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HomeMy WebLinkAboutCT 14-09; Uptown Bressi Ranch; Pipe Flow Hydraulic Computer Program Package for Delta 2 Construction Change for Uptown Bressi DWG 502-8A Pipe Flow Mainline Gateway Rd; 2018-03-09BRPGATED.RES ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) Cc) copyright 1982-2012 Advanced Engineeri ng software (aes) ver. 19.1 Release Date: 08/09/2012 License ID 1261RECEIVED Analysis prepared by: ************************** DESCRIPTION * 17169-A BRESSI RANCH * PIPE FLOW MAINLINE GATEWAY RD * 100 YEAR DETENTION Q ***************************************** * FILE NAME: BRPGATED .PIP TIME/DATE OF STUDY: 09:43 03 /09/2018 APR O 4 2018 AND DEVELOPMENT ENGINEERING ********** * * * -****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 199.00-5.49* 1375. 28 1.31 } FRICTION } HYDRAULIC JUMP 320 .00-1. 83*Dc 679.48 1. 83 *Dc } JUNCTION 320 .00-2.61* 604 .40 1.45 } FRICTION 295.00-2.06* 497.25 1.66 DC } JUNCTION 295.00-2.47* 577. 28 1.66 De } FRICTION 294.00-2.56* 595.51 1.66 De } JUNCTION 294.00-2.54* 592.15 1.48 } FRICTION 290.00-2.38* 559.59 1.66 DC } JUNCTION 290.00-2.63* 608 .41 1.66 DC } FRICTION 280.00-2.76* 633.46 1.66 DC } JUNCTION 280.00-4 .13* 886 .33 1.06 } FRICTION } HYDRAULIC JUMP 252 .00-1. 64*Dc 438 .95 1. 64*Dc } JUNCTION 252.00-2.54* 572. 97 1.07 } FRICTION } HYDRAULIC JUMP 251.00-1. 64*Dc 438.95 1. 64*Dc } CATCH BASIN 251 .00--1. 78 0.17 1. 64*Dc MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST Page 1 790 .73 679.48 470.51 458.60 458.60 458.60 467.86 458 .60 458.60 458.60 555.19 438.95 547.99 438.95 129.24 J - . \ :;:,: () a.. ...., C ' ,• BRPGATED.RES CONSERVATIVE FORMULAE FROM TIIE CURRENT LACRD,LACFCO, AND OCEMA DESIGN MANUALS. ****************************************************************************** DOWNSTREAM PIPE FLO\IJ CONTROL DATA: NODE NUMBER m 199.00 FLOWLINE ELEVATION c 393.21 PIPE FLOW c 28.33 CFS PIPE DIAMETER= 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 398.700 FEET --------------·---------------------------------------------------------------NODE 199.00: HGL = < 398.700>;EGL~ < 399.963>;FLOWLINE= < 393.210> ****************************************************************************** FLOW PROCESS FROM NODE 199.00 TO NODE 320.00 IS CODE= 1 UPSTREAM NODE 320.00 ELEVATION= 401.33 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCO): PIPE FLOW c 28.33 CFS PIPE DIAMETER= 24.00 INCHES PIPE LENGTII = 290.10 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS I NORMAL DEPTH(FT) = 1.29 CRITICAL DEPTil(FT) C 1.83 ========i====a::a::a:::n:=i::i==:========================IQCI==============::::::::===== = UPSTREAM CONTROL ASSUMED FLOWDEPTil(FT) c 1.83 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 0.064 0.257 0.583 1.051 1.669 2.448 3.403 4. 550 5.912 7. 514 9.388 11. 572 14.117 17.084 20.554 · 24.635 29.471 35.266 42.319 51.096 62.373 77 .612 100.096 140.359 290.100 FLOW DEPTII (FT) 1.834 1.813 1.791 1. 769 1.747 1. 726 1.704 1.682 1.660 1.639 1.617 1. 595 1. 573 1. 552 1.530 1.508 1.486 1.465 1.443 1.421 1.399 1.378 1.356 1.334 1.312 1. 311 VELOCITY (FT/SEC) 9.385 9.463 9.545 9.634 9. 728 9.827 9.932 10.042 10.159 10.280 10.408 10.543 10.683 10.830 10.984 11.144 11. 312 11.488 11.672 11.863 12.064 12.273 . 12 .493 12. 722 12.961 12.977 SPECIFIC ENERGY(FT) 3.203 3.204 3.207 3.211 3.218 3.226 3.236 3.249 3.264 3.281 3.300 3.322 3.347 3.374 3.404 3.438 3.475 3.515 3.559 3.608 3.661 3. 718 3.781 3.849 3.923 3.928 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 5.49 PRESSURE+ MOMENTUM(POUNDS) 679.48 679.66 680.16 681.01 682.19 683.72 685.58 687.80 690.37 693.31 696.62 700.31 704.40 708.90 713.81 719.17 724.97 731.24 738.00 745.27 753.07 761.42 770.35 779.88 790.05 790.73 ========::,============================================================ PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) PRESSURE VELOCITY SPECIFIC HEAD(FT) (FT/SEC) ENERGY(FT) Page 2 ( PRESSURE+ MOMENTUM(POUNDS) 0.000 283.561 5.490 2.000 BRPGATED.RES 9.018 6.753 9.018 3.263 1375.28 691.11 ===========================================================================---ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 2.00 ============================================================================== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 283.561 2.000 9.015 3.263 691.11 284.018 1.993 9.018 3.257 689.97 284.407 1.987 9.023 3.252 688.97 284.756 1.980 9.030 3.247 688.05 285.074 1.973 9.038 3.243 687.20 285.366 1.967 9.048 3.239 686.42 285.635 1.960 9.058 3.235 685.68 285.885 1.954 9.069 3.232 685.01 286.115 1.947 9.081 3.228 684.37 286.328 1.940 9.094 3.225 683.79 286.525 1.934 9.107 3.222 683.24 286.707 1.927 9.121 3.220 682.74 286.874 1.920 9.136 3.217 682.28 287.027 1.914 9.152 3.215 681.85 287.167 1.907 9.168 3.213 681.47 287.293 1.901 9.185 3.211 681.12 287.407 1.894 9.203 3.210 680.80 287.508 1.887 9.221 3.208 680.52 287.597 1.881 9.239 3.207 680.28 287.674 1.874 9.258 3.206 680.06 287.738 1.867 9.278 3.205 679.89 287.791 1.861 9.298 3.204 679.74 287.832 1.854 9.319 3.204 679.63 287.862 1.848 9.341 3.203 679.55 287.879 1.841 9.363 3.203 679.50 287.885 1.834 9.385 3.203 679.48 290.100 1.834 9.385 3.203 679.48 ------------------------END OF HYDRAULIC JUMP ANALYSIS------------------------ 1 PRESSURE+MOMENTUM BALANCE OCCURS AT 276.75 FEET UPSTREAM OF NODE 199.00 I I DOWNSTREAM DEPTH= 2.084 FEET, UPSTREAM CONJUGATE DEPTH= 1.558 FEET I NODE 320.00: HGL = < 403.164>;EGL= < 404.533>;FLOWLINE= < 401.330> ****************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE= 5 UPSTREAM NODE 320.00 ELEVATION= 401.66 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE ELEVATION 401.66 401.33 UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 (CFS) (INCHES) (DEGREES) 21.66 24.00 0.00 28.33 24.00 6.67 18.00 62.00 401.83 0.00 0.00 0.00 0.00 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Ql*Vl*COS(DELTA1)-Q3*V3*COS(DELTA3)- CRITICAL DEPTH(FT.) 1.66 1.83 1.00 0.00 Q4*V4*COS(DELTA4))/((Al+A2)*16.l)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE= 0.00917 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE= 0.01363 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01140 JUNCTION LENGTH= 4.00 FEET VELOCITY (FT/SEC) 6.895 9.388 3.774 0.000 FRICTION LOSSES= 0.046 FEET ENTRANCE LOSSES= 0.000 FEET Page 3 BRPGATED.RES JUNCTION LOSSES= (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES= ( 0.472)+( 0 .000) = 0.472 NODE 320.00: HGL = < 404.267>;EGL= < 405.005>;FLOWLINE= < 401.660> ****************************************************************************** 320.00 TO NODE 295.00 IS CODE= 1 FLOW PROCESS FROM NODE UPSTREAM NODE 295.00 ELEVATION= 403 .93 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 21.66 CFS PIPE DIAMETER= 24.00 INCHES PIPE LENGTH 188.00 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 21.66)/( 226.226))**2 = 0.00917 HF=L*SF = ( 188.00)*(0.00917) = 1.723 NODE 295.00: HGL = < 405 .990>;EGL= < 406.728>;FLOWLINE= < 403.930> ****************************************************************************** FLOW PROCESS FROM NODE 295.00 TO NODE 295.00 IS CODE= 5 UPSTREAM NODE 295.00 ELEVATION= 404.00 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 (CFS) (INCHES) 21.66 24.00 21.66 24.00 0.00 0.00 0.00 0.00 ANGLE (DEGREES) 45.00 FLOWLINE ELEVATION 404.00 403.93 0.00 0.00 0 .00 0.00 Q5 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2 -Ql*Vl*COS(DELTA1)-Q3*V3*COS(DELTA3)- CRITICAL DEPTH(FT.) 1.66 1.66 0.00 0.00 Q4*V4*COS(DELTA4))/((Al+A2)*16.l)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE= 0.00917 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0 .00917 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00917 JUNCTION LENGTH = 5.00 FEET VELOCITY (FT/SEC) 6.895 6.894 0.000 0.000 FRICTION LOSSES = 0.046 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES= (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES= ( 0.478)+( 0.000) = 0.478 NODE 295.00: HGL = < 406.469>;EGL= < 407.207>;FLOWLINE= < 404.000> ****************************************************************************** FLOW PROCESS FROM NODE 295.00 TO NOD E 294.00 IS CODE= 1 UPSTREAM NODE 294.00 ELEVATION= 404.13 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW 21.66 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH= 24.33 FEET MANN I NG'S N = 0.01300 SF=(Q/K)**2 = (( 21.66)/( 226.233))**2 = 0 .00917 HF=L*SF = ( 24.33)*(0.00917) = 0 .223 NODE 294.00: HGL = < 406 .692>;EGL= < 407.430>;FLOWLINE= < 404.130> ****************************************************************************** FLOW PROCESS FROM NODE 294 .00 TO NODE 294.00 IS CODE= 5 UPSTREAM NODE 294.00 ELEVATION= 404.46 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER (CFS) (INCHES) UPSTREAM 21.66 24.00 ANGLE FLOWLINE (DEGREES) ELEVATION 35.00 404.46 Page 4 CRITICAL DEPTH(FT.) 1.66 VELOCITY (FT/SEC) 6.894 DOWNSTREAM LATERAL #1 LATERAL #2 Q5 21.66 24 .00 0 .00 0.00 0.00 0.00 0.00===Q5 EQUALS BRPGATED. RES 404 .13 0.00 0.00 0.00 0.00 BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2 *V2-Ql*Vl*COS(DELTA1)-Q3*V3*COS(DELTA3)- 1.66 0 .00 0.00 Q4*V4*COS(DELTA4))/((Al+A2)*16.l)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE= 0.00917 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE= 0.00917 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00917 JUNCTION LENGTH= 5.00 FEET 6.895 0 .000 0.000 FRICTION LOSSES= 0 .046 FEET ENTRANCE LOSSES= 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.313)+( 0.000) = 0.313 NODE 294.00 : HGL = < 407 .004>;EGL= < 407.742>;FLOWLINE= < 404.460> ****************************************************************************** FLOW PROCESS FROM NODE 294.00 TO NODE 290 .00 IS CODE= 1 UPSTREAM NODE 290.00 ELEVATION = 405.22 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 21.66 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 64.79 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 21.66)/( 226.221))**2 = 0 .00917 HF=L*SF = ( 64.79)*(0.00917) = 0 .594 NODE 290.00 : HGL = < 407 .598>;EGL= < 408 .336>;FLOWLINE= < 405.220> ****************************************************************************** FLOW PROCESS FROM NODE 290.00 TO NODE 290.00 IS CODE= 5 UPSTREAM NODE 290.00 ELEVATION = 405 .26 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 (CFS) (INCHES) 21.66 24.00 21.66 24.00 0.00 0.00 0.00 0.00 ANGLE (DEGREES) 34.00 FLOWLINE ELEVATION 405.26 405.22 0.00 0.00 0.00 0.00 Q5 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Ql*Vl*COS(DELTA1)-Q3*V3*COS(DELTA3)- CRITICAL DEPTH (FT .) 1.66 1. 66 0.00 0.00 Q4*V4*COS(DELTA4))/((Al+A2)*16.l)+FRICTION LOSSES UPSTREAM : MANNING'S N = 0.01300; FRICTION SLOPE = 0 .00917 DOWNSTREAM: MANNI NG'S N = 0.01300; FRICTION SLOPE = 0 .00917 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00917 JUNCTION LENGTH 4.00 FEET VELOCITY (FT/SEC) 6 .895 6 .895 0.000 0.000 FRICTION LOSSES = 0.037 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0 .289)+( 0.000) = 0 .289 NODE 290.00 : HGL = < 407.887>;EGL= < 408.625>;FLOWLINE= < 405.260> ****************************************************************************** FLOW PROCESS FROM NODE 290.00 TO NODE 280.00 IS CODE = 1 UPSTREAM NODE 280 .00 ELEVATION = 405.42 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION PI PE FLOW = PI PE LENGTH= LOSSES(LACFCD): 21.66 CFS PIPE DIAMETER = 24 .00 INCHES 31.39 FEET MANNING'S N = 0.01300 Page 5 BRPGATED.RES SF=(Q/K)**2 = (( 21.66)/( 226.228))**2 = 0 .00917 HF=L*SF = ( 31.39)*(0.00917) = 0.288 NODE 280 .00: HGL = < 408.175>;EGL= < 408.913>;FLOWLINE= < 405.420> ****************************************************************************** FLOW PROCESS FROM NODE 280.00 TO NODE 280 .00 IS CODE= 5 UPSTREAM NODE 280.00 ELEVATION= 405 .46 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 (CFS) (INCHES) (DEGREES) ELEVATION 405.46 405.42 21.00 24.00 80.00 21.66 24.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.66===Q5 EQUALS BASIN INPUT=== LAC FCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Ql*Vl*COS(DELTA1)-Q3*V3*COS(DELTA3)- CRITICAL DEPTH(FT .) 1. 64 1. 66 0.00 0.00 Q4*V4*COS(DELTA4))/((Al+A2)*16.l)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE= 0.00862 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE= 0.00917 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00889 JUNCTION LENGTH= 4.00 FEET VELOCITY (FT/SEC) 6.684 6.895 0.000 0.000 FRICTION LOSSES= 0.036 FEET ENTRANCE LOSSES= 0.148 FEET JUNCTION LOSSES= (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES= ( 1.227)+( 0.148) = 1.374 NODE 280.00: HGL = < 409.594>;EGL= < 410.287>;FLOWLINE= < 405.460> ****************************************************************************** FLOW PROCESS FROM NODE 280.00 TO NODE 252.00 IS CODE= 1 UPSTREAM NODE 252.00 ELEVATION= 409.40 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW 21.00 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH= 126.95 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 1.03 CRITICAL DEPTH(FT) = 1. 64 ========---=============--------======----------------------------------------UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.64 ===================================================--=======------------------GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 0.038 0 .154 0.357 0.655 1.057 1. 574 2.220 3 .010 3.964 5 .103 6.456 8.055 9.944 FLOW DEPTH (FT) 1.642 1.617 1. 593 1. 568 1. 544 1. 520 1.495 1.471 1.446 1.422 1. 398 1. 373 1. 349 1. 324 VELOCITY (FT/SEC) 7.608 7.714 7.826 7.943 8.067 8.197 8.334 8.478 8.629 8.788 8.955 9.130 9.314 9.508 Page 6 SPECIFIC ENERGY(FT) 2 .541 2.542 2 .544 2.549 2.555 2.564 2.574 2.588 2.603 2.622 2.643 2.668 2.697 2.729 PRESSURE+ MOMENTUM(POUNDS) 438.95 439.09 439.53 440 . 26 441. 31 442.67 444.38 446.43 448.84 451.63 454.82 458.43 462.46 466.96 BRPGATED.RES 12.175 1. 300 9.712 2.766 471. 93 14.818 1.276 9.927 2.807 477.41 17.963 1.251 10.153 2.853 483.43 21.734 1.227 10. 391 2.904 490.01 26.303 1.202 10.642 2.962 497.19 31.926 1.178 10.906 3.026 505.00 38.998 1.154 11.186 3.098 513. 49 48.179 1.129 11.482 3.177 522.70 60. 712 1.105 11.794 3.266 532.68 79.389 1.080 12.125 3.365 543.48 113 .166 1.056 12.476 3.474 555.16 126.950 1.056 12.477 3.475 555.19 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS ==========-=================================================================== DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 4.13 --------------------------------============================================== PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 95.170 PRESSURE HEAD(FT) 4.134 2.000 VELOCITY (FT/SEC) 6.685 6.685 SPECIFIC ENERGY(FT) 4.827 2.694 PRESSURE+ MOMENTUM(POUNDS) 886.33 468.07 ========---=================================================================== ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 2.00 ============================================================================== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 95.170 2 .000 6.682 2.694 468.07 95.739 1.986 6.689 2.681 465.54 96.247 1.971 6.702 2.669 463.24 96.717 1.957 6.718 2.658 461.11 97.157 1.943 6.737 2.648 459.10 97.571 1.928 6 .759 2.638 457 .21 97.963 1.914 6.784 2.629 455 .43 98.333 1.900 6.810 2.620 453.75 98.683 1.885 6.839 2.612 452.17 99.014 1.871 6.870 2 .604 450.67 99.326 1.857 6.902 2 .597 449.28 99.619 1.842 6.937 2.590 447.97 99 .894 1.828 6.973 2.583 446.74 100.152 1.814 7.011 2 .577 445.61 100.391 1.799 7.051 2.572 444.57 100 .612 1 .785 7.093 2.567 443.61 100 .814 1.771 7.137 2.562 442.74 100.998 1 .756 7.182 2.558 441.95 101 .162 1 .742 7 .229 2 .554 441.26 101.307 1.728 7.277 2.550 440.65 101.432 1 .713 7 .328 2.548 440.14 101.535 1.699 7.380 2 .545 439.71 101.618 1 .685 7 .434 2.543 439.38 101.677 1.670 7.490 2.542 439.14 101.714 1.656 7.548 2.541 439.00 101.727 1.642 7.608 2.541 438.95 126.950 1.642 7.608 2.541 438.95 ------------------------END OF HYDRAULIC JUMP ANALYSIS------------------------ 1 PRESSURE+MOMENTUM BALANCE OCCURS AT 83.91 FEET UPSTREAM OF NODE 280.00 I I DOWNSTREAM DEPTH= 2 .252 FEET, UPSTREAM CONJUGATE DEPTH = 1.143 FEET I NODE 252.00 : HGL = < 411.042>;EGL= < 411.941>;FLOWLINE= < 409.400> Page 7 BRPGATED.RES ****************************************************************************** FLOl,t/ PROCESS FROM NODE 252.00 TO NODE 252.00 IS CODE= 5 UPSTREAM NODE 252.00 ELEVATION= 409.44 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 (CFS) (INCHES) (DEGREES) ELEVATION 409.44. 21.00 24.00 58.00 21.00 24.00 409.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0C>=:=Q5 EQUALS BASIN INPUT== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Ql*Vl*COS(DELTA1)-Q3*V3*COS(DELTA3)- CRITICAL DEPTH(FT.) 1.64 1.64 0.00 0.00 VELOCITY (FT/SEC) 6.684 7.610 0.000 0.000 Q4*V4*COS(DELTA4))/((Al+A2)*16.l)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE= 0.00862 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE= 0.00860 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00861 JUNCTION LENGTH= 4.00 FEET FRICTION LOSSES= 0.034 FEET ENTRANCE LOSSES= 0.000 FEET JUNCTION LOSSES= (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES c ( 0.728)+( 0.000) = 0.728 NODE 252.00: HGL = < 4ll.975>;EGL= < 412.669>;FLOWLINE= < 409.440> ****************************************************************************** FLOW PROCESS FROM NOOE 252.00 TO NOOE 251.00 IS CODE= 1 UPSTREAM NODE 251.00 ELEVATION= 412.32 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 21.00 CFS PIPE DIAMETER= 24.00 INCHES PIPE LENGTH= 92.81 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 1.03 CRITICAL DEPTH (FT) = . 1.64 ===.:.c::a..:. UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) c 1.64 ========================================c=======c==~======:c================c=== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 0.038 0.154 0.357 0.655 1.057 1. 574 2.220 3.010 3.964 5.103 6.456 8.056 9.945 12.176 14.819 17.964 21. 734 26.304 FLOW DEPTH (FT) 1.642 1.617 1. 593 1. 568 1.544 1. 520 1.495 1.471 1.446 1.422 1.398 1.373 1.349 1.324 1.300 1.276 1.251 1.227 1.202 VELOCITY (FT/SEC) 7.608 7.714 7.826 7.943 8.067 8.197 8.334 8.478 8.629 8.788 8.954 9.130 9.314 9.508 9. 712 9.926 10.152 10.390 10.641 Page 8 SPECIFIC ENERGY(FT) 2.541 2.542 2.544 2.549 2.555 2.564 2.574 2.587 2.603 2.622 2.643 2.668 2.697 2.729 2.765 2.807 2.853 2.904 2.962 PRESSURE+ MOMENTUM(POUNDS) 438.95 439.09 439.53 440.26 441.31 442.67 444.38 446.43 448.84 451. 63 454.82 458.42 462.46 466.95 471. 93 477.41 483.42 490.00 497.18 BRPGATED.RES 31.927 1.178 10.906 3.026 504.99 38.999 1.154 11.186 3.098 513.48 48.180 1.129 11.481 3.177 522.68 60.714 1.105 11. 794 3.266 532.66 79.391 1.080 12 .125 3.365 543.46 92.810 1.071 12.261 3.407 547.99 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS.RESULTS ==========r::v:m,:i~=-===========c-DOWNSTR~ CONTROL ASSUMED PRESSURE HEAD(FT) c 2.54 -, -, PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT} 0.000 23.875 PRESSURE HEAD(FT) 2.535 2.000 VELOCITY (FT/SEC) 6.685 6.685 SPECIFIC ENERGY(FT) 3.229 2.694 PRESSURE+ MOMENTUM(POUNDS) 572.97 468.07 c:c:n::::tei:::::::r====== =c::i:::::111==,a:,m::oaz:i:c:m=:1============= ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 2.00 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 23.875 2.000 6.682 2.694 468.07 24.445 1.986 6.689 2.681 465.54 24.952 1.971 6.702 2.669 463.24 25.422 1.957 6.718 2.658 461.11 25.862 1.943 6.737 2.648 459.10 26.277 1.928 6.759 2.638 457.21 26.669 1.914 6.784 2.629 455.43 27.039 1.900 6.810 2.620 453.75 27.389 1.885 6.839 2;612 452.17 27.720 1.871 6.870 2.604 450.67 28.032 1.857 6.902 2.597 449.28 28.325 1.842 6.937 2.590 447.97 28.601 1.828 6.973 2.583 446.74 28.858 1.814 7.011 2.577 445.61 29.097 1.799 7.051 2.572 444.57 29.318 1.785 7.093 2.567 443.61 29.520 1.771 7.137 2.562 442.74 29.704 1.7~6 7.182 2.558 441.95 29.869 1.742 7.229 2.554 441.26 30.013 1.728 7.277 2.550 440.65 30.138 1.713 7.328 2.548 440.14 30.242 1.699 7.380 2.545 439.71 30.324 1.685 7.434 2.543 439.38 30.384 1.670 7.490 2.542 439.14 30.421 1.656 7.548 2.541 439.00 30.433 1.642 7.608 2.541 438.95 92.810 1.642 7.608-2.541 438.95 ------------------------END OF HYDRAULIC JUMP ANALYSIS------------------------ ' PRESSURE+MOMENTUM BALANCE OCCURS AT 6.16 FEET UPSTREAM OF NODE 252.00 I DOWNSTREAM D_EPTH = 2. 397 FEET, UPSTREAM CONJUGATE DEPTH = 1. 075 FEET NODE 251.00: HGL = < 413.962>;EGL= < 414.86l>;FLOWLINE= < 412.320> ****************************************************************************** FLOW PROCESS FROM NODE 251.00 TO NODE 251.00 IS CODE= 8 UPSTREAM NODE 251.00 ELEVATION= 416.82 (FLOW IS SUBCRITICAL) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) I_ CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): Page 9 . . BRPGATED.RES PIPE FLOW= 21.00 CFS PIPE DIAMETER= 24.00 INCHES FLOW VELOCITY= 34.05 FEET/SEC. VELOCITY HEAD c 18.003 FEET CATCH BASIN ENERGY LOSS= .2*(VELOCITY HEAD)= .2*( 18.003) = 3.601 NODE 251.00: HGL = < 418.462>;EGL= < 418.462>;FLOWLINEa < 416.820> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER c 251.00 FLOWLINE ELEVATION= 416.82 ASSUMED UPSTREAM CONTROL HGL = 418.46 FOR D01NNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ~ Page 10 LOT~ i W\ \ LOT 2 ~ MAP NO, 15689 I CONSTRUCTION NOTES G) EXlST'JrtC TREE lO 9E AO«IYED @ OISTOC COt«:X1[ SPflLIAY TO 8£ R£WO'itD (i) utSTIC STR[[t UQf1 TO 1!1E IIEWOVED ©PVC ST\JB,S([ OWC.HO.S0:2-18 FOA a»tlNJATlOH ~,RIM 1,' / I~ ., ~ 30 15 ''· ~ i ~ 30 .. 90 GRAPHIC SCALE ,. = 30' / -··---ll!'f'vCIO!WJ -I IJ ll!'PYCIC-'!XXI/ I! ll!'NC rC-'!XXII I IJ 2£,JT w;r I 25.Je' . z,rHOPE"'iffJ t 12 Z,f'HDf'E-l/l'TJ 12 12<txr I J2J4' 5195' II!' PvC ro-500! 12 986' ll!'PYC ISDR-35/ IJ 1825' ll!'NC /SDR-35/ IJ 2:JTr UJS' 16.25' -l 21!12' 25.<Z' flS!T -IZ.46' 1112ill• l All STORM DRAIN SHOWN HEREON JS PRIVATE UK.ESS OT1£RWJS£ SHOWN. 2. tC>PE WATER TIGHT PIP( rtTJI SHAll BE AOS IM2 WT 18 PIPE. J. FOR AOO!TIONAl PIP£ SLOPE DAT A. S£[ STORM DRAIN PROFJL[ SHEETS 10-0. NOTE, SEE SHEET 5 FOR GRAOINC PUN R.c.E. ---EXP.----OAT[ R[Vl[WED BY, INSPECTOR fSHtCTl CITY OF CARLSBAD 1----t--+------===================:=====:t===~=========l ~ ENGINEERING OEPARTMENT 1----,------------------'---I---I-------I GRADING PUNS FOR, UPTOWN BRESSI STORM ORAIN PLAN CI '4-<>'l/CPA '4-G4/CA20f1-00'e/SOP °'--06/SOP M-13/CI.I' °'--0 I/ti.I' .. -<>'l JASON S. CELOERT RCE 63912 EXPmES 9/J0/18 ! ~ PROJECT NO-,_j ORAW!NC NO. CT 14-0_!_J 502-BA