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HomeMy WebLinkAboutCT 14-09; UPTOWN BRESSI RANCH; ADDENDUM NO. 1 TO DRAINAGE STUDY; 2018-08-09.. RICK ENGi EERING COMPANY August 9, 2018 City of Carlsbad Engineering Department 1635 Faraday Avenue Carlsbad, California 92008 SUBJECT: ADDENDUM NO. 1 TO DRAINAGE STUDY FOR UPTOWN BRESSI IN SUPPORT OF CONSTRUCTION CHANGE 3 DWG 502-8A & 502-8C, GR 2017-0018 & 2018-0004 (RICK ENGINEERING COMPANY JOB NUMBER 17169-A) To Whom It May Concern: This letter has been prepared as an addendum to the approved drainage report titled "Drainage Study for Uptown Bressi", last revised June 09, 2017, prepared by Rick Engineering Company (J- 17169-A) (henceforth referred to as "Original Drainage Study"), in support of Construction Change 3. The proposed 24-inch storm drain (from Node 295 to Node 294) connecting the commercial lot to the existing public storm drain along Gateway Road was learned to be in the way of an existing electrical dry utility. To resolve this utility conflict, the project proposes to replace the previously proposed 24-inch storm drain between Node 295 and Node 294-with five (5) parallel 12-inch storm drains and to connect further downstream with similar/better junction angles. WSPGW computer program was used to calculate the HGL for the storm drains from Node 320- 290 (One reach upstream and downstream of parallel pipes at Node 295-294) since, AES pipe flow computer program does not have the capability to analyze parallel pipes. The EGL at node 290 from the WSPGW output was then used to calculate the starting tail water elevation (HGL) for AES pipe flow runs from Node 290-251. The EGL at node 280 was used to calculate the starting tail water elevation (HGL) for the lateral run from Node 280-281. The revised 100-year HGL elevation at BMP 2B is 410.1, which is slightly lower than the approved design of 4 I 0.4. This elevation is lower than the top of wall elevation 410.5. The project also included an emergency overflow scupper in BMP 2B with a flowline of 409.8; therefore, during a I 00-year event, approximately I-inch of overflow would occur. The WSPGW and AES pipe flow analyses outputs are included in Attachment I. Please refer to Map Pocket 1 for the revised post-project drainage study map and Map Pocket 2 for the post-project drainage study map from the original drainage study (for reference purposes only). 5 0 20 I ricirs R(),HI , S,111 l)ieg(), C.1lHomi,1 911 10-25')(, • (l> 11)) 2'J 1-0707 , www.ritkt•11 1\i11t•Pri11g.co111 t1' ________ l SAN DIEGO RIVERSIDE ORANGE SACRAMENTO SAN LUIS OBISPO LAS VEGAS DENVE R PHOENIX TUCSON City of Carlsbad August 9, 2018 Page 2 of 2 Please feel free to contact Shavger Rekani or myself if you have any questions and/or concerns at (6 I 9) 291-0707. Sincerely, RIZ*ANY Brendan Hastie RCE #65809, Exp. 09/19 Associate Principal BH:ASH:vs/files/text/.003 ' .. ATTACHMENT 1 WSPGW & AES Pipe-Flow Hydraulic Analyses Backup .. I BRGATE7.WSW Tl 17169-A BRESSI RANCH 0 T2 HYDRAULICS FOR MAINLINE GATEWAY RD T3 100 YEAR DETENTION Q so 1292.790 401.660 1 404.267 R 1456.730 403.630 1 .013 29. 560 .000 0 R 1467.290 403.740 1 .013 .000 .000 0 WE 1467.290 403.740 4 .300 R 1471. 290 403.790 4 .013 .000 -28.280 0 wx 1471. 290 403. 790 5 R 1520.610 404.030 5 .013 .000 .000 0 WE 1520.610 404.030 6 .300 R 1524.610 404.360 6 .013 .000 wx 1524.610 404.360 1 R 1573.280 405.220 1 .013 .000 .000 0 SH 1573.280 405.220 1 405. 220 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 4 2 0 .000 9.000 4.000 .000 .000 .00 CD 5 4 5 .000 1.000 4.000 .000 .000 .00 CD 6 2 0 .000 9.670 4.000 .000 .000 .00 Q 21.650 .0 Page 1 BRGATE7.0UT i FILE: BRGATE7.WSW W s PG w -CIVILDESIGN version 14.08 PAGE 1 Program Package serial Number: 7077 WATER SURFACE PROFILE LISTING Date: 7-23-2018 Time :10:40:54 17169-A BRESSI RANCH HYDRAULICS FOR MAINLINE GATEWAY RD 100 YEAR DETENTION Q ************************************************************************************************************************** ******** I Invert Depth Water Q I vel vel I Energy Super Critical I Flow ToplHeight/lBase Wt I No wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El . Elev Depth I width IDia.-FTlor I.D. ZL I Prs/Pi p -1--------1--1--1 ------1--1--1----I L/Elem I Ch slope I SF Ave I HF SE Dpth Froude N Norm Dp I "N" I X-Fall ZR !Type ch *********I************************** *********l*******l*******I********* ******* ******** ********l*******I******* ***** 1 •H-o!-o!-H•,> I I I I I I I I 1292.790 401.660 2.607 404.267 21. 65 6.89 .74 405 .00 .00 1. 66 .00 2.000 .000 .00 1 .0 -1------1--1--1--1--1--1----1--1--1-I-163.940 .0120 .0092 1.50 .00 .00 1.45 .013 .00 .00 PIPE I I I I I I I I I I 1456.730 403.630 2.223 405.853 21. 65 6.89 .74 406.59 .00 1. 66 .00 2.000 .000 .00 1 .o -1------1--1--1--1--1--1----1--1 --1-I-10. 560 .0104 .0092 .10 2 .22 .00 1. 54 .013 .00 .00 PIPE I I I I I I I I I I 1467.290 403.740 2.210 405.950 21. 65 6.89 .74 406.69 .00 1.66 .00 2.000 .000 .00 1 .0 -1------1--1--1--1--1--1----1--1--1-I-WALL ENTRANCE I I I I I I I I I I 1467. 290 403 .740 3.107 406 .847 21. 65 1. 74 .05 406.89 .00 .97 4.00 9.000 4.000 .00 0 .o -1------1--1--1--1--1--1----1--1--1-I-4.000 .0125 .0002 .00 3.11 .17 .67 .013 .00 .00 RECTANG I I I I I I I I I I 1471. 290 403 .790 3.056 406.846 21. 65 1. 77 .OS 406 .89 .00 .97 4.00 9.000 4.000 .00 0 .o -1------1--1--1--1--1--1----1--1--1-I-WALL EXIT I I I I I I I I I I 1471.290 403.790 3.056 406 .846 21.65 5.51 .47 407.32 .00 .87 .00 1.000 .000 .00 5 .0 -1------1--1--1--1--1--1----1--1--1-I-32.393 .0049 .0148 .48 3.06 .00 1.00 .013 .00 .00 PIPE I I I I I I I I I I 1503 .683 403 .948 3.374 407.322 21. 65 5.51 .47 407 .79 .00 .87 .00 1 .000 .000 .00 5 .o -1------1--1--1--1--1--1--1--1--1--1-I-HYDRAULIC JUMP I I I I I I I I I I 1503 .683 403.948 .605 404.552 21.65 8.72 1.18 405.73 .00 .87 .98 1 .000 .000 .00 5 .0 -1------1--1--1--1--1--1--1--1--1--1-I-1. 333 .0049 .0325 .04 .60 .96 1.00 .013 .00 .00 PIPE I I I I I I I I I I I 1505 . 016 403 .954 .597 404.551 21. 65 8.84 1.21 405. 77 .00 .87 .98 1.000 .000 .00 5 .o -1------1--1--1--1--1--1--1--1--1--1 -I-3.237 .0049 .0353 .11 .60 .99 1.00 .013 .00 .00 PIPE i FILE: BRGATE7.WSW W s PG W -CIVILDESIGN version 14.08 PAGE 2 Program Package serial Number: 7077 WATER SURFACE PROFILE LISTING Date: 7-23-2018 Time :10 :40 :54 17169-A BRESSI RANCH HYDRAULICS FOR MAINLINE GATEWAY RD 100 YEAR DETENTION Q ************************************************************************************************************************** ******** I Invert I Depth water I Q I Vel Vel I Energy I Super !critical I Flow ToplHeight/lBase Wt Station I Elev I (FT) Elev I (CFS) I (FPS) Head I Grd.El . I Elev I Depth I width IDia.-FTlor I.D. -1--1----1--1--1--1--1--1--1--1--1--L/Elem ICh slope I I I SF Ave I HF ISE DpthlFroude NIN orm Dp I "N" I X-Fall *********l*********I******** *********l*********l*******l*******l*********l*******l********l********l*******I******* Page 1 I No wth ZL I Prs/Pi p -I ZR !Type ch ***** I******* BRGATE7 .0UT I I I I I I I I I I I I 1508 .254 403.970 .574 404 .544 21. 65 9.27 1. 34 405 .88 .00 .87 .99 1.000 .000 .00 5 .0 -1--1--1--1 --1--1--1--1--1--1--1--1--1-I-3.184 .0049 .0399 .13 .57 1.06 1.00 .013 .00 .00 PIPE I I I I I I I I I I I I I 1511.438 403.985 .552 404 .537 21. 65 9.73 1.47 406.01 .00 .87 .99 1.000 .000 .00 5 .0 -1--1--1--1--1--1--1 --1--1 --1--1--1--1-I-3.122 .0049 .0452 .14 . 55 1.15 1.00 .013 .00 .00 PIPE I I I I I I I I I I I I I 1514 .560 404 .001 . 531 404.532 21.65 10.20 1. 62 406 .15 .00 .87 1.00 1.000 .000 .00 5 .0 -1--1--1--1--1--1--1--1--1 --1--1--1--1 -I-3.073 .0049 .0513 .16 .53 1. 23 1.00 .013 .00 .00 PIPE I I I I I I I I I I I I I 1517.633 404 .016 . 512 404.528 21. 65 10.70 1. 78 406. 30 .00 .87 1.00 1.000 .000 .00 5 .0 -1--1 --1--1--1--1--1--1 --1 --1 --1--1--1-I-2 .977 .0049 .0582 .17 .51 1. 33 1.00 .013 .00 .00 PIPE I I I I I I I I I I I I I 1520.610 404 .030 .493 404.523 21. 65 11.22 1. 95 406.48 .00 .87 1.00 1.000 .000 .00 5 .o -1--1 --1 --1--1--1--1--1--1--1--1--1--1-I-HYDRAULIC DROP I I I I I I I I I I I I 1520.610 404 .030 3.545 407 .575 21. 65 5.51 .47 408 .05 .00 .87 .00 1.000 .000 .00 5 .0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I-HYDRAULIC JUMP I I I I I I I I I I I I I 1520.610 404.030 .463 404.493 21. 65 11.69 2.12 406.61 .00 .97 4.00 9.670 4 .000 .00 0 .o -1--1--1--1--1 --1--1 --1--1--1--1--1--1-I-HYDRAULIC DROP I I I I I I I I I I I I 1520.610 404 .030 4.123 408 .153 21.65 1.31 .03 408.18 .00 .97 4.00 9.670 4.000 .00 0 .o -1--1--1--1--1--1--1--1 --1--1 --1 --1--1 -I-2.296 .0825 .0001 .00 4.12 .11 .36 .013 .00 .00 RECTANG I I I I I I I I I I I I I 1522. 906 404 .219 3.931 408 .151 21. 65 1. 38 .03 408 .18 .00 .97 4.00 9.670 4 .000 .00 0 .0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I-1. 704 .0825 .0001 .00 3.93 .12 .36 .013 .00 .00 RECTANG i FILE : BRGATE7.WSW W S P G W -CI VI LDESIGN version 14.08 PAGE 3 Program Package serial Number: 7077 WATER SURFACE PROFILE LISTING Date: 7-23-2018 Time :10:40:54 17169-A BRESSI RANCH HYDRAULICS FOR MAINLINE GATEWAY RD 100 YEAR DETENTION Q ************************************************************************************************************************** ******** I Invert I Depth I water Q I vel vel I Energy I super !Critical Flow Topi Height/I Base Wt JNo Wth Station I Elev I (FT) I Elev (CFS) I (FPS) Head I Grd .El .J Elev I Depth width JDia.-FTlor I .D. ZL I Prs/Pi p -1--1--1----1--1 --1--1--1----1--1----I L/Elem ICh slope I I I SF Ave! HF !SE DpthJFroude N Norm Dp I "N" I X-Fall ZR !Type ch *-*-*-*--1-------*-l--**--•*J••---*-•-···------1-------J*•-··•·1----*-•--1-·-----1----*---********l*******I******* .... ~,. ~ , ~ .... ,. .... ,. I I I I I I I I I I 1524.610 404 .360 3.789 408.149 21. 65 1.43 .03 408.18 .00 .97 4.00 9.670 4 .000 .00 0 .0 -1--1--1--1--1--1--1--1 --1--1--1--1--1-I-WALL EXIT I I I I I I I I I I I I 1524.610 404 .360 3.789 408 .149 21. 65 6.89 .74 408 .89 .00 1. 66 .00 2.000 .000 .00 1 .o -1--1--1--1--1--1--1--1--1--1--1--1 --1-I-48 .670 .0177 .0092 .45 3.79 .00 1. 26 .013 .00 .00 PIPE I I I I I I I I I I I I I 1573.280 405 .220 3.375 408 .595 21.65 6.89 .74 409.33 .00 1. 66 .00 2.000 .000 .00 1 .o -1--1--1 --1 --1--1--1--1--1--1--1--1--1-I- i Page 2 BRPGATED. RES ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) copyright 1982 -2012 Advanced Engineering software (aes) Ver. 19.1 Release Date: 08/09/2012 License ID 1261 Analysis prepared by: Rick Engineering company 5620 Friars Road San Diego, CA. 92110 Ph 619-291-0707 Fx 619-291-4165 ************************** DESCRIPTION OF STUDY ************************** '~ 17169-A BRESSI RANCH '~ '~ PIPE FLOW MAINLINE GATEWAY RD U/S OF BOX CULVERT NODE 290-251 -1, * 100 YEAR DETENTION Q * ************************************************************************** FILE NAME: BRPGATED.PIP TIME/DATE OF STUDY: 11:08 07/23/2018 ****************************************************************************** GRADUALLY VARIED FLOW NODAL POINT (Note: "-1," i ndi ca tes UPSTREAM RUN ANALYSIS FOR PIPE SYSTEM STATUS TABLE nodal point data used.) RUN NODE NUMBER 290.00- } 290.00- } 280 .00- } 280.00- } 252 .00- } 252.00- } 251. 00- } 251.00- MODEL PRESSURE PRESSURE+ PROCESS HEAD(FT) MOMENTUM(POUNDS) 3.37* 753.73 DOWNSTREAM FLOW DEPTH(FT) PRESSURE+ MOMENTUM(POUNDS ) 458.30 1. 66 DC JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION CATCH BASIN 3. 43 ,~ 3. 55,·, 765.40 790. 39 4.67* 991 .94 } HYDRAULIC JUMP 1 .64*Dc 438.95 2.54* 572.97 } HYDRAULIC JUMP l.64*Dc 438.95 -1. 78 0.17 1. 66 DC 1. 66 DC 1.06 1.64'~Dc 1.07 1. 64'''DC 1. 64'~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. 458.30 458.30 555.19 438.95 547.99 438.95 129.24 ****************************************************************************** DOWNSTREAM PIPE F(OW CONTROL NODE NUMBER = 290.00 PIPE FLOW = 21.65 CFS DATA: ASSUMED DOWNSTREAM CONTROL HGL = FLOWLINE ELEVATION= PIPE DIAMETER= 24.00 408. 590 FEET 405. 22 INCHES NODE 290 .00 : HGL = < 408.590>;EGL= < 409.327>;FLOWLINE= < 405.220> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 290.00 290.00 TO NODE ELEVATION= 290.00 IS CODE= 5 405.26 (FLOW IS UNDER PRESSURE) Page 1 CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 (CFS) (INCHES) 21.65 24.00 21.65 24.00 0.00 0.00 0.00 0.00 BRPGATED.RES ANGLE (DEGREES) 17.63 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'~VPCOS(DEL TA1)-Q3'~V3 '~cos (DEL TA3)- CRITICAL DEPTH(FT.) 1.66 1. 66 0.00 0.00 Q4 ,.'V4 '~COS(DEL TA4)) / ( (Al+A2) '~16. l)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE= 0.00916 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE= 0.00916 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00916 JUNCTION LENGTH = 3.30 FEET VELOCITY (FT /SEC) 6.891 6.891 0.000 0.000 FRICTION LOSSES 0.030 FEET ENTRANCE LOSSES 0.000 FEET JUNCTION LOSSES= (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES= ( 0.099)+( 0.000) = 0.099 NODE 290.00: HGL = < 408.689>;EGL= < 409.427>;FLOWLINE= < 405.260> ****************************************************************************** 290.00 TO NODE 280.00 IS CODE= 1 FLOW PROCESS FROM NODE UPSTREAM NODE 280.00 ELEVATION= 405.42 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 21.65 CFS PIPE DIAMETER= 24.00 INCHES PIPE LENGTH 31.39 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 21.65)/( 226.231))**2 = 0.00916 HF=L*SF = ( 31.39)*(0.00916) = 0.287 NODE 280.00 : HGL = < 408.977>;EGL= < 409.714>;FLOWLINE= < 405.420> ****************************************************************************** 280.00 TO NODE 280.00 IS CODE= 5 FLOW PROCESS FROM NODE UPSTREAM NODE 280.00 ELEVATION= 405.46 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 (CFS) (INCHES) 21.00 24.00 21.65 24.00 0.65 12.00 0.00 0.00 ANGLE (DEGREES) 75.40 FLOWLINE ELEVATION 405. 46 405. 42 0.00 405.46 0.00 0.00 Q5 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY= ( Q2 '~V2-Ql '~Vl '~COS (DEL TAl) -Q3 *V3 '~COS (DEL TA3) - CRITICAL DEPTH(FT.) 1.64 1.66 0.34 0.00 Q4'~V4 '~COS(DEL TA4) )/ ( (Al+A2) '~16. l)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE= 0.00862 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE= 0.00916 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00889 JUNCTION LENGTH= 4.00 FEET VELOCITY (FT/SEC) 6.684 6.891 0.828 0.000 FRICTION LOSSES= 0.036 FEET ENTRANCE LOSSES= 0.000 FEET JUNCTION LOSSES= (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES= ( 1.112)+( 0.000) = 1.112 NODE 280.00 : HGL = < 410.132>;EGL= < 410.826>;FLOWLINE= < 405.460> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 252.00 280.00 TO NODE 252.00 IS CODE= 1 ELEVATION= 409.40 (HYDRAULIC JUMP OCCURS) Page 2 BRPGATED.RES 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 12.175 14.818 17.963 21. 734 26.303 31. 926 38.998 48.179 60.712 79.389 113.166 126.950 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 1.178 1.154 1.129 1.105 1.080 1.056 1.056 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 9. 712 9.927 10 .153 10. 391 10. 642 10.906 11.186 11.482 11.794 12.125 12.476 12 .477 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 2.766 2.807 2.853 2.904 2 .962 3.026 3.098 3 .177 3.266 3.365 3.474 3.475 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 4.67 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 119.201 PRESSURE HEAD(FT) 4.672 2.000 VELOCITY (FT/SEC) 6.685 6.685 SPECIFIC ENERGY(FT) 5.366 2.694 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 2.00 GRADUALLY VARIED \FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC CONTROL(FT) (FT) (FT /SEC) ENERGY(FT) 119.201 2.000 6.682 2.694 119. 770 1. 986 6.689 2.681 120. 277 1. 971 6.702 2.669 120.747 1. 957 6.718 2.658 Page 3 PRESSURE+ MOMENTUM(POUNDS) 438.95 439.09 439.53 440.26 441. 31 442.67 444.38 446.43 448.84 451. 63 454.82 458.43 462.46 466.96 471. 93 477.41 483.43 490.01 497.19 505.00 513.49 522. 70 532.68 543.48 555.16 555.19 PRESSURE+ MOMENTUM(POUNDS) 991.94 468.07 PRESSURE+ MOMENTUM(POUNDS) 468.07 465.54 463.24 461.11 BRPGATED.RES 121.187 1.943 6.737 2.648 459.10 121.602 1.928 6.759 2.638 457.21 121.993 1.914 6.784 2.629 455.43 122.363 1.900 6.810 2.620 453.75 122.713 1.885 6.839 2.612 452.17 123.044 1.871 6.870 2.604 450.67 123.356 1.857 6.902 2.597 449.28 123.649 1.842 6.937 2.590 447.97 123.925 1.828 6.973 2.583 446.74 124.182 1.814 7.011 2.577 445.61 124.421 1.799 7.051 2.572 444.57 124.642 1.785 7.093 2.567 443.61 124.844 1.771 7.137 2.562 442.74 125.028 1.756 7.182 2.558 441.95 125.193 1.742 7.229 2.554 441.26 125.337 1.728 7.277 2.550 440.65 125.462 1.713 7.328 2.548 440.14 125.566 1.699 7.380 2.545 439.71 125.648 1.685 7.434 2.543 439.38 125.708 1 .670 7.490 2.542 439.14 125.744 1 .656 7.548 2.541 439.00 125.757 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 122.58 FEET UPSTREAM OF NODE 280.00 I I DOWNSTREAM DEPTH= 1.891 FEET, UPSTREAM CONJUGATE DEPTH= 1.413 FEET I NODE 252.00: HGL = < 411.042>;EGL= < 411.941>;FLOWLINE= < 409.400> ****************************************************************************** FLOW 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 UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 (CFS) (INCHES) 21. 00 24. 00 21.00 24.00 0.00 0.00 0.00 0.00 ANGLE (DEGREES) 58.00 FLOWLINE ELEVATION 409.44 409.40 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(DEL TA1)-Q3'~V3 '~cos (DEL TA3)- CRITICAL DEPTH(FT.) 1.64 1.64 0.00 0.00 Q4 '~V4 '~COS (DEL TA4)) / ( (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 VELOCITY (FT/SEC) 6.684 7. 610 0.000 0.000 FRICTION LOSSES= 0.034 FEET ENTRANCE LOSSES= 0.000 FEET JUNCTION LOSSES= (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.728)+( 0.000) = 0.728 NODE 252.00 : HGL = < 411.975>;EGL= < 412.669>;FLOWLINE= < 409.440> ****************************************************************************** FLOW PROCESS FROM NODE 252.00 TO NODE 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 Page 4 BRPGATED.RES 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 8.056 9.945 12.176 14. 819 17.964 21. 734 26.304 31. 927 38.999 48.180 60.714 79.391 92.810 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 1.178 1.154 1.129 1.105 1.080 1.071 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 10.906 11.186 11.481 11.794 12.125 12.261 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 3.026 3.098 3 .177 3.266 3.365 3.407 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 2.54 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. 41 483.42 490.00 497.18 504.99 513. 48 522. 68 532.66 543.46 547.99 ------------------------------------------------------------------------------ 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 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 2.00 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL ( FT) 23.875 24.445 24.952 2 5. 422 25.862 26. 277 26.669 27.039 27.389 27.720 FLOW DEPTH (FT) 2.000 1. 986 1. 971 1. 957 1.943 1. 928 1. 914 1.900 1. 885 1.871 VELOCITY (FT/SEC) 6.682 6.689 6.702 6 .718 6.737 6.759 6.784 6.810 6.839 6.870 Page 5 SPECIFIC ENERGY(FT) 2.694 2.681 2.669 2.658 2.648 2.638 2.629 2.620 2.612 2.604 PRESSURE+ MOMENTUM(POUNDS) 572. 97 468.07 PRESSURE+ MOMENTUM(POUNDS) 468.07 465. 54 463.24 461.11 459 .10 457.21 455.43 453.75 452.17 450.67 BRPGATED.RES 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 1.756 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------------------------ 1 PRESSURE+MOMENTUM BALANCE OCCURS AT 6.16 FEET UPSTREAM OF NODE 252.00 I I DOWNSTREAM DEPTH= 2.397 FEET, UPSTREAM CONJUGATE DEPTH= 1.075 FEET I NODE 251.00 : HGL = < 413.962>;EGL= < 414.861>;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) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW= 21.00 CFS PIPE DIAMETER= 24.00 INCHES FLOW VELOCITY= 34.05 FEET/SEC. VELOCITY HEAD= 18.003 FEET CATCH BASIN ENERGY LOSS= .2*(VELOCITY HEAD)= .2*( 18.003) = 3.601 NODE 251.00 : HGL = < 418.462>;EGL= < 418.462>;FLOWLINE= < 416.820> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER= 251.00 FLOWLINE ELEVATION= 416.82 ASSUMED UPSTREAM CONTROL HGL = 418.46 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS i Page 6 BRPJ.RES ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) copyright 1982-2012 Advanced Engineering software (aes) Ver . 19.1 Release Date: 08/09/2012 License ID 1261 Analysis prepared by: Rick Engineering company 5620 Friars Road San Diego, CA. 92110 Ph 619-291-0707 FX 619-291-4165 ************************** DESCRIPTION * 17169A UPTOWN BRESSI OF STUDY ************************** '~ PIPEFLOW FOR STORM DRAIN LATERAL LINE '~ 100-YR 6-HR "J" (CULVERT@ NODE 295-294) ************************************************************************** FILE NAME: BRPJ .LAT TIME/DATE OF STUDY: 11:17 07/23/2018 ****************************************************************************** GRADUALLY VARIED FLOW NODAL POINT (Note: ",~" indicates UPSTREAM RUN ANALYSIS FOR PIPE SYSTEM STATUS TABLE nodal point data used.) RUN NODE NUMBER 280.00- } 282.00- } 282.00- } 281.00- } 281. 00- MODEL PRESSURE PRESSURE+ PROCESS HEAD(FT) MOMENTUM(POUNDS) 4.67* 204.59 DOWNSTREAM FLOW DEPTH(FT) PRESSURE+ MOMENTUM(POUNDS) 2.08 0.23 DC FRICTION JUNCTION FRICTION CATCH BASIN 4. 38'~ 4. 35 ,~ 4 .16'~ 1.14'~ 190. 58 188.66 179.42 31. 36 0.23 DC 0.19 De 0.19 De 0.19 De 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. 2.08 1.40 1.40 0.52 ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER= 280.00 FLOWLINE ELEVATION= 405.46 PIPE FLOW= 0.30 CFS PIPE DIAMETER = 12.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 410.130 FEET NODE 280.00 : HGL = < 410.130>;EGL= < 410.132>;FLOWLINE= < 405.460> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 282.00 280.00 TO NODE ELEVATION= CALCULATE FRICTION LOSSES(LACFCD): 282.00 IS CODE= 1 405.75 (FLOW IS UNDER PRESSURE) PIPE FLOW = 0.30 CFS PIPE DIAMETER= 12.00 INCHES PIPE LENGTH = 57.95 FEET MANNING'S N 0.01300 SF=(Q/K)**2 = (( 0.30)/( 35.580))**2 = 0.00007 HF=L*SF = ( 57.95)*(0.00007) = 0.004 Page 1 BRPJ.RES NODE 282.00: HGL = < 410.134>;EGL= < 410.136>;FLOWLINE= < 405.750> ****************************************************************************** 282.00 TO NODE 282.00 IS CODE= 5 FLOW PROCESS FROM NODE UPSTREAM NODE 282.00 ELEVATION= 405.79 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 (CFS) (INCHES) 0. 22 12. 00 0.30 12.00 0.00 0.00 0.00 0.00 ANGLE (DEGREES) 23.00 FLOWLINE ELEVATION 405.79 405.75 0.00 0.00 0.00 0.00 Q5 0.08===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2'~V2-Ql'~VFCOS(DEL TA1)-Q3 '~V3 '~COS (DEL TA3)- CRITICAL DEPTH(FT.) 0.19 0.23 0.00 0.00 Q4'~V4 '~COS (DEL TA4)) / ( (Al+A2) '~16. l)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE= 0.00004 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE= 0.00007 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00005 JUNCTION LENGTH = 3.30 FEET VELOCITY (FT /SEC) 0.280 0. 381 0.000 0.000 FRICTION LOSSES 0.000 FEET ENTRANCE LOSSES 0.000 FEET JUNCTION LOSSES= (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES= ( 0.001)+( 0.000) = 0.002 NODE 282.00 : HGL = < 410.137>;EGL= < 410.138>;FLOWLINE= < 405.790> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 281.00 282.00 TO NODE 281.00 IS CODE= 1 ELEVATION= 405.98 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 0.22 CFS PIPE DIAMETER= 12.00 INCHES PIPE LENGTH= 38.64 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 0.22)/( 35.365))**2 = 0.00004 HF=L*SF = ( 38.64)*(0.00004) = 0.001 NODE 281.00 : HGL = < 410.139>;EGL= < 410.140>;FLOWLINE= < 405.980> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 281.00 281.00 TO NODE 281.00 IS CODE= 8 ELEVATION= 409.00 (FLOW IS UNDER PRESSURE) CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 0.22 CFS PIPE DIAMETER= FLOW VELOCITY= 0.28 FEET/SEC . VELOCITY HEAD= CATCH BASIN ENERGY LOSS = . 2* (VELOCITY HEAD) = . 2'~ ( 12. 00 INCHES 0.001 FEET 0.001) = 0.000 NODE 281.00 : HGL = < 410.140>;EGL= < 410.140>;FLOWLINE= < 409.000> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER= 281.00 FLOWLINE ELEVATION= 409.00 ASSUMED UPSTREAM CONTROL HGL = 409.19 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS i' Page 2 MAP POCKET 1 Revised Drainage Study Map For Uptown Bressi rr t -J ~ ·::'Jf . , " '~-L '-I -•~ ----·~ ~~-> ' ~-/ i ..:: t : 1-; PA/.01,UI/ AIIU'OftrfW VICINITY MAP NO SCALE ...... r/;!ft~ -~ LEGEND: ,·_, ____ SUB 9ASIN 1901..tf0ARY (xx.x AC) SlJ8 8ASIN 4RU CXlllD --OMA-4 I ""'....,.. -----OMA/BASIN IIOUHDARY ~ ~ PROPOSED DETEHTION VALJ..T i ORAINAGE STUDY MAP j UPTOWN BR:i:i ! (POST-PROJECT) I ~--••'!'ll•P19HJc~!c,::;~:: so-[J'_,!E...:..:.:-'--'-:--:::--b~ =.;:;,,..,;;EEJ .;,.:;,~~~,,, Date: April 25, 2017 ! ltlNN ~~~:CA"11~ ~----.......,.c-===-..,,irf=ai. ~;::=::::::::::;z::=~:...._. J..,.;i~~~~ Revised: June 09, 2017 I~ ~::~Rt>K:\_.(\'-ll'Al-<~ iFA\)m .l"UI: .. _ ·::.::·••o•+n;~: J-17169A Revised: August 08, 2018 J! NOT FOR CONSTRUCTION -EXHIBIT DRAINAGE STUDY REPORT ONLY MAPPOCKET2 FOR REFERENCE ONLY Drainage Study Map For Uptown Bressi From Approved Original Drainage Study l PA/OAU/l AIIU>()fUIW VICINITY MAP NO SCALE SUB !JASIN 190t-"OARY SU8 84SIN AREA ------- -----OWA/BASIN BOU,IDAIIY ~ PACll'OSEO DETEHTION VAU..T , I DRAINAGE STUDY MAP FOR UPTOWN BRESSI •• j ! _\ GRAPHC SCALE 1'• 50' -------------;f 1-, 11'!11 .. 11'!!! .. ~ 11~~,----,---,-::-1 I l rinj8 ..:~~';'J .. , ~----~--~-~~ :::::::::::::::::::;;t:==J---Date: April 25, 2017 h i L tr't)~11.f;!;.,h\ 1/, • , !i f F. ..... ,INmloKlCOMl'ANY .... ,.., """ ,~.. ,' J·17169A RCVlSCd. June 09, 2017 :1 0 .... ,..... --.... i... "'---r. • ..., .,, ::• :J ,. • l (POST-PROJECT) NOT FOR CONSTRUCTION -EXHIBIT FOR DRAINAGE STUDY REPORT ONLY