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HomeMy WebLinkAboutCT 03-03; Bressi Ranch Affordable Housing; Addendum Drainage Report; 2003-10-01ADDENDUM DRAINAGE REPORT BRESSI RANCH BACKBONE IMPROVEMENTS TOWN GARDEN ROAD PLANNING AREA 15 OCTOBER 2003 Prepared for LENNAR COMMUNITIES c/o LENNAR BRESSI VENTURE, LLC 5780 Reet Street, Suite 320 Carlsbad, CA 92008 Prepared By: PROJECTDESIGN CONSULTANTS 701 'B' Street, Suite 800 San Diego, CA 92101 (619) 235-6471 Job No. 2244.00 This report ammends the previously approved Bressi Ranch Mass Grading and Backbone Improvement Drainage Report prepared by ProjectDesign Consultants to include the storm drain extension within Town Garden Road from Station 41+10 to 44+36. The system is an extension of the previously designed system within Town Garden Road. Note that the extension of the storm drain from station 43+00 to 44+36 is for possible future use, so detailed mnoff calculations are not provided at this time. Detailed runoff calculations will be evaluated when, and if this system is connected to. Currently it is anticipated that the system will receive only nuisance flows, however, for design puposes it was conservatively assumed that this portion of the storm drain would receive a maximum of 5 cfs. The two proposed curb inlets at Station 2+08 of the future street, were designed based on the future tributary sti-eet flow area upstream of the end of the existing improvements. I PROJECTDESIGN CONSULTANTS PLANNING ENGINEERING SURVEYING 701 B Street, Suite 720, San Diego, CA 92101 (619) 235-6471 • Fax (619) 234-0349 PROJECT f^/l^SSl ^AT^C^ SUBJECT W^AJ ^/h^^^ ^A€> PA-IS' PAGE OF JOB NO. DRAWN BY CHECKED BY DATE DATE ^ ' ^ <xcr€<> PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * BRESSI RANCH - TOWN GARDEN ROAD PA15 * * 100-YEAR STORM EVENT ^ it p^LE * TGPAl5 *****;*,****************************************************************** FILE NAME: TGPA15.DAT TIME/DATE OF STUDY: 18:10 10/07/2003 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN FLOW PRESSURE+ DEPTH(FT) MOMENTUM(POUNDS) 0.59* 180.29 1.06*Dc 120.73 0.61 82.64 NODE MODEL PRESSURE PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS 2530.00-1.06 DC 120.73 } FRICTION 2531.00-1.06*Dc 120.73 } JUNCTION 2532.00-1.33* 93.77 ) FRICTION } HYDRAULIC JUMP 2533.00-0.86*Dc 70.41 0.86*Dc 70.41 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 *.**f****^?^^*;**** ************************************************** ******* DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 253 0.00 FLOWLINE ELEVATION = 387.76 PIPE FLOW = 7.50 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 388.260 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 0.50 FT.) IS LESS THAN CRITICAL DEPTH( 1.06 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS ""NODE"2530.00 : HGL = < 388.346>;EGL= < 390.484>;FLOWLINE= < 387.760> ****************************************************************************** FLOW PROCESS FROM NODE 2530.00 TO NODE 2531.00 IS CODE = 1 UPSTREAM NODE 2531.00 ELEVATION = 397.35 (FLOW IS SUPERCRITICAL)^ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 7.50 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 175.00 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) 0.57 CRITICAL DEPTH(FT) = 1.06 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) 1.06 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY CONTROL(FT) (FT) (FT/SEC) 0. 000 1. 060 5. 617 0. 017 1. 040 5. 733 0. 068 1. 021 5. 855 0. 156 1. 001 5. 984 0. 285 0. 981 6. 121 0. 462 0. 962 6. 265 0 690 0 942 6. 417 0 979 0 922 6 578 1 335 0 903 6 749 1 768 0 883 6 930 2 290 0 863 7 121 2 916 0 844 7 324 3 663 0 824 7 540 4 554 0 804 7 770 5 615 0 785 8 014 6 885 0 765 8 275 8 410 0 .745 8 553 10 .256 0 .726 8 .851 12 .516 0 .706 9 .170 15 .324 0 .686 9 .512 18 .891 0 .667 9 .880 23 .570 0 .647 10 .277 30 .022 0 .627 10 .704 39 .739 0 .608 11 .167 57 .502 0 .588 11 .669 175 .000 0 .586 11 .730 NODE 2531.00 HGL = < 398. 410>;EGL= < SPECIFIC PRESSURE+ ENERGY(FT) MOMENTUM(POUNI 1. 550 120. 73 1. 551 120. 79 1. 553 120. 99 1. 557 121. 31 1. 563 121. 78 1. 571 122. 39 1. 582 123. 15 1 595 124 08 1 610 125 17 1 629 126 45 1 651 127 93 1 677 129 61 1 707 131 51 1 742 133 64 1 783 136 .03 1 .829 138 .69 1 .882 141 .65 1 .943 144 .92 2 .013 148 .54 2 .092 152 .53 2 .183 156 .93 2 .288 161 .78 2 .408 167 .12 2 .545 173 .01 2 .704 179 .50 2 .724 180 .29 398.900>;FLOWLINE= < 397.350> ****************************************************************************** FLOW PROCESS FROM NODE 2531.00 TO NODE 2532.00 IS CODE = 5 UPSTREAM NODE 2532.00 ELEVATION = 397.68 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 5.00 7.50 2.50 0.00 DIAMETER (INCHES) 18.00 18.00 18.00 0.00 ANGLE (DEGREES) 0.00 90.00 0.00 FLOWLINE ELEVATION 397.68 397.35 397.68 0.00 CRITICAL DEPTH(FT.) 0.86 1.06 0.60 0.00 0.00===Q5 EQUALS BASIN INPUT= VELOCITY (FT/SEC) 3 .016 5.614 1.931 0.000 LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2 *V2-Ql*VI*COS(DELTAl)-Q3 *V3 *COS(DELTA3)- Q4*V4*C0S(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM- MANNING'S N = 0.01300; FRICTION SLOPE = 0.00202 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00708 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00455 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.018 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2 )-H (ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.252)+( 0.000) = 0.252 NODE 2532.00 : HGL = < 399.011>;EGL= < 399.152>;FLOWLINE= < 397.680> ****************************************************************************** FLOW PROCESS FROM NODE 2532.00 TO NODE 2533.00 IS CODE = 1 UPSTREAM NODE 2533.00 ELEVATION = 400.62 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 5.00 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 147.24 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.60 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.86 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0.86 DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE-l- CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNI 0 .000 0 .860 4 .768 1 213 70 41 0 .018 0 .850 4 .840 1 214 70 .43 0 .072 0 .839 4 .913 1 214 70 .47 0 .168 0 .829 4 .989 1 216 70 .56 0 .309 0 .819 5 .068 1 .218 70 .67 0 .499 0 .808 5 .149 1 .220 70 .82 0 .746 0 .798 5 .233 1 .223 71 .01 1 .054 0 .787 5 .320 1 .227 71 .24 1 .432 0 .777 5 .410 1 .232 71 .50 1 .889 0 .766 5 .503 1 .237 71 .81 2 .435 0 .756 5 .599 1 .243 ,. 72 .16 3 .084 0 .746 5 .699 1 .250 * 72 .55 3 .851 0 .735 5 .802 1 .258 72 .99 4 .757 0 .725 5 .910 1 .267 73 .47 5 .827 0 .714 6 .021 1 .278 74 .00 7 .092 0 .704 6 .136 1 .289 74 .59 8 .597 0 .694 6 .256 1 .302 75 .22 10 .397 0 .683 6 .380 1 .316 75 .91 12 .575 0 .673 6 .509 1 .331 76 .66 15 .250 0 .662 6 .643 1 .348 77 .47 18 .604 0 . 652 6 .783 1 .367 78 .34 22 .948 0 . 642 6 .929 1 .387 79 .27 28 .860 0 .631 7 .080 1 .410 80 .28 37 .639 0 .621 7 .238 1 .435 81 .36 53 .460 0 .610 7 .403 1 .462 82 .51 147 .240 0 .609 7 .421 1 .465 82 .64 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS : = = = =: = = = = = ====== ========= ===== ====== ======= ======== ===== ============= = = = DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.33 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 0.874 1.735 2 .584 FLOW DEPTH (FT) 1.331 1.312 1.293 1.275 VELOCITY (FT/SEC) 3 .015 3.049 3.085 3.123 SPECIFIC ENERGY(FT) 1.472 1.457 1.441 1.426 PRESSURE-^ MOMENTUM (POUNDS) 93.77 92.16 90.59 89. 07 3. 419 1.256 3 . 164 1. 411 4. 240 1.237 3 . 207 1. 397 5. 047 1.218 3. 252 1. 382 5. 839 1.199 3 300 1. 368 6. 614 1.180 3 351 1. 355 7 371 1.162 3 404 1. 342 8 110 1.143 3 460 1 329 8 828 1.124 3 519 1 316 9 525 1.105 3 582 1 304 10 198 1.086 3 647 1 293 10 844 1.067 3 716 1 282 11 462 1.049 3 789 1 272 12 048 1.030 3 865 1 262 12 .599 1.011 3 945 1 253 13 .111 0.992 4 .030 1 244 13 .579 0.973 4 .119 1 237 13 .999 0.954 4 .213 1 230 14 .363 0.936 4 .313 1 .225 14 .665 0.917 4 .417 1 .220 14 .896 0.898 4 .528 1 .216 15 .044 0.879 4 .645 1 .214 15 .097 0.860 4 .768 1 .213 147 .240 0.860 4 .768 1 .213 87.60 86.17 84.79 83 .46 82.18 80.96 79.79 78.68 77.63 76.64 75.71 74.85 74.05 73.33 72.68 72.10 71.60 71.18 70.85 70.61 70.46 70.41 70.41 END OF HYDRAULIC JUMP ANALYSIS PRESSURE+MOMENTUM BALANCE OCCURS AT 6.34 FEET UPSTREAM OF NODE 2532.00 DOWNSTREAM DEPTH = 1.187 FEET, UPSTREAM CONJUGATE DEPTH = 0.609 FEET NODE 2533.00 : HGL = < 401.480>;EGL= < 401.833>;FLOWLINE= < 400.620> ********************** ******************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2533.00 FLOWLINE ELEVATION = 400.62 ASSUMED UPSTREAM CONTROL HGL = 401.48 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * BRESSI RANCH - TOWN GARDEN ROAD * PA15 * * FILE: TGPA15B ************************************************************************** FILE NAME: TGPA15B.DAT TIME/DATE OF STUDY: 18:14 10/07/2003 ****************************************************************************** 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-l- FLOW PRESSURE-f NTTMRP.R PROCE.qS HEAD (FT) MOMENTUM(POUNDS) DEPTH (FT) MOMENTUM (POUITOS) 2532 00-1 33* 71 74 0 50 30 10 ) FRICTION } HYDRAULIC JUMP 68 2534 00-0 60*Dc 28 68 0 60*Dc 28 68 } JUNCTION 12 40 2534 00-0 71* 18 89 0 35 12 40 } FRICTION } HYDRAULIC JUMP 11 84 2535 00-0 42*Dc 11 84 0 42*Dc 11 84 } CATCH BASIN 32 2535 00-0 60* 6 28 0 42 Dc 4 32 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FOPJMUL-AE FROM THE CURRENT LACRD, LACFCD, AND OCEMA DESIGN MANUALS. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2532.00 FLOWLINE ELEVATION = 397.68 PIPE FLOW = 2.50 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 399.010 FEET NODE 2532.00 : HGL = < 399.010>;EGL= < 399.045>;FLOWLINE= < 397.680> ****************************************************************************** FLOW PROCESS FROM NODE 2532.00 TO NODE 2534.00 IS CODE = 1 UPSTREAM NODE 2534.00 ELEVATION = 398.68 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.50 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 100.14 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.50 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.60 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0.60 DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ OL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNI 0 000 0 599 3 797 0. 823 28 68 0 Oil 0 595 3 831 0 823 28 68 0 044 0 591 3 866 0 823 28 69 0 103 0 587 3 902 0 823 28 70 0 188 0 583 3 938 0 824 28 71 0 303 0 579 3 975 0 824 28 73 0 452 0 575 4 012 0 825 28 76 0 637 0 571 4 050 0 825 28 79 0 863 0 567 4 089 0 826 28 82 1 135 0 563 4 128 0 827 28 86 1 460 0 559 4 169 0 829 28 90 1 843 0 555 4 209 0 830 28 95 2 295 0 551 4 251 0 831 29 00 2 826 0 546 4 293 0 833 29 06 3 451 0 542 4 337 0 835 29 13 4 186 0 538 4 381 0 837 29 20 5 057 0 534 4 425 0 839 29 27 6 .094 0 530 4 471 0 841 29 .35 7 .343 0 526 4 518 0 844 29 .44 8 .869 0 522 4 565 0 846 29 .53 10 .775 0 518 4 613 0 849 29 .63 13 .230 0 514 4 663 0 852 29 .73 16 .555 0 510 4 713 0 855 29 .84 21 .469 0 506 4 .764 0 859 29 .96 30 .279 0 502 •4 .817 0 863 30 .08 100 .140 0 .502 4 .824 0 863 30 .10 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.33 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 2 .954 5.896 8.827 11.745 14.650 17.541 20.417 23.276 26.117 28.937 31.733 34.502 37 .239 39.938 42.594 FLOW DEPTH (FT) 1.330 1.301 1.272 1.242 1.213 1.184 1.155 1.125 1.096 1.067 1.038 1.008 0.979 0.950 0.920 0.891 VELOCITY (FT/SEC) 1.509 1.535 1.565 1. 1. 1. 1. 1. 1. 1. 1. 1. 2. 2. 2. 2. SPECIFIC ENERGY(FT) 1.365 1.337 1.310 ,597 ,632 ,671 .712 .758 ,806 ,859 ,917 ,979 ,046 ,119 ,198 ,284 .282 .254 .227 .200 .173 .147 .120 .095 .069 .044 .019 0.996 0.972 PRESSURE-^ MOMENTUM(POUNDS) 71.74 68.87 66.07 63 .34 60.69 58.11 55.62 53.21 50.88 48.65 46.51 44.47 42.52 40.69 38.96 37.34 45 196 0 862 2 378 0 950 35 84 47 734 0 833 2 481 0 928 34 45 50 194 0 803 2 593 0 908 33 20 52 555 0 774 2 717 0 889 32 08 54 791 0 745 2 853 0 871 31 10 56 866 0 716 3 003 0 856 30 27 58 725 0 686 3 170 0 843 29 60 60 287 0 657 3 .356 0 832 29 10 61 418 0 628 3 .563 0 825 28 79 61 880 0 .599 3 .797 0 823 28 68 100 .140 0 .599 3 .797 0 823 28 .68 END OF HYDRAULIC JUMP ANALYSIS PRESSURE-i-MOMENTUM BALANCE OCCURS AT 57.38 FEET UPSTREAM OF NODE 2532.00 DOWNSTREAM DEPTH = 0.708 FEET, UPSTREAM CONJUGATE DEPTH = 0.502 FEET NODE 2534.00 : HGL = < 399.279>;EGL= < 399.503>;FLOWLINE= < 398.680> ****************************************************************************** FLOW PROCESS FROM NODE 2534.00 TO NODE 2534.00 IS CODE = 5 UPSTREAM NODE 2534.00 ELEVATION = 399.00 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 1.25 2 .50 1.25 0.00 DIAMETER (INCHES) 18.00 18.00 18.00 0.00 ANGLE (DEGREES) 90.00 90.00 0.00 FLOWLINE ELEVATION 399.00 398.68 399.00 0.00 CRITICAL DEPTH(FT.) 0.42 0.60 0.42 0.00 VELOCITY (FT/SEC) 1.531 3.798 2 .478 0.000 0.00===Q5 EQUALS BASIN INPUT= LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2 *V2-Ql*V1*COS(DELTAl)-Q3 *V3 *COS(DELTA3)- Q4*V4*C0S(DELTA4) ) / ( (A1+A2) *16 .1)-t-FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00070 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00503 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00286 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.011 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY-I-HV1-HV2) +(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.239)-i-( 0.000) = 0.239 NODE 2534.00 : HGL = < 399.705>;EGL= < 399.742>;FLOWLINE= < 399.000> ****************************************************************************** FLOW PROCESS FROM NODE 2534.00 TO NODE 2535.00 IS CODE = 1 UPSTREAM NODE 2535.00 ELEVATION = 399.22 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.25 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 22.25 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH (FT) = 0.3 5 CRITICAL^DEPTH^FT)^_ = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.42 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0.42 DISTANCE FROM CONTROL(FT) FLOW DEPTH VELOCITY (FT) (FT/SEC) SPECIFIC ENERGY(FT) PRESSURE+ MOMENTUM(POUNDS) 0 000 0 418 3 104 0 568 11 84 0 007 0 416 3 132 0 568 11 84 0 029 0 413 3 161 0 568 11 85 0 067 0 410 3 190 0 568 11 85 0 124 0 407 3 220 0 568 11 86 0 199 0 405 3 250 0 569 11 87 0 297 0 402 3 281 0 569 11 88 0 419 0 399 3 312 0 570 11 89 0 567 0 397 3 344 0 570 11 90 0 746 0 394 3 376 0 571 11 92 0 958 0 391 3 409 0 572 11 93 1 210 0 388 3 443 0 573 11 95 1 506 0 386 3 477 0 574 11 97 1 855 0 383 3 512 0 575 12 00 2 264 0 380 3 547 0 576 12 02 2 746 0 378 3 583 0 577 12 05 3 316 0 .375 3 620 0 578 12 08 3 995 0 .372 3 657 0 580 12 11 4 812 0 369 3 695 0 582 12 15 5 811 0 367 3 734 0 583 12 18 7 057 0 364 3 773 0 585 12 22 8 663 0 .361 3 813 0 587 12 27 10 836 0 359 3 854 0 589 12 31 14 047 0 .356 3 896 0 592 12 36 19 800 0 .353 3 938 0 594 12 40 22 250 0 .353 3 938 0 594 12 40 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.71 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: E FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURES- L(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM (POUN 0 .000 0 .705 1 530 0 742 18 89 1 .080 0 .694 1 563 0 732 18 39 2 .154 0 .682 1 597 0 722 17 91 3 .222 0 .671 1 633 0 712 17 44 4 .281 0 .659 1 671 0 703 16 99 5 .333 0 .648 1 710 0 693 16 55 6 .375 0 .636 1 750 0 684 16 13 7 .407 0 .625 1 793 0 675 15 73 8 .428 0 .613 1 838 0 666 15 35 9 .437 0 .602 1 885 0 657 14 98 10 .432 0 .590 1 934 0 649 14 63 11 .411 0 .579 1 986 0 640 14 30 12 .373 0 .568 2 040 0 632 13 98 13 .315 0 .556 2 097 0 624 13 69 14 .234 0 .545 2 157 0 617 13 41 15 .128 0 .533 2 220 0 610 13 16 15 .992 0 .522 2 287 0 603 12 92 16 .821 0 .510 2 358 0 596 12 71 17 .611 0 .499 2 433 0 591 12 51 18 .353 0 .487 2 512 0 585 12 34 19 .038 0 .476 2 596 0 580 12 20 19 .655 0 .464 2 685 0 576 12 07 20 .187 0 .453 2 780 0 573 11 97 20 .614 0 441 2 881 0 570 11 90 20 .905 0 430 2 988 0 568 11 86 21 .016 0 418 3 104 0 568 11 84 22.250 0.418 3.104 0.568 11.84 END OF HYDRAULIC JUMP ANALYSIS PRESSURE+MOMENTUM BALANCE OCCURS AT 19.89 FEET UPSTREAM OF NODE 2534.00 DOWNSTREAM DEPTH = 0.459 FEET, UPSTREAM CONJUGATE DEPTH = 0.380 FEET NODE 2535.00 : HGL = < 399.638>;EGL= < 399.788>;FLOWLINE= < 399.220> ****************************************************************************** FLOW PROCESS FROM NODE 2535.00 TO NODE 2535.00 IS CODE = 8 UPSTREAM NODE 2535.00 ELEVATION = 399.22 (FLOW IS SUBCRITICAL) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 1.25 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 3.10 FEET/SEC. VELOCITY HEAD = 0.150 FEET CATCH BASIN ENERGY LOSS = .2*(VEL0CITY HEAD) = .2*( 0.150) = 0.030 NODE 2535.00 : HGL = < 399.818>;EGL= < 399.818>;FLOWLINE= < 399.220> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2535.00 FLOWLINE ELEVATION = 399.22 ASSUMED UPSTREAM CONTROL HGL = 399.64 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * BRESSI RANCH - TOWN GARDEN ROAD * * PA15 * * FILE: TGPA15C * ************************************************************************** FILE NAME: TGPA15C.DAT TIME/DATE OF STUDY: 18:17 10/07/2003 ****************************************************************************** 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) 2534.00- 0.71* 19.10 0.32 13.32 } FRICTION 2536.00- 0.49* 12.39 0.42 Dc 11.84 } CATCH BASIN 2536.00- 0.61* 7.93 0.42 Dc 4.32 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. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2534.00 FLOWLINE ELEVATION = 399.00 PIPE FLOW = 1.25 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 399.710 FEET NODE 2534.00 : HGL = < 399.710>;EGL= < 399.746>;FLOWLINE= < 399.000> ****************************************************************************** FLOW PROCESS FROM NODE 2534.00 TO NODE 2536.00 IS CODE = 1 UPSTREAM NODE 253 6.00 ELEVATION = 399.17 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.25 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 8.25 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.29 CRITICAL DEPTH(FT) = 0.42 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.71 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ (FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUN 0 .000 0 710 1 517 0 746 19 10 0 .508 0 .698 1 550 0 736 18 58 1 .011 0 687 1 584 0 726 18 08 1 .510 0 675 1 620 0 716 17 60 2 .004 0 .663 1 .658 0 706 17 14 2 .493 0 .652 1 .697 0 696 16 69 2 .976 0 .640 1 .738 0 687 16 26 3 .452 0 .628 1 .781 0 678 15 85 3 .921 0 .617 1 .825 0 668 15 45 4 .382 0 .605 1 .872 0 659 15 07 4 .835 0 .593 1 .922 0 651 14 71 5 .278 0 .582 1 .974 0 642 14 37 5 .710 0 .570 2 .028 0 634 14 05 6 .130 0 .558 2 .086 0 626 13 74 6 .537 0 .547 2 .146 0 618 13 46 6 .929 0 .535 2 .210 0 611 13 20 7 .303 0 .523 2 .277 0 604 12 95 7 .658 0 .512 2 .349 0 597 12 73 7 .991 0 .500 2 .424 0 591 12 53 8 .250 0 .490 2 .491 0 587 12 .39 NODE 2536.00 HGL < 399.660>;EGL= < 399.757>;FLOWLINE= < 399.170> ****************************************************************************** FLOW PROCESS FROM NODE 2536.00 TO NODE 2536.00 IS CODE = 8 UPSTREAM NODE 2536.00 ELEVATION = 399.17 (FLOW IS SUBCRITICAL) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 1.25 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 2.49 FEET/SEC. VELOCITY HEAD = 0.096 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 0.096) = 0.019 NODE 2536.00 : HGL = < 399.776>;EGL= < 399.776>;FLOWLINE= < 399.170> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2536.00 FLOWLINE ELEVATION = 399.17 ASSUMED UPSTREAM CONTROL HGL = 399.59 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ^^OAA / ^ArJCH BfiCKSQ Srtnu^ j>ft/hrJ ^thBt BJWnESmEET SH0I4W OTHERmSE, TOP OF CURB EHVAJWN 17 ^Sf^SpScfFOM Sr.A 4H09.39 70 STA ^^lemmm STA 43+84.03 m STA 44+29.00 twM:S <mmJNE ELEVAVON PLUS 0.OB' PLANNING AREA 16 FUTURE COMIVlERCJALy RETAIL 1^ 35MA J.QO'_LT_ tCOCK m> MORTAR BULKHEAD 44+35.64, a. IHJTALL END CAP 44+35^64^ ZQS!1T IFlSfAU. END CAP W/IB & 2" MAR Q-l mm DfflyEll!^ 3 3 3 ?ig s'^ Si 0O|CM 1 $1 ChL e'o d 3 CM §S' ^' s s s !?15lcs I' its PLANNINS AREA 16 VlLLAQfi SQUARE SCALB HORIZ. r=«l'