Loading...
HomeMy WebLinkAboutCT 00-06; BRESSI RANCH; PIPE-FLOW HYDRAULICS; 2004-11-04****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants San Diego, CA 92101 Suite 800 619-235-6471 ************************** DESCRIPTION OF STUDY * 2737.00 -BRESSI RANCH INDUSTRIAL * PROPOSED CONDITIONS -CDS UNIT AT 1690.9 UPSTREAM * 100-YEAR STORM EVENT * * ************************************************************************** FILE NAME: C:\HYDRO\SY1690_9.DAT TIME/DATE OF STUDY: 17:12 11/04/2004 ****************************************************************************** NODE NUMBER 1690.90- } 1691.00- } 1692.00- } 1674.00- } 1674.90- } 1675.00- } 1675.90- } 1640.00- } 1640.90- } 1625.00- } 1625.80- } 1624.00- } 1620.00- } 1610.00- GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: u*u indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ PROCESS HEAD (FT) MOMENTUM (POUNDS) DEPTH (FT) MOMENTuM: (POUNDS) 5.73* 2750.26 1.57 1826.08 FRICTION 5.37* 2589.34 1.54 1855.62 FRICTION+BEND 3.87* 1929.36 1.55" 1845.30 FRICTION } HYDRAULIC JUMP 2.44*Dc 1443.04 2.44*Dc 1443.04 JUNCTION 3.17* 1233.36 1.47 1171.31 FRICTION 3.10* 1212.29 1.48 1168.78 MANHOLE 2.66 1075.25 1. 61* 1095.14 FRICTION+BEND 2.14*Dc 983.60 2.14*Dt 983.60 JUNCTION 2.70 896.26 1.37* 908.07 FRICTION 1.98*Dc 767.20 1.98*Dc 767.20 JUNCTION 2.89 761.34 0.88* 952.96 FRICTION+BEND 1. 77 Dc 570.23 0.88* 955.47 FRICTION 1. 77 Dc 570.23 0.90* 928.66 FRICTION 1.77*Dc 570.23 1. 77*Dc 570.23 ~T 00-()~ } JUNCTION 1610.90-2.15* 289.58 0.91 } FRICTION } HYDRAULIC JUMP 1606.00-1.27 Dc 207.71 0.93* } FRICTION 1607.00-1.27 Dc 207.71 1.07* } FRICTION+BEND 1605.00-1.27*Dc 207.71 1.27*Dc MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION 240.99 236.09 216.23 207.71 ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1690.90 PIPE FLOW = 56.80 CFS ASSUMED DOWNSTREAM CONTROL HGL = FLOWLINE ELEVATION = 262.37 PIPE DIAMETER = 36.00 INCHES 268.100 FEET NODE 1690.90 : HGL = < 268.100>jEGL= < 269.103>jFLOWLINE= < 262.370> ****************************************************************************** FLOW PROCESS FROM NODE 1690.90 TO NODE 1691.00 IS CODE = 1 UPSTREAM NODE 1691.00 ELEVATION = 262.93 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES (LACFCD) : PIPE FLOW = 56.80 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 26.91 FEET MANNING'S N 0.01300 SF=(Q/K)**2 = (( 56.80)/( 666.975»**2 = 0.00725 HF=L*SF = ( 26.91)*(0.00725) = 0.195 NODE 1691.00 : HGL = < 268.295>jEGL= < 269.298>jFLOWLINE= < 262.930> ***********************************************~****************************** FLOW PROCESS FROM NODE 1691.00 TO NODE 1692.00 IS CODE = 3 UPSTREAM NODE 1692.00 ELEVATION = 265.23 (FLOW IS UNDER PRESSURE) CALCULATE PIPE-BEND LOSSES (OCEMA) : PIPE FLOW = 56.80 CFS PIPE DIAMETER = 36.00 INCHES CENTRAL ANGLE = 45.000 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 86.39 FEET BEND COEFFICIENT(KB) = 0.17678 FLOW VELOCITY = 8.04 FEET/SEC. VELOCITY HEAD = 1.003 FEET HB=KB*(VELOCITY HEAD) = ( 0.177)*( 1.003) = 0.177 SF=(Q/K)**2 = (( 56.80)/( 666.977»**2 = 0.00725 HF=L*SF = ( 86.39)*(0.00725) = 0.627 TOTAL HEAD LOSSES = HB + HF = ( 0.177)+( 0.627) = 0.804 NODE 1692.00 : HGL = < 269.099>jEGL= < 270.102>jFLOWLINE= < 265.230> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 1674.00 1692.00 TO NODE 1674.00 IS CODE = 1 ELEVATION = 270.31 (HYDRAULIC JUMP OCCuRS) CALCULATE FRICTION LOSSES (LACFCD) : PIPE FLOW = 56.80 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 178.07 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS --------------------------------------------------------------------~--------- NORMAL DEPTH(FT) = 1.51 CRITICAL DEPTH(FT) = 2.44 ============================================================================== UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.44 =============================================================~================ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL (FT) (FT) (FT/SEC) ENERGY (FT) MOMENTUM (POUNDS) 0.000 2.442 9.216 3.762 1443.04 0.062 2.405 9.350 3.763 1443.54 0.255 2.367 9.491 3.767 1445.05 0.591 2.330 9.640 3.774 1447.60 1. 083 2.292 9.797 3.784 1451.25 1. 749 2.255 9.962 3.797 1456.02 2.606 2.218 10.136 3.814 1461.97 3.678 2.180 10.319 3.835 1469.14 4.992 2.143 10.511 3.859 1477.59 6.578 2.106 10.713 3.889 1487.37 8.474 2.068 10.926 3.923 1498 :55 10.729 2.031 11.150 3.962 1511.20 13.398 1.993 11.385 4.007 1525. 3.~ 16.552 1.956 11.634 4.059 1541.21 20.282 1.919 11.895 4.117 1558.73 24.704 1.881 12.171 4.183 1578.06 29.972 1.844 12.461 4.257 1599.31 36.294 1.806 12.768 4.339 1622.58 43.964 1. 769 13.092 4.432 1648.01 53.412 1.732 13.434 4.536 1675.73 65.305 1.694 ·13.797 4.652 1705.90 80.764 1. 657 14.181 4.781 1738.69 101.889 1. 620 14.587 4.926 1774 .. 27 133.402 1.582 15.019 5.087 1812.85 178.070 1.553 15.376 5.226 1845.30 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS ====================================================================~========= DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 3.87 ======================================================================~======= PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0.000 40.840 PRESSURE HEAD (FT) 3.869 3.000 VELOCITY (FT/SEC) 8.036 8.036 SPECIFIC ENERGY (FT) 4.872 4.003 PRESSURE+ MOMENTUM (POUNDS) 1929.36 1546.11 ============================================================================== ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 3.00 ============================================================================== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 40.840 41.777 FLOW DEPTH (FT) 3.000 2.978 VELOCITY (FT/SEC) 8.033 8.042 SPECIFIC ENERGY (FT) 4.003 3.983 PRESSURE+ MOMENTUM (POUNDS) 1546.11 1537.23 42.614 2.955 8.058 3.964 1529.16 43.393 2.933 8.078 3.947 1521.64 44.123 2.911 8.103 3.931 1514.57 44.812 2.888 8.131 3.916 1507.90 45.464 2.866 8.162 3.901 1501. 61 46.080 2.844 8.196 3.887 1495.66 46.664 2.821 8.232 3.874 1490.06 47.217 2.799 8.271 3.862 1484.78 47.739 2.777 8.313 3.851 1479.81 48.230 2.754 8.357 3.840 1475.17 48.692 2.732 8.403 3.829 1470.83 49.124 2.710 8.452 3.820 1466.80 49.526 2.688 8.503 3.811 1463.08 49.898 2.665 8.556 3.803 1459.67 50.239 2.643 8.612 3.795 1456.57 50.548 2.621 8.669 3.788 1453.78 50.826 2.598 8.729 3.782 1451.30 51.071 2.576 8.792 3.777 1449.14 51.281 2.554 8.857 3.772 1447.30 51. 457 2.531 8.924 3.769 1445.78 51.596 2.509 8.993 3.766 1444.59 51. 698 2.487 9.065 ~.763 1443.73 51. 760 2.464 9.139 3.762 1443.21 51.781 2.442 9.216 3.762 1443.04 178.070 2.442 9.216 3.762 1443.04 ------------------------END OF HYDRAULIC JUMP ANALYSIS------------------------ I PRESSURE+MOMENTUM BALANCE OCCURS AT 9.71 FEET UPSTREAM OF NODE 1692.00 I I DOWNSTREAM DEPTH = 3.662 FEET, UPSTREAM CONJUGATE DEPTH = 1.559 FEET I ------------------------------------------------------------------------------ NODE 1674.00 : HGL = < 272.752>;EGL= < 274.072>;FLOWLINE= < 270.310> ****************************************************************************** FLOW PROCESS FROM NODE 1674.00 TO NODE 1674.90 IS CODE = 5 UPSTREAM NODE 1674.90 ELEVATION = 270.34 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH (FT. } (FT/SEC) UPSTREAM 40.40 30.00 0.00 270.34 2.14 DOWNSTREAM 56.80 36.00 270.31 2.44 LATERAL #1 16.41 18.00 70.00 271.81 1.43 LATERAL #2 0.00 0.00 0.00 0.00 0.00 Q5 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00970 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00734 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00852 JUNCTION LENGTH 1.50 FEET FRICTION LOSSES 0.013 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES (TRANSITION LOSS)+(FRICTION LOSS) + (ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.480)+( 0.013)+( 0.000) = 0.493 8 :230 9.218 9.442 0.000 NODE 1674.90 : HGL = < 273.513>;EGL= < 274.565>;FLOWLINE= < 270.340> ****************************************************************************** FLOW PROCESS FROM NODE 1674.90 TO NODE 1675.00 IS CODE = 1 !.. UPSTREAM NODE 1675.00 ELEVATION = 270.45 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES (LACFCD) : PIPE FLOW 40.40 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH 4.25 FEET MANNING'S N = 0.01300 SF=(Q/K) **2 « 40.40)/( 410.179»**2 = 0.00970 HF=L*SF = ( 4.25)*(0.00970) = 0.041 NODE 1675.00 : HGL = < 273.554>iEGL= < 274.606>iFLOWLINE= < 270.450> ****************************************************************************** FLOW PROCESS FROM NODE 1675.00 TO NODE 1675.90 IS CODE = 2 UPSTREAM NODE 1675.90 ELEVATION = 270.95 (FLOW IS UNDER PRESSURE) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE MANHOLE LOSSES (LACFCD) : PIPE FLOW = 40.40 CFS PIPE DIAMETER = 30.00 INCHES AVERAGED VELOCITY HEAD = 1.668 FEET HMN = .05* (AVERAGED VELOCITY HEAD) = .05*( 1.668) = 0.083 NOTE: ENERGY GRADE LINE HAS BEEN ADJUSTED DUE TO CHANGING IN FLOW LINE ELEVATIONS NODE 1675.90 : HGL = < 272.555>iEGL= < 274.840>jFLOWLINE= < 270.950> ****************************************************************************** FLOW PROCESS FROM NODE 1675.90 TO NODE 1640.00 IS CODE = 3 UPSTREAM NODE 1640.00 ELEVATION = 273.88 (FLOW IS SUPERCRITICAL) CALCULATE PIPE-BEND LOSSES (OCEMA) : PIPE FLOW = 40.40 CFS PIPE DIAMETER 30.00 INCHES CENTRAL ANGLE = 28.650 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 159.51 FEET NORMAL DEPTH(FT) = 1.58 CRITICAL DEPTH(FT) = 2.14 ============================================================================== UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.14 =========================================================================~=~== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL (FT) (FT) (FT/SEC) ENERGY (FT) MOMENTUM (POUNDS) 0.000 2.137 9.037 3.406 983.60 0.063 2.115 9.118 3.407 983.76 0.259 2.093 9.203 3.409 984.25 0.596 2.071 9.291 3.412 985.07 1. 088 2.048 9.382 3.416 986.23 1.746 2.026 9.478 3.422 987.74 2.586 2.004 9.577 3.429 989.59 3.629 1.981 9.679 3.437 991. 81 4.895 1.959 9.786 3.447 994 AO 6.411 1.937 9.897 3.459 997.37 8.209 1. 91=1 10.012 3.472 10QO.73 10.327 1. 892 10.131 3.487 1004.49 12.814 1.870 10.254 3.504 1008.66 15.728 1. 848 10.383 3.523 1013 .26 19.144 1. 826 10.515 3.544 1018.30 23.158 1. 803 10.653 3.567 1023.78 27.899 1. 781 10.796 3.592 1629.74 33.538 1. 759 10.944 3.620 1036.17 40.319 1. 737 11. 098 3.650 1043.11 48.596 1.714 11.257 3.683 1050.56 58.922 1.692 11.422 3.719 1058.54 72.220 1. 670 11.593 3.758 1067.08 90.225 1. 647 11.771 3.800 1076.20 116.832 1. 625 11.956 3.846 1085.92 159.510 1. 605 12.127 3.890 1095.14 ------------------------------------------------------------------------------ NODE 1640.00 : HGL = < 276.017>iEGL= < 277.286>iFLOWLINE= < 273.880> ****************************************************************************** FLOW PROCESS FROM NODE 1640.00 TO NODE 1640.90 IS CODE = 5 UPSTREAM NODE 1640.90 ELEVATION = 274.23 (FLOW UNSEALS IN REACH) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL (CFS) (INCHES) (DEGREES) ELEVATION DEPTH (FT. ) UPSTREAM 33.89 30.00 0.00 274.23 1.98 DOWNSTREAM 40.40 30.00 273.88 2 .. 14 LATERAL #1 2.46 18.00 90.00 274.88 0.59 LATERAL #2 4.05 18.00 90.00 274.88 0.77 Q5 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300i FRICTION SLOPE = 0.02006 DOWNSTREAM: MANNING'S N = 0.01300i FRICTION SLOPE = 0.00906 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01456 JUNCTION LENGTH = 4.00 FEET VELOCITY (FT/SEC) 12 .. 288 9.040 2.139 3.521 FRICTION LOSSES = 0.058 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES (TRANSITION LOSS) + (FRICTION LOSS) + (.ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.602)+( 0.058)+( 0.000) = 0.660 NODE 1640.90 : HGL = < 275.602>iEGL= < 277.946>iFLOWLlNE= < 274.230> ****************************************************************************** FLOW PROCESS FROM NODE 1640.90 TO NODE 1625.00 IS CODE = 1 UPSTREAM NODE 1625.00 ELEVATION = 275.40 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES (LACFCD) : PIPE FLOW 33.89 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 30.54 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1.13 CRITICAL DEPTH (FT) = 1.98 ============================================================================== UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.98 =========='==================================================================== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL (FT) (FT) (FT/SEC) ENERGY (FT) MOMENTUM (POUNDS) 0.000 1.979 8.128 3.006 767.20 0.041 1.946 8.266 3.007 767.52 0.170 1.912 8.412 3.011 768.52 0.395 1.878 8.566 3.018 770.22 0.726 1.844 8.729 3.028 772.64 1.176 1. 810 8.901 3.041 775.83 1. 757 1. 776 9.082 3.058 779.81 2.487 1. 743 9.274 3.079 784.64 3.384 1. 709 9.477 3.104 790.34 4.471 1. 675 9.692 3.134 796.97 5.777 1.641 9.919 3.170 804.57 7.335 1. 607 10.159 3.211 813.21 9.186 1.573 10.413 3.258 822.95 11. 383 1.540 10.682 3.312 833 .. 85 13 .991 1.506 10.967 3.375 846.00 17.095 1.472 11. 270 3.445 859.46 20.809 1.438 11. 592 3.526 874.34 25.284 1.404 11.934 3.617 890.73 30.540 1.372 12.285 3.716 908.07 ------------------------------------------------------------------------------ NODE 1625.00 : HGL = < 277.379>;EGL= < 278.406>;FLOWLINE= < 275.400> ****************************************************************************** FLOW PROCESS FROM NODE 1625.00 TO NODE 1625.80 IS CODE = 5 . UPSTREAM NODE 1625.80 ELEVATION = 276.57 (FLOW UNSEALS IN REACH) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEJ?TH (FT. ) (FT/SEC) UPSTREAM 25.19 24.00 90.00 276.57 1. 77 18 :890 DOWNSTREAM 33.89 30.00 275.40 1.98 LATERAL #1 8.70 30.00 0.00 276.57 0.98 LATERAL #2 0.00 0.00 0.00 0.00 0.00 Q5 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.07706 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.,00729 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.04218 JUNCTION LENGTH = 2.00 FEET FRICTION LOSSES JUNCTION LOSSES JUNCTION LOSSES 0.084 FEET ENTRANCE LOSSES = 0.000 FEET (TRANSITION LOSS) + (FRICTION LOSS)+(ENTRANCE LOSSES) ( 4.502)+( 0.084)+( 0.000) = 4.586 8.131 4.859 0.000 NODE 1625.80 : HGL = < 277.451>;EGL= < 282.99.2>;FLOWLINE= < 276.570> ****************************************************************************** FLOW PROCESS FROM NODE 1625.80 TO NODE 1624.00 IS CODE = 3 UPSTREAM NODE 1624.00 ELEVATION = 278.60 (FLOW IS SUPERCRITICAL) CALCULATE PIPE-BEND LOSSES (OCEMA) : PIPE FLOW = 25.19 CFS PIPE DIAMETER 24.00 INCHES CENTRAL ANGLE = 28.600 DEGREES MANNING'S N = 0.01300 PIPE LENGTH = 26.64 FEET NORMAL DEPTH(FT) = 0.88 CRITICAL DEPTH(FT) = 1.77 ============================================================================== UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.88 ============================================================================== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL (FT) (FT) (FT/SEC) ENERGY (FT) MOMENTUM (POUNDS) 0.000 0.879 18.939 6.452 955.47 2.056 0.879 18.934 6.449 955.22 4.199 0.880 18.928 6.446 954.98 6.436 0.880 18.923 6.443 954.73 8.777 0.880 18.918 6.440 954.49 11.231 0.880 18.912 6.438 954.25 13.810 0.880 18.907 6.435 954.00 16.528 0.880 18.902 6.432 953.76 19.400 0.881 18.896 6.429 953.51 22.445 0.881 18.891 6.426 953.27 25.685 0.881 18.886 6.423 953.03 26.640 0.881 18.884 6.422 952.96 NODE 1624.00 : HGL = < 279.479>;EGL= < 285.052>;FLOWLlNE= < 278.6.00> ****************************************************************************** FLOW PROCESS FROM NODE 1624.00 TO NODE 1620.00 IS CODE = 1 UPSTREAM NODE 1620.00 ELEVATION = 281.99 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES (LACFCD) : PIPE FLOW = 25.19 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 41.00 FEET MANNING'S N = 0.01300 ------------------------------------------------~~------------~~----------~--- NORMAL DEPTH(FT) = 0.86 CRITICAL DEPTH(FT) = =============================================================================~ UPSTREAM CONTROL ASSUMED FLOWDEPTH{FT) = 0.90 ============================================================================== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL (FT) (FT) (FT/SEC) ENERGY (FT) MOMENTUM (POUNDS) 0.000 0.900 18.353 6.134 928.66 1. 870 0.899 18.392 6.155 930.44 3.825 0.898 18.432 6.176 932.23 5.873 0.896 18.471 6.197 934.03 8.022 0.895 18.510 6.218 935.84 10.283 0.893 18.550 6.240 937.66 12.665 0.892 18.590 6.261 939.48 15.184 0.890 18.630 6.283 941.31 17.854 0.889 18.670 6.305 943,15 20.694 0.887 18.711 6.327 945.00 23.725 0.886 18.751 6.349 946.86 26.975 0.884 18.792 6.371 948.73 30.476 0.883 18.833 6.394 950.60 34.267 0.881 18.874 6.416 952.49 38.399 0.880 18.915 6.439 954.38 41. 000 0.879 18.939 6.452 955.47 ------------------------------------------------------------------------------ NODE 1620.00 : HGL = < 282.890>;EGL= < 288.124>;FLOWLINE= < 281. 990> ***********************************************************~****************** FLOW PROCESS FROM NODE 1620.00 TO NODE 1610.00 IS CODE = 1 UPSTREAM NODE 1610.00 ELEVATION = 290.75 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES (LACFCD) : PIPE FLOW = 25.19 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 106.19 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.86 CRITICAL DEPTH(FT) = 1. 77 ============================================================================== UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.77 ============================================================================== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL (FT) (FT) (FT/SEC) ENERGY (FT) MOMENTUM (POUNDS) 0.000 1. 766 8.576 2.909 570.23 0.029 1. 730 8.718 2.911 570.61 0.120 1.694 8.874 2.918 571.76 0.277 1.658 9.043 2.929 573.70 0.506 1.622 9.227 2.945 576.46 0.815 1.586 9.425 2.966 580.07 1.212 1.550 9.640 2.994 584.59 1. 709 1.514 9.870 3.028 590.05 2.318 1.478 10.·119 3.069 596.51 3.056 1.442 10.386 3.118 604.04 3.942 1.406 10.674 3.176 612.70 5.001 1.370 10.984 3.244 622.59 6.262 1.333 11.317 3.324 633.79 7.762 1.297 11.677 3.416 646.40 9.551 1.261 12.064 3.523 660.55' 11. 690 1.225 12.483 3.646 676.36 14.262 1.189 12.935 3.7"89 694.00 17.381 1.153 13.426 3.954 713.64 21. 208 1.117 13.958 4.144 735.48 25.977 1. 081 14.536 4.3·64 759.74 32.056 1.045 15.167 4.619 786.71 40.063 1.009 15.855 4.915 816.69 51.158 0.973 16.610 5.259 850.04 67.952 0.937 17.439 5.662 887.20 98.831 0.900 18.353 6.134 928.66 106.190 0.900 18.353 6.134 928.66 NODE 1610.00 : HGL = < 292.516>; EGL= < 293.659>; FLOWLINE= < 290.75-0> ****************************************************************************** FLOW PROCESS FROM NODE 1610.00 TO NODE 1610.90 IS CODE = 5 UPSTREAM NODE 1610.90 ELEVATION = 291.58 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL (CFS) (INCHES) (DEGREES) ELEVATION DEPTH (FT. ) UPSTREAM 11.09 18.00 0.00 291.58 1.27 DOWNSTREAM 25.19 24.00 290.75 1. 77 LATERAL #1 14.11 18.00 60.00 292.00 1.38 LATERAL #2 0.00 0.00 0.00 0.00 0.00 Q5 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE 0.01115 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01111 VELOCITY (FT/SEC) 6.276 8.579 8.279 0.000 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01113 JUNCTION LENGTH 4.00 FEET FRICTION LOSSES = 0.045 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES (TRANSITION LOSS) + (FRICTION LOSS) + (ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.641)+( 0.045)+( 0.000) = 0.685 NODE 1610.90 : HGL = < 293.733>iEGL= < 294.345>iFLOWLINE= < 291.580> ****************************************************************************** FLOW PROCESS FROM NODE 1610.90 TO NODE 1606.00 IS CODE = 1 UPSTREAM NODE 1606.00 ELEVATION = 296.29 (HYDRAULIC JuMP OCCURS) CALCULATE FRICTION LOSSES (LACFCD) : PIPE FLOW 11.09 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 193.66 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS ---------------------------------------------------------------------~--~--~-- NORMAL DEPTH(FT) = 0.90 CRITICAL DEPTH(FT) = 1 .. ,27 ============================================================================== UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.93 ============================================================================== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRE:SSURE+ CONTROL (FT) (FT) (FT/SEC) ENERGY (FT) MOMENTUM (POUNDS) 0.000 0.930 9.634 2.372 236.09 1.412 0.929 9.647 2.375 236.28 2.888 0.928 9.659 2.377 236.48 4.435 0.927 9.672 2.380 236.67 6.059 0.926 9.684 2.383 236.87 7.768 0.925 9.697 2.386 237.06 9.570 0.924 9.709 2.388 237.26 11.475 0.923 9.722 2.391 237.46 13.496 0.922 9.734 2.394 237.66 15.646 0.921 9.747 2.397 237.86 17.942 0.920 9.760 2.400 238.06 20.404 0.919 9.773 2.403 238.27 23.057 0.918 9.785 2.405 238.47 25.931 0.917 9.798 2.408 238.67 29.065 0.916 9.811 2.411 238.$8 32.509 0.915 9.824 2.414 239,.0.8 36.327 0.914 9.837 2.417 239.29 40.609 0.913 9.850 2.420 239.50 45.479 0.912 9.863 2.423 239.71 51.117 0.911 9.876 2.426 239.92 57.806 0.910 9.889 2.429 240.13 66.019 0.909 9.902 2.432 240;34 76.639 0.908 9.915 2.435 240.55 91. 656 0.907 9.929 2.438 240.76 117.449 0.906 9.942 2.441 240.98 193.660 0.905 9.943 2.441 240.99 ------------------------------------------------------------------------------ HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS ============================================================================== DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 2.15 ================================================================~============= PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0.000 49.567 PRESSURE HEAD (FT) 2.153 1.500 VELOCITY (FT/SEC) 6.276 6.276 SPECIFIC ENERGY (FT) 2.765 2.112 PRESSURE+ MOMENTUM (POUNDS) 289.58 217.57 ============================================================================== ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 1.50 ============================================================================== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL (FT) (FT) (FT/SEC) ENERGY (FT) MOMENTUM (POUNDS) 49.567 1.500 6.274 2.112 217.57 50.162 1.491 6.279 2.103 216.69 50.680 1.482 6.288 2.096 215.89 51.153 1.473 6.300 2.090 215.15 51.592 1.464 6.313 2.083 214.46 52.001 1.455 6.329 2.077 213.81 52.384 1.446 6.347 2.072 213.20 52.743 1.437 6.366 2.066 212.63 53.081 1.428 6.387 2.062 212.09 53.398 1.419 6.409 2.057 211.59 53.695 1.410 6.432 2.053 211.12 53.973 1.401 6.457 2.048 210.68 54.233 1.392 6.483 2.045 210.27 54.474 1.383 6.510 2.041 209.90 54.697 1.374 6.538 2.038 209.55 54.903 1.365 6.568 2.035 209.23 55.090 1.356 6.599 2.032 208.95 55.259 1.346 6.631 2.030 208.69 55.410 1.337 6.664 2.027 208.46 55.543 1.328 6.698 2.026 208.26 55.656 1.319 6.734 2.024 208.10 55.751 1.310 6.770 2.023 207.96 55.825 1.301 6.808 2.022 207.85 55.879 1. 292 6.847 2.021 207.77 55.912 1.283 6.887 2.020· 207.73 55.923 1.274 6.929 2.020 207.71 193.660 1.274 6.929 2 .. 020 207.71 ------------------------END OF HYDRAULIC JUMP ANALYSIS------------------------ I PRESSURE+MOMENTUM BALANCE OCCURS AT 33.45 FEET UPSTREAM OF NODE 1610.90 I I DOWNSTREAM DEPTH = 1.712 FEET, UPSTREAM CONJUGATE DEPTH = 0.905 FEET I ------------------------------------------------------------------------------ NODE 1606.00 : HGL = < 297.220>iEGL= < 298.662>iFLOWLINE= < 296.2,90> ****************************************************************************** FLOW PROCESS FROM NODE 1606.00 TO NODE 1607.00 IS CODE = 1 UPSTREAM NODE 1607.00 ELEVATION = 297.31 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES (LACFCD) : PIPE FLOW 11.09 CFS PIPE DIAM?TER = 18.00 INCHES PIPE LENGTH = 39.23 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.89 CRITICAL DEPTH(FT) = 1.27 ============================================================================== UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.07 ! ============================================================================== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL (FT) (FT) (FT/SEC) ENERGY (FT) MOMENTUM (POUNDS) 0.000 1. 074 8.184 2.115 216.23 0.771 1. 067 8.246 2.124 216.93 1. 606 1. 059 8.310 2.132 21 T. 67 2.509 1.052 8.376 2.142 218.45 3.488 1.044 8.442 2.152 219.25 4.550 1. 037 8.510 2.162 220.09 5.704 1. 029 8.579 2.173 220.97 6.959 1. 021 8.650 2.184 221.88 8.328 1.014 8.722 2.196 222.83 9.825 1.006 8.796 2.208 223.82 11.466 0.999 8.871 2.222 224.85 13 .272 0.991 8.948 2.235 225.91 15.267 0.984 9.027 2.250 227.02 17.482 0.976 9.107 2.265 228.16 19.955 0.968 9.189 2.280 229.35 22.738 0.961 9.273 2.297 230.59 25.894 0.953 9.358 2.314 231. 86 29.513 0.946 9.446 2.332 233.18 33.720 0.938 9.535 2.351 234.55 38.697 0.931 9.626 2.370 235.96 39.230 0.930 9.634 2.372 236.09 NODE 1607.00 : HGL = < 298.384>;EGL= < 299.425>;FLOWLINE= < 297.310> ****************************************************************************** FLOW PROCESS FROM NODE 1607.00 TO NODE 1605.00 IS CODE = 3 UPSTREAM NODE 1605.00 ELEVATION = 297.51 (FLOW IS SUPERCRITICAL) ----~-------------------------------------------------------~----------------- CALCULATE PIPE-BEND LOSSES (OCEMA) : PIPE FLOW = 11.09 CFS CENTRAL ANGLE = 45.840 DEGREES PIPE LENGTH = 7.88 FEET NORMAL DEPTH(FT) = 0.89 PIPE DIAMETER = 18.00 INCHES MANNING'S N = 0.01300 CRITICAL DEPTH('FT) = 1.27 ============================================================================== UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT} = 1.27 ============================================================================== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: -----------------------------------------------------------~--------------~--- DISTANCE FROM FLOW DEPTH VELOCITY S'PECIFIC PRESSURE+ CONTROL (FT) (FT) (FT/SEC) ENERGY (FT) MOMENTUM (POUNDS) 0.000 1.274 6.929 2.020 207.71 0.031 1.259 7.001 2.021 207.76 0.126 1.244 7.078 2.022 207.89 0.291 1.228 7.157 2.024 208.1.2 0.531 1.213 7.241 2.028 208.45 0.853 1.198 7.328 2.032 208.87 1.266 1.183 7.419 2.038 209.39 1. 778 1.167 7.514 2.045 210 .. 02 2.401 1.152 7.613 2.053 210.75 3.149 1.137 7.717 2.062 211. 60 4.038 1.121 7.824 2.073 212.55 -l 5.088 6.322 7.771 7..880 1.106 1.091 1. 075 1.074 7.937 8.054 8.176 8.184 2.085 2.099 2.114 2.115 213.62 214.82 216.14 216.23 NODE 1605.00 : HGL = < 298.784>jEGL= < 299.530>jFLOWLINE= < 297.510> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 1605.00 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION = 297.51 298.78 FOR DOWNSTREAM RUN ANALYSIS ============================================================================== END OF GRADUALLY VARIED FLOW ANALYSIS -..