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HomeMy WebLinkAboutCT 14-09; UPTOWN BRESSI RANCH; PIPE FLOW HYDRAULIC COMPUTER PROGRAM PACKAGE FOR DELTA 1; 2019-12-11Cerz, prwi&A cc 'i-o [In support of DWG No. 502-8C CC I An emergency overflow in the form of a Type F Catch Basin has been desned to safely convey the j emergency Q1 00 flows from the southern half of the residential lots (3.3 ac). Prior to the CC11an 18" RCP was proposed to convey the flow from the Type F. The project now proposes to use 2 parallel 12" PVC in lieu of one 18" RCP based on structural considerations with the wall. The supporting backup calculations are attached. 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 * 17169A UPTOWN BRESSI * * SOUTH WEST RESIDENTIAL LOT - EMERGENCY TYPE F CATCH BASIN PIPE FLOW * * 100-YR 6-HR EMERGENCY Q (5-MIN TC) X 12" SD @ 0.6% / FILE NAME: BREMER.PIP lEmergency Q100 (19.5 CFS) divided between I TIME/DATE OF STUDY: 09:52 12/11/2019 Ithe two parallel 12" SD (9.75 CFS each) I 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) 101.00- 1.00*Dc 259.06 0.99*Dc 258.95 } FRICTION 102.00- 1.53* 285.05 0.99 DC 258.95 } CATCH BASIN 102.00- 4.40* 191.23 0.99 DC 24.17 ------------------------------------------------------------------------------ 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 = 101.00 / PIPE FLOW = 9.75 CFS ASSUMED DOWNSTREAM CONTROL HGL = FLOWLINE ELEVATION = 401.59 PIPE DIAMETER = 12.00 INCHES 402.590 FEET ------------------------------------------------------------------------------ NODE 101.00 : HGL = < 402.590>;EGL= < 404.983>;FLOWLINE= < 401.590> FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 1 UPSTREAM NODE 102.00 ELEVATION = 401.64 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 9.75 CFS PIPE DIAMETER = 12.00 INCHES PIPE LENGTH = 7.75 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 9.75)/( 35.629))**2 = 0.07489 HF=L*SF = ( 7.75)*(0.07489) = 0.580 NODE 102.00 : HGL = < 403.170>;EGL= < 405.563>;FLOWLINE= < 401.640> - FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 8 RECORD COPY Page 1 30 LAND EN r Initial Date ENGINEERING BREMER.RES UPSTREAM NODE 102.00 ELEVATION = 401.64 (FLOW IS UNDER PRESSURE) ------------------------------------------------------------------------------- CALCULATE CATCH BASIN NTRANCE LOSSES(LACFCD): PIPE FLOW = 9.75 CFS PIPE DIAMETER = 12.00 INCHES FLOW VELOCITY = 12.41 FEET/SEC. VELOCITY HEAD = 2.393 FEET CATCH BASIN ENERGY LOSS = .2*(vELocIrY HEAD) = .2*( 2.393) = 0.479 NODE 102.00 : IHGL = < 406.042>IEGL=< 406.042>;FLOWLINE= < 401.640> * ** ******** * * ****** * ************ *********** * ** ** ******* ******* UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 102.00 FLOWLINE ELEVATION = 401.64 ASSUMED UPSTREAM CONTROL HGL = 402.63 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS HGL (406.04') <= FL of Type 'F' Opening (407.25') Hence, Ok Page 2 BREMER.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 * 17169A UPTOWN BRESSI * * SOUTH WEST RESIDENTIAL LOT - EMERGENCY TYPE F CATCH BASIN PIPE FLOW * * 100-YR 6-HR EMERGENCY Q (5-MIN TC) ***************************************18 SD @ 30% - Design prior to CC1 FILE NAME: BREMER.PIP TIME/DATE OF STUDY: 09:44 12/11/2019 ****************************************************************************** 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) 101.00- 1.50 499.69 0.94* 664.70 ) FRICTION 102.00- 1.46*Dc 498.36 1.46*Dc 498.36 I CATCH BASIN 102.00- 3.76* 332.09 1.46 DC 78.75 ------------------------------------------------------------------------------ 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 = 101.00 FLOWLINE ELEVATION = 401.57 PIPE FLOW = 19.50 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 403.070 FEET ------------------------------------------------------------------------------ NODE 101.00 : HGL = < 402.506>;EGL= < 406.895>;FLOWLINE= < 401.570> ****************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 1 UPSTREAM NODE 102.00 ELEVATION = 403.90 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 19.50 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 7.79 FEET MANNING'S N = 0.01300 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 0.60 CRITICAL DEPTH(FT) = 1.46 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.46 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ Page 1 BREMER.RES DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (Fr) (Fr/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.464 11.101 3.379 498.36 0.029 1.430 11.222 3.386 499.20 0.107 1.395 11.381 3.408 501.48 0.232 1.361 11.572 3.441 505.04 0.403 1.326 11.793 3.487 509.81 0.621 1.292 12.044 3.546 515.78 0.892 1.257 12.325 3.618 522.98 1.219 1.223 12.638 3.704 531.43 1.611 1.188 12.983 3.808 541.23 2.075 1.154 13.364 3.929 552.43 2.625 1.119 13.783 4.071 565.17 .3.273 1.085 14.242 4.237 579.54 4.038 1.050 14.747 4.429 595.72 4.944 1.016 15.301 4.654 613.88 6.019 0.982 15.910 4.915 634.21 7.302 0.947 16.580 5.218 656.97 7.790 0.936 16.806 5.325 664.70 ------------------------------------------------------------------------------ NODE 102.00 : HGL = < 405.364>;EGL= < 407.279>;FLOWLINE= < 403.900> * * ***** ****** *********** * ****************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 8 UPSTREAM NODE 102.00 ELEVATION = 403.90 (FLOW UNSEALS IN REACH) ------------------------------------------------------------------------------ CALCULATE CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW = 19.50.JFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 11.10 FEET/SEC. VELOCITY HEAD = 1.915 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 1.915) = 0.383 NODE 102.00 : HGL = < 407.662>;EGL= < 407.662>;FLOWLINE= < 403.900> **** * * * * ************************* * * ************* ******** * * * ********** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 102.00 FLOWLINE ELEVATION = 403.90 ASSUMED UPSTREAM CONTROL HGL = 405.36 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS Page 2 M 5620 Friars Road Date San Diego, CA 92110.2596 Job No. Tel: (619) 291.0707 Page Fax: (619) 291.4165 Done By 4 t 4h Checked By 116 I-d jy5I D.iJti) Olt /O )4 e5;)ei,h'J L0 3 ,3 C-. 3 L1 (fvri 5; (0Jy P'7ML1C b972 / 17 77 ( jeN' A/opeA OIJ: '3 fPJry4 c); .(7'f L'tL/cd ç c7Qol7) '9. cr4 : ).Y'7.7) .3 9;;