 2., FPS Y Ll Z2_ S ( 4K4/L445LE IT' . c 43 - (cc ,i .,,c) - • 13 L.- RE 1 o. /2- Cie Na Q. 4 . 0 5 G p s I ! = / . D • A' c P ) S W IF oP /Y # ar ,i rs 4 /.2 " X / 2,;.< c I -r: 3 7 e . A -, 1.767 USE 4 , • "v 1/ pEP77, i , r 3186-L AIRWAY AVENUE • COSTA MESA, CALIFORNIA 92628-4675 • (714) 641-8777 rv... 1111, 77(2,40 g ,?oieestag, Rite. . .,,,. _ CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING ` SUBJECT • I BY I DATE 1 NO. I SHEET Of C47 r1/ 1345/4/ ,4/ 4L YS /S C - 5_ �: 43 -3y (c -�.c ) ,T.c ro�3'; k, s -� rriMtit 5111 0.“ - = 'VT 1 p . AN, jk.e......5 g ,t_4 :.-_, 24-9 • 0 g-.6)( ) - 0. col! ..? IF .f._-..------- „,. • ,; - f (.' -( -, .'.,. ' --r7 - : - -j( z ?_��' --- _._ - `- .. _..---. ._- _... ___ -.. -- - -- v— 1; 14 7 . '; 1.'7 _ , �,s f ��• �, .,,A 1 v l 221 - 3� '' , _ .510/7,7 Di o/.' • '1 y (3' Q_q ' Z =-_ I S- ty L. 9 . Q/ — / a.2 7 FPS C8 0 . Y ( il ki:190 T.C. 1Z3b.61 �,:� q�.` 1 /S 0./Li N G.[.. 12- 4 S = ( . ( - / ;? J ; ) . . ....__fi ,41/411..18LE i4' = 5- 7 t (c c - 5) ° 4 - 7, QEcg D . Ai ae ow Q s %•9`� cps ' = - 7 / b'cp /5" L F OF 4 z# C li IS 4/ 2 V2%�� 4 d= �O._I 6 /CT 7"' uSE �D ` w �� DEPr7/, 3186 -L AIRWAY AVENUE • COSTA MESA, CALIFORNIA 92628.4675 • (714) 641.8777 i. Ea 7/4,eg 26ieeota,g, ate. . °� "' ...... CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING Suo,ECT l OY 1 DATE 1100 NO. l SHEET Oi C47Z7/ 84 S/N if/at YJ /S Fu or C_ B. ST. sue. 664-61 -79. S.D. S ; A . 6Gi + 6 6. 2- • it - i� �.. A i� c F II l/ y 'MU.ST 1.,E >/.2 % L S- 4Q pt . SMi . a ', '.-- :g. - .... _ . . ......_- -. 1' ��ci � �i ".•12A i � +ir' ) 121 13 I j................ . i # 2c) y. Q/4 — 4- FP! c.8 0 _ n - � s n -25 " 0- ;o T.C. 12 2- NG.L, /2_ IS -/3 S (9j ( 7.0 XXS)2((. .. 4r'4 /L 48LE h" 7.6 / - (CA 4 P.8) = r QEO :D. f/ 0 - 3.0 LKe Na Q - 7 -nW ctS K - (os' b'CP 11-63 iF of ,g " - 1 /2 112 /2 ,..,.< d= � fir, . 1-; 1-767/.d (5E 7- zq 11 „ PEA. I F0� S.e•�4 C �t d'" Ip rr f, ) F �" NGL = I2rsn 9188 -E '41ciWAV mormuc • COSTA MEIAA, CALIFORNIA 92626 -4875 • (714) 841.8777 1 Pig. 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I • �. ? w � w „ �1� w m M o o M 1C a o Of q O n W ) ILI I ... 0 . -.. \< ! W -I u � ,..----41.-- ' S G LL. .6 Ptl t / =°D n a \ --.......„...... V ' /5/ 0 O - — ----- 7 1 0 - 4C Page G -36 1 I L o i .--- Nj I , - - , .. _ . 0 41 , 1/4„......s: CI 1 N 0 • t >- rs I (D SA ° J L it , C C .. ry F- ° cJ Q U m c. J o � U W I Q Q N V O m • V 0 �f 2 J • 1"='' a' P.s i tol ..... N ' - e o C G C O. ` t C Q N O ~ O U --IN '40 Z 41 u 7 V m `1 k rI ,. V 1 r O i C , 1 L tg 3 H - • 0 et IA m C C.1 o a h d 0 v Q < 0 111 'La 1 ' ; t 1 • 1 • d --I _\ C-' � W VI I j = 2 a W !z a - - W 0 I 3 aI / i CC W o U CI 6'�9 -./ b `` I CL I Q ti. C 6"'5' _ ,orb s 'oNsoite ■ S t : < 11. —t J v ! 0 — 4C C. I3. 1 - - / CU11I►' OPENING (SUMP) Qas'' 3 y.Gz 47,00 - l�y Given: (a) Discharge Q X 'T = 3 CFS (b) Curb type '.111=2" "D" 4" Rolled 6" Rolled Solution: 11 (depth at opening) = /2 inches • h (height of opening) _ L9 inches • - I1 /h = 'y / to =1 1, 2 - From Chart: • Q /ft. of opening = < ° `- CFS L required = 341.62--/ 5 = N.73 ft. USE L= /2 I ft. — 3 s' c,c r _ C/O Q,cO = 9.O c4 Ge t L� 2 • -31- C. B..# L - CURB OPENING ( Interception ) lokw Given: (a) discharge Q NT = /1St CFS (b) street slope S = O. o D'f 8' 1/I (c) curb type "A -2" "D" 5 "Gr 6orre2 (d) half street width = ft. Solution: ) 'S6 /( •OQyV ) /z= 0 210.16 Therefore y =1 e• I Q /L = 6 ' .6 S • L = /4.5, / , (� f ZZ (L for total interception) TRY: Lp= Z v ft. i I /L / =1 a I y =.33/ X = ) ' S CFS (Intercepted) Q • - _ -6 CFS(Carryover) • i -35- 6 H i7 C . B . ll L - 3 Qz s - Q,po .— 37.3 I cunr' OPENING (SUMP) L _ d c' Q • L - < /o CNwu=' Given: 42 .2" 0 9 14 '/ -¢ ,9 -o�L$ (a) Discharge Q I = �� o CFS : (b) Curb type "A -2" "D" 4" Rolled 6" Rolled le* • Solution: 11 (depth at opening) = /2 inches • h (height of opening) = /9 inches 11/h = /< / _____ /° = I /' �- ( • • From Chart: • Q/ft. of opening = • ✓ S CFS L required = 02 / 2 • f r = / • 2 ' ft. I ft. USE L— • -31- t .. i . ( ; - C . 13. 8 L - L -- 6? , oc) CURB OPENING ( Interception ) Given: (a) discharge Q.-7 )0.70 • c Fs ../ (b) street slope S = c. c '.... ie.- -lit ' • (c) curb type "A-2" Il s ,.......„.:- iz , .,.... (d) half street width = ft. Solution: I - Q/S "=. _20.7,p- /( 0. , b/rL )/ _. /C.4. Th,7refore y=1 °••*- 1 I . Q /I- ( . _ • 1, - ..20-77 / .6.2_ 7 (L for total ir,tei ccption) TRY: _ L = ,fC ' ft. . . P • - r . 1 r* . i .... __I . , (VC), = 0. d / . ' . .....— - S/ X .20.7e is crs (intercepted) I Q C: =-. 0. ' 71 '...... ... ,C v 12 '.: . , , CFS(Carryofer) • to ce ..3 t , i.. _',.. - , ...„ te• ' (---- . ' .44 .., 1 - ..-..„ 3110 REDHILL AVL NAJC CC•STA ULM. CA V62.1442t1 1111111Mar crew Exo IN ,:f. nIso • • LAND MA-14,0NC • LAND f. Aretr••••0 ...— ,.�,,. -r >._ — - - -- - - - - -- _ _ _TIE..,_._,..........: - - -- t .:.ate 11C. - -- .___ • -_ - Q 2 = it F ( Q„ _ ?3. CURB OPENING ( Interception ) Given: (a) discharge Q i,. C1S (b) street slope S = o. oi56 71 (c) curb type „ „„ • (d) hall' street width = ft. • Solution: Q /S /'= '2 �7 /( o. "� ) iz — / � � • �' Thi.'refore y = 9 •' I Q /L = o v.? c " L _ '7 F / 0 .r? _ (L for total inter ception) TRY: L == /k ft. - = I? / 3 = O. S9, a /y = .331 - I o. ;''r i • Q e•7f x . /?. 9i CTS (Intercepted) Oc= /J ?� _ 2. f,;;;:...- C FS(Cari over) T� c b • ifi: ,rotee44.4.4t, 31'O REDNOLL AVENUE COSTA MEG., CA ► $U.4 •2! UMW CML ENO,NEEMNO • LAND PLANNIN3 • LAND StlN•f'TWO f • • ( C. 13. if L- CUltl3 OPENING ( Interception ) QS. 2o, �./ Given: (a) discharge Q3S 1 4, /2 CFS a „:„... .33.V (b) street slope S = 0. o I c /I • (c) curb type "A-2" ll P (d) half street width = ft. Solution: • Q / = ,L•/? ( D. O f d ) %z - /9 I /9 Therefclre y=(o• 4 1 Q /L = / 0• = (L for total intei ccption) TIIY: _ IC l2 • ft. 1 0 - 3 2 =[ . , 2 l = .33/ o.S sic? = • o. S"/ • e�= OX 2�. /� - /2.? CFS (Intercepted) Qc= 2•‘ /2•2 - 1/ .h ClF'S(Carryover) s . . • i l .. • La? k et g af.c. $I TO PENAL AVENLK COSTA /KM CA W/4MIE " IIPTEM. CIVIL [NOW! [NINO • LAND PUNNING • U•p•NYVIIN • 4 g;��t- g .3- C. 13. 1! ,L , ,ro Of' CUI1P:OPENING (SUMP) Mi M li ✓ •• mss= 1/.37 454 '`' b / �J Q too d ast Q,= /1.37,//#i -F1. /o ._�� tf3 Given: 2-4/b S CF ` � ek .2 (a) Discharge Q /MT = CFS P t t7•2y � • �t n n 4" 6" 13 •kY tt (b) Curb type "A-2" D 4 Rolled 6 Rolled / cg Solution: 11 (depth at opening) = 12 inches • h (height of opening) = inches • . 11 /h = / to = [ 1. l • From Chart: Q/ft. of opening = ,2 .9 S CFS L required = 7q,(/ 2. 5S = 0 3os ft. • USE L =, 9 , ft. ( - 42..034. ge d • • • • • - 31- C. B. !! L — 1 0 2.•s Q r� 6 Z CUfr,' OPENING (SUMP) • • Given: (a) Discharge Q 2,5' _ 'Z2 .2Z CFS • (b) Curb type "A -2" "D" 4" Rolled 6" Rolled • Solution: 1� (depth at opening) = 12_ inches • h (height of opening) = (0 niches ii /h = 1 Z / _ v = /-2- I • • From Chart: Q /ft. of opening = CFS L required = 22• 2 / . 9s - .1 `sy ft. • t;,,1 - 23• cri • • jos ,,H USE L = ft. a ' -31- 1 ..yea• .... ... _� -.... r_..�.r -�.... .. ._ _• rr t ''• w� ryY' �f- . •lsllEwl+C'D1FJ� >:ens _ i • C .. B. 11 L— It _ • . CUIt13 OPENING ( Intercception ) (boo 011.4/ f 1 3 1 ^ S Given: (a) discharge Q /y C1 i (b) street slope S = 0 , 6 16y 71 ' • (c) curb type " -2 11 111,11 (d) half street width = 2 4 ft. Solution: • Q /5 1/2 = /y ' /( 1 0/C4 ) c /z- ns.r Therefore d d•-rt / a . lc . . j, = Iti.,B 10.; = 27' (L for total interception) . TRY: _ Li 2,o • ft. a x .,. / L. .- 20 / z 7• y=fo73 . • a/ = .330. - j O. 1 1 QjQ = o i Q- 1 Lf• t'3 x D ' = 12.6 CFS (Intercepted) ' � , Qc= PT f(3 - 12.6 = 2 CF'S(Carryover) 4 C'E 4L - / Z ® . • .l ' • _ OM NONIU AVENUE OOOTA LKM CA 0,111444111 i W OIYILENOINSEMNO • LRNO/tANNINO • LNMOOUIIY9 -1KS .•ret .._. .. •. ..•_ - .- r+r•'T�I..— -,- _ . q- r:.4sAT/sa•�YCIia�Sta77 .� `r4tT' _ .- F Q _ 1 2- oo :2° 26 —o9 _' Z ZZ CURI3 OPENING ( Interception ) C L 2 -22 Given: (a) discharge Q • = Z j. S'2 CFS (b) street slope s = 'O /L/Z 111 (c) curb type ''A -2 ''D (d) half street width = 2 L[ ft. Solution: • Q1S 22.52/( tof1f2 ) 11 = / -i Therefore )'-I 0.66 Q /L _ 0.6 • 1, = Z/.77/ o. 6`t' = ?jt/ (L for total interception) '1'13X: _ IC ft. • I� L• - 2 Z / 3'r • 2/y = •33/b.65 - J o-s i • • Q � 22-52 - /Iss•0 CFS (Intercepted) Qc= 2 2.5l - I g _ q,5-2- CFS(Carxyovcr) --o e•8, • i • i Kerg Attentag, Rae X110 NEOMNI AMNIA COMA IKM CA WMJ• CIYN. [NOM •.MN. • IAND MANNING • IAND[INY9'1IN • 2 1 ? � 4 6 "11 C. B. I — 13 rr� ; 1 . u4 curr' O PENING (SUMP) Q /7.Y3 C 0t� = 22.35 . A 1541 Q, c re -/z 4 • ' Given: GS:-* /7.43 (a) Discharge Q = 2t• gs' CFS • (b) Curb type "A -2" "D" 4" Rolled 6" Rolled Solution: 11 (depth at opening) = /2- inches • • h (height of opening) = 1p inches " • II/h= 1 2 /(o =I / 1 • From Chart: • . Q /ft. of opening = .9s CFS L required = 2 � g.r" / .2 • S = 7. 44 ft. • USE L= I 1 ft. -31- TC. 73 to • I a C • B . fi L - /4 my T. 7/.5s t CURB OPENING ( Interception ) A •33 • c52,zs _ 4.or c FS Given: (a) discharge Q / = 5. i9 CFS (b) street slope S = D..0/56 (c) curb type "A -2" - "D (d) half street width = , 38 ft. Solution: t7 _ /( 0•DISb ) %z= 4 /•SS Therefore y = 0.39 Q /L = 0-43 L = / 0:43 = /2 ',r, for total interception) ( TRY: L,= 12 ft. 1 / L a / y = .33/ - r Q/Q = Qp = X = CFS (Intercepted) Qc = - CF'S(Carryover) -35- 1 .. Tc !2-1r•4. . 1 . /2'o• 4o C. B. # - /S livT: cj 2 ( CURB OPENING ( Interception ) Q v - r -r► C Ff cRta,, s 1-9a CPS Given: (a) discharge Q joo = J -94 CFS (b) street slope S = 0 ' /' (c) curb type "A -2" -"1)." g Fac.c (d) half street width = . ft. Solution: Q/S yz - / -9It /( 0• D2/4 ) '/z _ /3. 26 Therefore y- 0- 28 Q /L = 2. 33 L = /- /0.33 = 5 -811 ' for total interception) ( TRY: L= 6 ft. L / 1 _ - a/y = .33/ 1 S/ Q • Q P = 1C = CFS (Intercepted) ) Qc= • - - CFS(Carryover) 1 • -35- 1 T €, = So -33 # - 41.33 L .04- C . B. f CURB OPENING ( Interception ) girod Given: (a) discharge Q<•a - = 9, os C]S (b) street slope S = 0. o ts6 ' / I • (c) curb type "A -2" - "D" (d) half street width = 38- ft, Solution: 1 Q /S 1.0C l(0 .Ois6 ) 72.46 Therefore y= �" �`� Q /L - Q 50__ L - g -v` / o-ro = Ig -f 'L for total interception) TRY: L /1•0 ft. / 2- = FOM5 a/y =- .33/ 0-47 - Lq •7az Q = ' - - .c = 4S• 8/ CFS (Intercepted) Qc _ 9 gz �� - Vtgl _CFS(Carryover) -35- ' ..-- rc,- s- ,•s�— _- ..-- -.��._ - . ---.- wc., a�,. a„+ �o,.. a•: r- x•.as�c:_��.�....�....,m._..r, �..__. ,x.:r_ - _x.7R mss... T/C -- 5 4 .10 ` / -' 53.1° e . 1 S�f , C. 13 :1 S T n5 .:•• /� -6 s CURB OPENING ( Interception Quo : 23.97 Given: (a) discharge Qa f -- /t•6r CFS • (b) street slope S= • o o S6o l l 1 - (c) curb type "A -2" "ll" (d) half street width = 3 0 ft. 9 • 3 Solution: 1. Q /SIB Ig 6 /( 0- 0084 ) /z - 2o3 -g2 Therefore y _F6 S Q / L = D. t = L ft (0c1 l o..q c . (L for total interception) ' TRY: IC 1 Z ft. - 1 / L. - 22 - / 27 =I 0 '�1 • a . /_y = . 33/ .�� _ 1��(' °I • c . /Q - o - l ' Q � = f� I (t v X 0 .� - _ . ,CTS (Intercepleri) Qc= 1 r.6)1! - /x.37 = / 3/ *- CFS(Carryover) 1.- L - 7 1 I . - ti ie V t7� oAtitf/r-v" r" o. c. l - h 3170 REONILL AVENUE COSTA MeeA. CA Ntt4J•t6 cm EN0IkuNitto • WO MANNING • 1A40114011 -'INO • tl„ ; Ply sp — 0- 19 ' • •• %Id C.. B. L - CU1I13 OPENING ( Interception ) • Given: (a) discharge Q2A-- 4.7n CF.) (b) street slope S = OD 2_ • (c) curb type "A-2" (d) half street width = 3 r ft. Solution: (VS 1- /( ,c02_) /01./2 Thereforc y =1 0, s-5 I Q = •S • 11110 . . L = 4.St / O.cc = (L for total intei ccption) . TRY: _ ft. 5 gr.q . =I0.671 a/y = .33/0.c5 = 10.60 91Q Q 4,g8v x 6 3 440s' crs (Intercepted) QC = 4,et - = 0:83 CFS(Car)'over) " Pd • . . • i • - If g IMO MOW( Move COMA PM: Emitess•• • avILINOIRTIMINO • Wm MANNINO • WrokrwrirtIte • • • •- . _` - -_._ 1. k 1 � } `i' Go , 2 3.1 it C. 13. fl L — �� CtJItI OPJ.1\T1NG (SUMP) ' ( IZ•3`• , Given: • 0 , (a) Discharge Q14- = 43 .3y CFS - \k\ ` LS @ r,: e e ,�" (b) Curb type "A-2" "D" 4" Rolled 6" Rolled D• at° N ,4e-,,,,,-, , • r y 1 ( DX ov � 41> Solution: / 11 (depth at opening) = (Z inches . • h (height of opening) _ /O- inches i l1;.r I I / h = /2.- /_ l • From Chart: • Q /ft. of opening = Z- • c1c CFS L required = I I? . y / 2 -� r_ v .6 9 ft. . x • E USE L= [ /' , ft. . • . i r • • 4 t t 1 } • -31- i I i 1 ! . C • 4t , i 20 • c . 13 . il C g i i . 1 _ , ' I) 1 1 1 3 0 ) ) E F , ' I i \ ' ' ( . . ; ( I n t ( (..: e p t i o n ) I • • Y . I Given: (a) discharge Q :.-, .3 . SY (... FS 1 , 1 0 (b) street slope b' •-•• , eoey I / I , 1 I I I 1 • (c) Ciirb type "A-2" 1 I • (d) half street width = 17 ft. i . 1 _ 1 . • i • ! ' . 1 Solution: . 1 i i / P. 3. 1 i( , Oory ) = - 6 Tiigref o re y , Lo. 3 f 1 , . . Q ti., C . 0 ) '• . . . . . • 11 - 3 . 5 / o . 1 --. tt = /0 (_, for total Intel eeption) . . ' 1•11Y: _ 1_, :: /0 • ft. • • . . , L. ,-: / :-: L i . . , • _____ . 1 _________ I . I . . . • , . . • , 0/Q. = . . • 1' ..------- . 3 . 5 - y • 7.c. C 1 .) (bite i r• (I) • C2(2 _ ---• --0 . C i'S ( C' a 1 ov fl 1) --- ------ . , • , . . . , • . 1 I . .. I , 4; ,i Ne 7 ''...) p A €6 • . • Arik • 1" ( t.d.Pt 1 ., :4 ": ,!!. SIN Id IIMI t I I ...OW fret. 1 TPA CA 1' ft4 1•114 ..•.% JAL - r."7"711 art 111131f : MHO . tAtIDPIAIONIIS • 1. .":.'," 7 7 T:r.r7:21=ttnr.1•11.7==. 0 :!../..r:=21....=1"'"••TZ 3111 tri MM.. tj„7..70.••••«..., .1.,r7=1,77.7t. :•11......ThenT v..» 19-- ■ • • r- - I.... ••••• VIII . ;72 1 in Wee 2610,00,4t, CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT I BY + DATE 1 108 NO. 'SHEET OF 11.0 d ! � a 8 ' 04 /2' I ec ?% PA YEMEA /T. V = aoa2D S=- 0.0040 o, 43 7 :1 -- 0.2G ' FOB 8 ` 0.22 .54TTE,Q 0.4 / ro,Q /2 ' SHEET CAPACITY 044, T 3186 -L AIRWAY AVENUE • COSTA MESA, CALIFORNIA 92626 -4675 • (714) 641 -8777 CHERRY AVENUE (Ir+' STREET CAPACITY TABLE a =26 b =10.5 c =1.5 d =13' w =51' DEPTH AREA P R W'ROAD W'PKY. Q/S 1/2 (FT) (SF) (FT) (FT) (FT) (FT) 0.12 0.079 1.302 0.06 1.320 - -- 1.207 0.15 0.130 2.084 0.062 2.080 - -- 2.02 0.20 0.266 3.388 0.078 3.347 - -- 4.83 0.25 0.465 4.691 0.099 4.613 - -- 9.86 0.30 0.727 5.995 0.121 5.880 -- 17.63 0.35 1.053 7.299 0.144 7.147 - -- 28.695 0.40 1.442 8.602 0.168 8.413 - -- 43.425 0.42 1.615 9.124 0.177 8.920 - -- 50.438 0.44 1.799 9.645 0.187 9.427 - -- 58.181 0.46 1.992 10.167 0.196 9.933 - -- 66.53 0.48 2.193 10.688 0.205 10.440 - -- 75.54 0.50 2.410 11.210 0.215 10.947 - -- 85.64 0.52 2.634 11.731 0.225 11.453 - -- 96.35 0.53 2.750 11.992 0.229 11.707 - -- 102.01 0.54 2.869 12.495 0.230 12.210 - -- 106.695 0.56 3.124 13.502 0.231 13.217 - -- 116.58 0.58 3.398 14.509 0.234 14.223 - -- 127.84 .60 3.692 15.515 0.238 15.230 - -- 140.38 C.61 3.847 16.019 0.24 15.733 - -- 147.18 0.62 4.007 16.522 0.242 16.237 - -- 154.3 0.63 4.172 17.025 0.245 16.740 - -- 161.77 0.64 4.342 17.529 0.248 17.243 - -- 169.58 0.65 4.517 18.032 0.250 17.747 - -- 177.74 0.66 4.697 18.535 0.253 18.250 - -- 186.337 T.C.0.67 4.882 19.039 0.256 18.753 - -- 195.207 0.68 5.075 19.539 0.26 19.253 0.5 204.58 0.69 5.277 20.039 0.263 19.753 1.0 214.68 0.70 5.489 20.539 0.267 20.253 1.5 225.01 0.75 6.702 23.390 0.287 22.753 4.0 288.88 0.80 8.165 25.539 0.320 25.253 6.5 378.428 0.85 9.877 28.039 0.352 27.753 9.0 487.88 0.87 10.632 29.039 0.366 28.753 10.0 538.87 0.88 11.025 29.539 0.373 29.253 10.5 566.0 0.89 11.428 30.039 0.38 29.753 11.0 594.22 0.90 11.840 30.539 0.388 30.253 11.5 623.46 0.91 12.263 31.039 0.395 30.753 12.0 654.109 0.92 12.695 31.539 0.403 31.253 12.5 685.620 R/W 0.93 13.138 32.037 0.410 31.753 13.0 718.414 0.94 13.590 32.539 0.418 32.253 13.5 752.02 toll' MILLER AVENUE STREET CAPACITY TABLE a =22 b =6.5 c =1.5 d =6' w =36' DEPTH AREA P R W'ROAD W'PKY. Q/S 1/2 (FT) (SF) (FT) (FT) (FT) (FT) 0.11 0.072 1.401 0.051 1.317 - -- 0.99 0.15 0.145 2.454 0.059 2.330 - -- 2.177 0.20 0.294 3.772 0.078 3.597 - -- 5.31 0.25 0.505 5.089 0.099 4.863 - -- 10.72 0.30 0.780 6.407 0.122 6.130 - -- 18.97 0.37 1.271 8.251 0.154 7.903 - -- 36.176 0.38 1.353 8.762 0.154 8.407 - -- 38.55 0.40 1.531 9.783 0.157 9.413 - -- 44.045 0.42 1.729 10.804 0.16 10.420 - -- 50.46 0.44 1.948 11.826 0.165 11.427 - -- 57.990 0.46 2.186 12.847 0.170 12.433 - -- 66.498 0.48 2.445 13.868 0.176 13.440 - -- 76.158 0.50 2.724 14.890 0.183 14.447 - -- 86.965 0.52 3.023 15.911 0.190 15.453 - -- 98.975 0.54 3.342 16.932 0.197 16.460 - -- 112.236 0.56 3.681 17.953 0.205 17.467 - -- 126.798 0.58 4.041 18.975 0.213 18.473 - -- 142.765 i .60 4.420 19.996 0.221 19.480 - -- 160.080 Q .62 4.820 21.017 0.229 20.487 - -- 178.906 .64 5.240 22.038 0.238 21.492 - -- 199.235 0.66 5.679 23.060 0.246 22.500 - -- 221.042 T.C.0.67 5.907 23.570 0.251 23.00 - -- 232.612 0.68 6.142 24.571 0.25 23.50 0.50 241.34 0.69 6.387 25.571 0.250 24.00 1.0 250.952 0.70 6.642 26.571 0.250 24.50 1.5 261.108 0.71 6.907 27.571 0.251 25.00 2.0 271.920 0.72 7.182 28.571 0.251 25.50 2.5 283.391 0.73 7.467 29.572 0.252 26.00 3.0 295.38 0.74 7.762 30.572 0.254 26.50 3.5 308.320 0.75 8.067 31.572 0.256 27.00 4.0 321.795 0.76 8.382 32.572 0.257 27.50 4.5 335.952 0.77 8.707 33.572 0.259 28.00 5.0 350.798 0.78 9.042 34.573 0.261 28.50 5.5 366.17 R/W 0.79 9.387 35.573 0.264 29.00 6.0 382.583 1111111.1. CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING C al 71(2er g 6 gge. ■ SUBJECT B JOB NOET OF I00y,_ St ktE7 Ftow n, t.; DATE 6 /r��) I 3�1. o - -�v SHE / z.. Pop c 4ET AVE O/an, c4' 0 le, --Qar. 621-15--476-o ,E/,4'T S/Dr IJLS7 ripe _ l4 • 66 207-37 2 /4- &o ra -A-c-l= s r a 72..5 Cill (Aincr f . act b&g, out) Bt.. bbG - 00.1 q- 81 6.00 , i1 ,C Z C � e P i (g.,,, �-4) (F2o►ri L-14) = 2 3�- � r / � Tc�`. Is• o3 - -M, 1.14..) 4( ( v6i f>. I-a-4 ru ( Pvom l- -3) - T 1-.), 2.-4, �} e G�/3erice 72. +2.5°! 72.53 %1 mew a J^. 6 (4 Pr& so -Jo) (r/ Flaw 1 /yS . r- L ow JL C�°� Fn�fe M ruE 2 ILL F. S r T ka 307.33 , I.S /c = 24 -6a -6/ ,�j07 -33 28 53 F v 4 y r - c /- , 1- d - .3y / 3- ff �___ m Top or M .ed-` Gn = 0-894- 0 47 (Fat L -s) (PEP en CP-ax cecric) r 1 -G6 13.244 2. 82 ( F,orr' 1,6) (my. L -0 , J- Ai " v 7 d 1- v-' 0zo +2 -y4 FE P Mi1Gt, = 7o -S3 A- 70•ssl Can L 7 1 (fNGvatG)8o-1) z lI I. Ilk . = 70 -71 1 1,1 4 CI 0.00 1-87 W -S. i _ 72 -o3 ( Ftv 1.-- /ed Croz. L-18) '72 '2 WL,ct, (-) '°" t 2 fi5 o Q�q M r'J�v d Ur 3517.O l,. 2.q2:22 T"" o l tG ao 4,„,t-4-4,„,..: 649.234c"h root 14- c l 'v 3170 REDHILL AVENUE •' COSTA MESA, CALIFORNIA 92626- 3428 • (714) 841 -8777 . N v i . 7/41 ?o*e�eat. 6 3e. -- CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY DATE JOB NO. SHEET OF iaaY.6c -r oFrl k • s►+ze I 1 2 _ g? I 3ss1 SfRff T 101 1. - f' k= .g. ' cyf _ a6, . PEr�nAR-KS ( r 0 8N 4 W 0 : 1 Or • D, w. Z � ' ° w " l i e Z c D : 14S 0 4 e - r - L .1- M)u_E A v e. , D.if i i ist-i.111 t 7 2) //1.F /6�� sri 1.01 li1ao -Qacpc L- 1.9.71.lS'4awars o.(4 ISl.gd E' f , a c ii 1,t fc,S 1-015" 4Prra —4 BC- 2= 2 -1•12-efs, CAQNEccIE - r. o - 12, 12r 3 o.y �Ic( ( o -C LL S f f kyEI2- CAUyo#J 0.51 23 21-. �g� _ _ ASS kCq .- —6WLY S' 7 21 J� Z 7' r�e7 A J R . LANE ME' 1 . C4JUyD#J D . SI 2). 32.y3 — — (P,W /J 321 vE c e Avs. .. ly c7.37) l ql 1. l (Es? S /DLL) 11 1. s 3b7.3) 2961 /, 3 z tt /67* 3570/ aK r /, 37 ci-goeykve (wes- Si ) / i! too / 2a l.� l� • a 1.57 28'1.53 2 30 2- /.2-1 ■ It /.,6 ap.2d 2-340 1'2 c 1 ?P Au / VI 7Lf.o3 136 1ri4 o ‘, PKw.) 1•4 3 :,� '3-t2/.< . 0.73 . - _ liV,-,4 4xw b iii.il . q9 <1 . =4 . ° ;7 i l � COST - . , CALIFORNIA 9282 & 34 2 8 H 1 -� } __ H- --_ , : t- - t 170 REDH ILL � VENUE- - - ._.. _--. - -- ti - - - 3 4 2 --- • ! . 7. rt � . 1.8 - 7 -� - J - - . - -- � � 13 ! —. -- - ,_` � 4 ) ' .. 84 ' 1. 8777 - ,_� -� � -- : - ila Aer s 2fte0t44t, ate. CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT ` it, tx . n kv u E ry A I s _ 1 DA Z _ , 5 4 _ 1 JOBi - D 1 SHEET OF 14 i•D3 Z ‘ ii " - z 0 i � .6 1 c241 1100 232 38Z 1216 3170 REDHILL AVENUE • COSTA MESA, CALIFORNIA ,92626-3428 • (714) 641 -8777 all ?lot g oie, e ea , ate. CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY JOB NO SHEET OF /00 % -CiPt l Fi.ov.i I Il�>, /. [DATE ��� I e) 3 �— I 2_ 2 FoI CI kI'iECSIE ST Qrso $ bb-Qe / c-44 ' C IS av (0.0- Q,,4-zelfL -2= ./Z r • c. ' Caen �S is •q eitt( ----- 2v2.C. , v - v^ , e-tAit :02x gib? 5 /6. g C-F5 C' o 4 Are _ - 74 -C2- 74. /SS" 2- a or ^t = 74 -16 -F- 0- 67 + o -12-- 0-2y (C F) (6 (6 P4% r 7-1^ / 4 q c.2 y S /` • '72. i. 7 P /4Io ► cc 4v cnr Witt' Aix it /CO Y /AL cet- ►r _ l'alS , 3 - /7/ 0070- ( 3170 REDHILL AVENUE • COSTA MESA, CALIFORNIA 92626 -3428 • (714) 641 -8777 !i✓ xter g 4 70reemetit, 4946 _ CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING - SUBJECT AEpTN /N urrz,a I BY . k:54/ (/(/ I HATE I JOB NO. 1 SHEET OF 1 -23 -�fJ 3SS � O.SO 0.3J A 0.2S b./3 ----0 Io 8O 120 160 .200 k- WOE CARA/ 6/E s assr 3170 REDHILL AVENUE. • COSTA MESA,-CALIFORNIA 926 -3428 • (714) 641 -8777 . - - - -- c in ?ilia" g 2oieeotiag, gee. MINIMEr CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY DATE JOB NO. i SHEE OF 37 C{P.ac TY ,� ,,., 1v. + .- [ 35 S% :;..4i 6 1G ?G' a /a' _ , /a, ` 8 , / p..08 CF =Ol7' 2% 2� 2 °/ o. 2 F ° G y a. /3 ■ C 0.25 - HALF :t`T' /l YGLU6 A�t�a - ,s. s3 L- k' 1. 4 x 2 s k. WP 22.? n. 0>•5 e " •Jy139 5_5 X 99.0:7X . e 14/ = 2/E 9/ Q.2r Q s . 394,1 Q too - l{QLF sr 9 CjX99•p7y , 402- = 3s1. /P Q,..o 4,254 = 8b9 Mil' = .32..47 . -- ,Q = , u6o 09- = • 4/72 .5'T T 4P4t./7Y s= O..ao72 a.25 = M.3. C'S c4aA /E6/ ST:R E ' 1 . 3186 -L AIRWAY AVENUE • COSTA- 4IIESA,,,CALIFORNIA 92626 -4675 • (714) 641 -8777 ,.l hietetr 2610,0taiet, ate. CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT :7 . Ci!PJC / ..-: J BY DATE JOB NO. SHEET OF I , emu w l z_�3 35s/ /19 • a i 1 0_62 .3 dGF .4% -Z% B /lam 6.13 - t 1 C 0.2r /I4LF ST' oioo f�4L� . ,� Quo ./4L F A- 4.73 A _ 22 .8.9 4 = 144.43 WP= 11.G7 WP = .'3'./7 P = 4 t..7 - R = 2 A - R R = ,zia4/ 42 . s'gt u vaw.es. Qss 4.73 Y 19- x . — _ ,00 (14) = 14-F x 99 •t 9 j x • 51 - 1. 117.3/ 4 (3G _ I'><, C3 x n.o7 /V1E Y'EQ CANON D14/JE AND PENST k woe ROAD 3186 -L AIRWAY AVENUE • CO$TA .4ESA,,CALIFORNIA 92626 -4675 • (714) 64.E -8777 C 1111 ?1 g 4?Oleeiiit49,12, ate. CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY DATE JOB NO. SHEET OF 57kEET CAPACITY I /!E�(/ G(/ I // - ,?/ 8/ .3.3 J: I I I /G4 4(1 G/4N. 2/, . /d 1-- 2/i /2'J 22' 12' /2� /0' } Qk,o r GGF 26- — A 0 1 s C' .12 , ,, Cis' Q /co p 4,-c, cc = 4.. 31 . a = /3.44 4" 2.07 WP a0 %. 3/ 6(/P'= 45. ./� GUP = 55.1 R °'- •254 Q. = .0/ Q= . SaZ 0,2 k' - 4.9/ k- .99. o7 X . 40,d = /36.52 Q, , k- /5.405e .O7X. 5G = /47.83 41 PlIW / /Qrmo J/ = 2.. 07 X 59.07 x . 65/3 1876 . 72 f/EQ /T46E PQQI/ ?4Y ti 3186 -L AIRWAY AVENUE • COSTA MESA, CALIFORNIA 92626 -4675 • (714) 641 -8777 filla ?kir g (76460011, gm CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT ,DEPTH /N GU 774.47 1 BY kE w 1 DATE i n 4E7 JjO8 NO. , J SHEET OF 0. $ — A o.4 — - - — — 0.25 . 0. /3 D do 80 4.20 • /jp �p0 "u u vdtU4 X'ER/T4Gi PA icAY eyee .C4NYON lad. d /05A/4.70 ..,./06 , , ,0 3170 REDHILL AVENUE_ . • COSTAMESA,. CALIFORNIA 92626-3428 • (7-.14)I641 -8777, co illi Xte g (76 M a it p AZ '- CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING ` SUBJECT A . � Q C � N D ��' gy DATE JOB NO . SHEET OF rY, Y 1 14.W. J s i3_ � � 3F(/0 1 0.8 — I I I ' o.G I i I k a.4 l i ' { 6.2 i i 0 i 4 6c /Lo lf0 2.do 3 46,0 if a /WEY C/-1Al VON 0Q /i/ 7.2' /V /0..E . 3170 REDHILL AVENUE • COSTA MESA, CALIFORNIA 92626-3428 • j . (714) 641-8777: C in h g O ate. 1111111111. CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT niEyEk ciliWay .O.P . 1 BY o I DATE .5 ._ 42 1 JOB NO..3 I SHEET OF 5,6 ' .23 . c-ef / , _ 245.GJ _ - --aft' / • 46 . 20 .2.4e _ .._ • o 1..? 1 --_____ , J , . \ () CO ( Q25. a = 5.50 0 /00 4... - g .1'i Car 4.- ' 7. 06 : Q cut= /0 sy cop .7. .10. 47 2- .2.,f c k- ,11).- 42 -,-. , 2..h. k -- .3 & . .43r ■2 i - . 4s e t/Zizi,..F.: ..5 5V Q ( 5 . f° X 9 ?.°7 ),/ ., ..d.i7 = .25..S. -43 x o .0CX .2 6 C; • (6) refer v co. , 0,7 t -4. a" = 3i/-5 y 0,ocek, 3-. 3 I Cr: (6.) 7,o k tH . )( -43r = 304r.25 y 0,06/d ..V.. /7 CU ( /O. S. k ?g.t9 k' .452 = 474.22 5( 0 . 007d .10. 73. 415V6R CANYON OR/I/5 EA cNaty (LEA wiy 3 ‘70 REDHILL AVENUE • COSTA MESA, CALIFORNIA 92626-3428 • (714) 641-8777 ii,.. c \ i 1 I i h i e I ie r g ?iewee,00420_, gee. CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY K DATE e... 54- y 1 JOB NO. SHEET OF 7i J., TI I i /.S - - - — 1 %/� P- , z t o z. .V r Qiov //ALF ..77. 11- 1.99 X '� u ,e ,61. _ i.99 s p 7 _,zss. I-f4 L F i C- E! . s- o . 4P 2 . 45 /00 -.- , c49p i k- 2(21. 62o _ ..2.3 o 5 Ci r • S = O. a0 2 . 4 /00 = 17 c-r1 3170 REDHILL AVENUE • COSTA MESA, CALIFORNIA 92626 -3428 • (714) 641 -8777 iC ili ?/-4ete g 2,91‘60‘44t, gge. MEM CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY ,. ,, , ; 1DATE ( JOBNO... , 1SHEET OF / d 7.2 ' 1 i B' 22' I Ja B , i � ' D, 2 o.14 J4 ' QN 20/ `/, � ..CF� / r :4 % H 2 /. 5- /0 d % I- _I d Qr l,J41 F Sr 0/00 lal ,- . I. d�G a_ = S. 5325 , o /3 9 f. 0) a- = 8 .8 5 wp = 22. 67 w = 35, /7 Q - . ? 12= - .2r2. 02 "T .394 R3'- , 0 0 too K = OP. P4.25" X' 9 ?.07 ....v . 4.3 = ,3.:7;,-7 i 4 Q;.r S - 0.0 o,'d _ /9 , 79 GII S gaL%" S 7 0,00 S -" 0.0084 = 3?. d3 CCS NQLF T, 41FYFR CAW DdelVi 0 cvIF.Qay 3170 REDHILL AVENUE • COSTAMESA, CALIFORNIA 92626 -3428 • (714) 641 -8777 a e. UMW 1 CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT BY DATE I JOB NO. SHEET OF 40,202.y AvE (4 "5)1 /7s tA Ail) ScgPC LaAIDscAP €44 - mL^U7 , •C-AStmErIT 3!/ SLO,°t I SLDpZ , \ Ar . 41 4 6. (- ;.‘'. ...- _ I '.4 P . -44 ,,,19;/!:--;.-..(4115Nr - . .2%1 1 ° 8 "c 0 2 ° Al QJoo N4LF ST ra = Il5.2 . Ohs Q /z = 3. 9d l� = 7 72 V I . o, ,X ..-3,. - 17f, S'yo , 'f7 -7'o ° c,L .7'SL or.,� . K (HA STREE Z Matia . kat:CIAO u j - 44q• 3q; a S ( kI /LLEQ -- 4361... P ; (0 t• 6 6 t' 1 1 s D E.raoN- /.' • 0.011 R �a X 1 , 7 11 6 Y o. fr62 S"- 4 33 o 41/LL oiVLV, -on-- S =•out, :, Q: 5 Cps Qloo /I LF ST -eL5 77J ,eN A. - 5�. o ' -r 1/ r?: o I s' u 9 9.07 K • 7,4.2_ = 470, 31 wp ql. /7 Q- 5'3 3. 37 c-4'.1' 0 2_E 7?J 4f C) " , G 3) I If, r ir Q -- ,71.1 3170 REDHILL AVENUE • COSTA MESA, CALIFORNIA 92626 -3428 • (714) 641 -8777 alk ate* UMW CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT CiyE& d vE � �� 1 BY DATE JOB NO. SHEET OF , g y 01 a 6 7 (J) 4. t 0, So- o Jo- 0.12 4 d0 B0 /20 /&0 .74. 0 ,✓< YQL CA/ERR)/ 4V''NGfzz 7v n 3170 REDHILL AVENUE • COSTA MESA, CALIFORNIA 92626 -3428 • (714) 641 -8777 .. f gee. _ CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING SUBJECT I BY DATE JOB NO. SHEET OF CHEQQ Y d v . 7 . -6 - � � .3 /O r J / [-Dor 4BoVE aiQB /._ fi I. SD - __ - — I 94 - _ _ 1 j i L � 0 80 - 11 O -L7 i W 4244) _ i 0.30 D. a. - , I J 4-330 0 �` 1000 211* 3000 "zoo SOX 6000 k I/4 LL/ , Cy''4'Y AvENue ,,,,,z, £4L, ' aA PA/v, 3170 REDHILL AVENUE • COSTA MESA, CALIFORNIA 92626 -3428 • (714) 641 -8777 S t L i _- CIVIL ENGINEERING • LAND RUNNING • LAND SURVEYING . SUBJECT cHFQQY A V.E BY DATE JOB N. , I .5 . I 6 =6 � 2 O,3a /o SHEET I OF l / / 480 a'e8 1•2o / — •— I I o.W I . i` 1 l 0 va • 0,20 0 752 /000 20 �3$ 3000 .1000 .5000 6000 . - / K 141.U, ! oy .. xreg E . . ,.: 1. • /NCL . BAGt' 0C POW, 4 1 E f .- 3170 REDH}LL AVENUE . . . • .... COSTAMESA, CALIFORNIA 92626 -342E • (714) 641 -8777