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Home My WebLink AboutCT 98-10; CARLSBAD RACEWAY; A PORTION OF HYDROLOGY AND HYDRAULIC STUDY; 2003-06-20.It A PO\-\t'oV) off ; HYDROLOGY AND HYDRAULIC STUDY FOR CARLSBAD RACEWAY C.T.98-10 J.N. 981012/5 DECEMBER 20, 2002 REVISED: APRIL 17, 2003 REVISED: JUNE 20, 2003 BY O'DAY CONSULTANTS 2710 LOKER AVENUE WEST, SUITE 100 CARLSBAD, CA 92008 (760) 931-7700 J ,/ Basin 13 Desiltation Basin Calculations Qavg=CxiavgxA C= 0.45 iav9 = Pa/6 hr. Pa = 1.9 in. iav9 = 0.32 in.lhr A= ,,:2.8 ac. 0.399 cfs Vs = 0.00024 ftlsec min. As = 1995 sf actual As = ;".-~:3146'6: ,'~~: sf ". ,'.:~ Y. "n.( v< t ... ", Soil Loss Calculations A = R x K x LS x C x P R =16.55(p)2.2 p= 1.4 in. R = 34.70 K= 0.26 C= 1.0 P = 1.3 C= p= d= Area Use % Area Length Siopel Grade Slope 26 30 2:1 Pad 74 250 2.5 Ave LS = 2.77 A= 32.54 tn/yr/ac Soil Loss = 91.1 tnlyr = "~656 . cf Standpipe Calculations Q = 21.3 cfs H = 1 ft. Case 1 Q = CPH3/2 3.0 7.10 2.26 ft ft Case 2 Q = CA(2gh) 1/2 C = 0.67 A = 3.96 ft2 d = 2.25 ft Basin Dewatering Calculations LS 9.76 0.32 Ao = As(2H) 1/2 3600(T)Cd(g) 1/2 H= T= Cd = 2 40 0.6 g= 32.2 ft hr ftlsec Ao = 0.014114 tr \ .~./ Basin 14 Desiltation Basin Calculations Qavg = C x iavg x A C= 0.45 iavg = Ps/6 hr. P6 = 1.9 in. iav9 = 0.32 in.lhr A= 4 .. 5 ac. 0.64125 cfs Vs = 0.00024 ftlsec min. As = 3206 sf ~~' ~..-"-~ ..... /. actual As = .,.\ij{840, ):~:.sf ,>' ~ ... ~'f, <~ ~;" 1.)'.';; ~ Soil Loss Calculations A=RxKxLSxCxP R =16.55(p)2.2 p= 1.4 R= 34.70 K= 0.26 C= 1.0 P = 1.3 Area Use % Area Length Slope 10 40 Pad 90 400 AveLS = 1.46 A= 17.12 Soil Loss = 77.0 = 1'401 . in. C= P= d= Slopel Grade 2:1 2.5 tn/yr/ac tn/yr cf Standpipe Calculations Q:i: 34.1 cfs H = 1 ft. Case 1 Q= CPH3/2 3.0 11.37 3.62 ft ft • Case 2 Q = CA(2gh) 1/2 C = 0.67 A = 6.34 ft2 d = 2.84 ft Basin Dewatering Calculations LS 11.27 0.37 Ao = A.(2H) 112 3600(T)Cd(g) 1/2 H= T= Cd = 2 40 0.6 g= 32,2 ft hr ftlsec Ao = 0.019744 ff " t',' '. I Basin 15 Desiltation Basin Calculations Qavg = C x iavg x A C= 0.45 iavg = Psl6 hr. P6 = 1.9 in. iavg = 0.32 in.lhr A= -:6".1 ac. 0.86925 cfs As= 1.2Q Vs Vs=' 0.00024 ftIsec min. As ~ 4346 sf actual As = ,~, ~6.a26:,<,',sf ~ 'P:;t.'" ":~, t ." ": Soil Loss Calculations A=RxKxLSxCxP R =16.55(p)2.2 p= 1.4 in. R= 34.70 K= 0.26 C= 1.0 P= 1.3 C= P= d= Area Use % Area Length Slopel Grade Slope 8 50 2:1 Pad 92 500 2.5 Ave LS = 1.38 A= 16.14 tn/yr/ac Soil Loss = 98.4 tn/yr = 4,790 '. cf Standpipe Calculations Q = 45.9 cfs H = 1 ft. Case 1 Q = CPH3/2 3.0 15.30 4.87 ft ft Case 2 Q = CA(2gh) 1/2 C = 0.67 A = 8.53 ft2 d = 3.30 ft Basin Dewatering, Calculations LS 12.6 0.40 Ao = A.(2H) 1/2 3600(T)Cd(g) 1/2 H= T= Cd = 2 40 0.6 g= 32.2 ft hr ftlsec Ao = 0.025781 'ft2 e' • CARLSBAD RACEWAY CONSTRUCTION CHANGE NO~ 1 REVISION TO HYORAULIC CALCS DECEMBER 17, 2004 (,1 08"(0 .., .' • RACEIREV. RES ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) copyright 1982-2001 Advanced Engineering software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: o'Day consultants, Inc. 2710 Loker Avenue West, Suite 100 carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLSBAD RACEWAY * * REVISED NEAR DELETED WILDLIFE CROSSING * * C:\EAS2001\HYDROSOFT\RATSCX\RACE1REX.RES * ************************************************************************** FILE NAME: RACE1REV.DAT TIME/DATE OF STUDY: 14:05 12/16/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*,, indicates nodal point data used.) UPST~EAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER ' PROCESS HEAD(FT) MOMENTUM (POUNDS) DEPTH (FT) MOMENTUM(POUNDS) 115.00-2.52 Dc 1600.13 1.47* 2240.88 } FRICTION 110.50-2.52 Dc 1600.13 1. 37* 2412.75 } JUNCTION 110.,00-2.35 DC 1552.71 1.30* 235.5.24 } FRICTION 135.50-2.35 DC 1552.71 1.30* 2345.32 } JUNCTION 135.00-2.35 Dc 1552.71 1.29* 2363.48 } FRICTION 106.50-2.35 DC 1552.71 1.28* 2390.49 } JUNCTION 106.00-2.63 1472.31 1.15* 2416.18 -} FRICTION 105.50-2.32*DC 1414.43 2.32*Dc 1414;43 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 LACFCD WSPG COMPUTER PROGRAM. '****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 115.00 FLOWLINE ELEVATION = 391.33 PIPE FLOW = 61.10 CFS PIPE DIAMETER = 36.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 392.627 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 1.30 FT.) IS LESS THAN CRITICAL DEPTH( 2.52 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS -------~----------------------------------------------~-------------~---------NODE 115.00: HGL = < 392.796>; EGL= < 397.717>; FLOWLINE= < 3'91. 330> ****************************************************************************** page 1 RACEIREV.RES FLOW PROCESS FROM NODE 115.00 TO NODE 110.50 IS CODE = 1 UPSTREAM NODE 110.50 ELEVATION = 401. 50 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 61.10 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 283.50 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1.47 CRITICAL DEPTH(FT) = 2.52 =============================================================~================ UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.37 ============================================================================== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE ,FROM CONTROL (FT) 0.000 4.149 8.453 12.926 17.583 22.444 27.528 32.860 38.469 44.388 50.657 57.325 64.451 72.108 80.390 89.415 99.341 110.381 122.832 137.132 153.958 174.444 200.719 237.564 283.500 FLOW DEPTH (FT) 1.371 1.375 1.379 1.383 1. 387 1. 391 1.395 1.399 1.403 1.407 1.411 1.415 1.419 1.423 1.427 1.431 1.435 1.439 1.443 1.447 1.451 1.455 1.459 1.463 1.466 VELOCITY (FT/SEC) 19.413 19.339 19.266 19.193 19.121 19.049 18.978 18.907 18.837 18.768 18.698 18.630 18.561 18.494 18.427 18.360 18.294 18.228 18.162 18.098 18.033 17.969 17.906 17.843 17.797 SPECIFIC ENERGY(FT) 7.226 7.186 7.146 7.106 7.067 7.029 6.991 6.953 6.916 6.879 6.843 6.807 6.772 6.737 6.702 6.668 6.635 6.601 6.568 6.536 6.504 6.472 6.441 6.410 6.387 PRESSURE+ MOMENTUM(POUNDS) 2412.75 . 2404.80 2396.90 2389 .. 08 2381. 32 2373.63 2366.00 2358.44 2350.94 2343.50 2336.12 2328.81 2321. 56 2314 . .37 2307.24 2300.17 2293.16 2286.20 2279 :31 2272.47 2265.69 2258.97 2252.30 2245 :68 2240.88 NODE 110.50: HGL = < 402.871>;EGL= < 408.726>;FLOWLINE= < 401.500> ****************************************************************************** FLOW PROCESS FROM NODE 110.50 TO NODE 110.00 IS CODE = 5 UPSTREAM NODE 110.00 ELEVATION = 402.00 (FLOW IS SUPERCRITICAL) --------------------------------------------------------------~--------------- CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE ELEVATION 402.00· 401.50 UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 (CFS) (INCHES),· (DEGREES) 54.80 30.00 0.00 61.10 36.00' 5.10 24.00 45.00 402.00 1. 20 18.00 90.00 402.50 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.) 2.35 2.52 0.80 0.41 Q4*V4*COS(DELTA4))/((Al+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.06336 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.04586 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.05461 JUNCTION LENGTH = 4.00 FEET Page 2 VELOCITY (FT/SEC) 21. 346 19.419. 2.937 1.890 · , , RACEIREV.RES FRICTION LOSSES = 0.218 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.645)+( 0.000) = 1.645 NODE 110.00: HGL = < 403.295>;EGL= < 410.371>;FLOWLINE= < 402.000> ****************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 135.50 IS CODE = 1 UPSTREAM NODE 135.50 ELEVATION = 416.33 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 54.80 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 226.00 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1.29 CRITICAL DEPTH(FT) = 2.35 ============================================================================== UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.30 =========================================================~==================== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0.000 3.168 6.472 9.923 13.536 17.327 21.313 25.516 29.960 34.675 39.696 45.064 50.832 57.064 63.841 71.265 79.475 88.655 99.065 111.085 125.307 142.715 165.166 196.820 226.000 FLOW DEPTH (FT) 1.300 1.300 1.300 1.299 1.299 1.299 1.299 1.299 1.298 1.298 1.298 1.298 1.298 1.297 1.297 1.297 1.297 1.296 1.296 1.296 1.296 1.296 1.295 1.295 1.295 VELOCITY (FT/SEC) 21. 239 21. 243 21.248 21.252 21. 256 21.260 21. 265 21. 269 21. 273 21.278 21.282 21.286 21.290 21. 295 21.299 21.303 21. 307 21. 312 21. 316 21.320 21. 325 21.329 21. 333 21. 338 21.340 SPECIFIC ENERGY(FT) 8.309 8.312 8.314 8.317 8.319 8.322 8.325 8.327 8.330 8.333 8.335 8.338 8.340 8.343 8.346 8.348 8.351 8.3"54 8.356 8.359 8.361 8.364 8.367 8.369 8.371 PRESSURE+ MOMENTUM (POUNDS) 2345.32 2345.73 2346.15 2346.57 2346.99 2347.41 2347.83 2348.26 2348.68 2349.10 2349~52 2349.94 2350.36 2350.78 2351.20 2351. 63 2352.05 2352.47 2352.89 2353.32 2353.74 2354.16 2354.59 2355.,01 2355.24 ------------------------------------------------------------------~----~--:--- NODE 135.50: HGL = < 417.630>;EGL= < 424.639>;FLOWLINE= < 416.330> ,,~ **********************************************************~******************* FLOW PROCESS FROM NODE 135.50 TO NODE 135.00 IS CODE = 5 UPSTREAM NODE 135.00 ELEVATION = 416.66 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 (CFS) (INCHES) (DEGREES) ELEVATION 416.66 416.33 54.80 30.00 0.00 54.80 30.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00===Q5 EQUALS BASIN INPUT=== page 3 CRITICAL DEPTH(FT.) 2.35 2.35 0.00 0.00 VELOCITY (FT/SEC) 21.430 21.246 0.000 0.000 RACEIREV.RES LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Ql*Vl*cOS(DELTA1)-Q3*V3*COS(DELTA3)- Q4~'V4*COS(DELTA4))/((Al+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.06402 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.06257 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.06330 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.253 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HVI-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.443)+( 0.000) = 0.443 NODE 135.00: HGL = < 417.951>;EGL= < 425.082>;FLOWLINE= < 416.660> ****************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 106.50 IS CODE = 1 UPSTREAM NODE 106.50 ELEVATION = 427.24 (FLOW IS SUPERCRITICAL) ----------------------------------------------------------------------------~~ CALCULATE FRICTION LOSSES(LACFCD)= PIPE FLOW = 54.80 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 166.03 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1.29 CRITICAL DEPTH(FT) = 2.35 ============================================================================== UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.28 ============================================================================== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------DISTANCE FROM CONTROL,( FT) 0.000 3 . .247 6.630 10.160 13.852 17.720 21. 785 26.065 30.587 35.380 40.477 45.923 51. 768 58.075 64.927 72.427 80.711 89.964 100.446 112.538 126.828 144.305 166.030 FLOW DEPTH (FT) 1.278 1.279 1.279 1.280 1.281 1.281 1.282 1.282 1.283 1.284 1.284 1.285 1.285 1.286 1.286 1. 287 1.288 1.288 1.289 1.289 '1. 290 1.291 1.291 VELOCITY (FT/SEC) 21. 697 21. 684 21. 672 21. 659 21.647 21. 634 21.622 21. 609 21. 597 21. 584 21. 572 21. 559 21. 547 21. 534 21. 522 21. 509 21. 497 21.485 21.472 21.460 21.448 21.435 21.424 SPECIFIC ENERGY(FT) 8.593 8.585 8.577 8.569 8.561 8.553 8.545 8.538 8.530 8.522 8.514 8.507 8.499 8.491 8.483 8.476 8.468 8.460 8.453 8.445 ".8.437 8.430 8.422 PRESSURE+ MOMENTUM(POUNDS) 2390.49 2389.24 2388.00 2386.75 2385.51 2384.27 2383.03 2381. 80 2380;56 2379.33 2378.10 2376.87 2375.64 2374.41 2313.19 2371. 96 2370.74 2369.52 2368 .. 30 2367.08 2365 .. 87 2364.65 2363.48 ------------------------------------------~----------------~--~---------~-~---NODE 106.50: HGL = < 428.518>;EGL= < 435.833>;FLOWLINE= < 427.240> ****************************************************************************** FLOW PROCESS FROM NODE 106.50 TO NODE 106.00 IS CODE = 5 UPSTREAM NODE 106.00 ELEVATION = 427.57 (FLOW IS SUPERCRITICAL) -----~-----------------------------------------~~---------------~----------~~-CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE (CFS) (INCHES) (DEGREES) ELEVATION UPSTREAM 51.60 30.00 0.00 427.57 page 4 CRITICAL V~LOCITY DEPTH (FT.) -eFT /SEC) 2.32 23.5Ul + , , DOWNSTREAM LATERAL #1 LATERAL #2 Q5 54.80 30.00 2.20 18.00 1.00 18.00 0.00===Q5 EQUALS RACEIREV.RES 427.24 90.00 428.24 90.00 428.2·4 BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- 2.35 0.56 0.37 21.704 3.655 2.869 Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES . UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.08536 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.06621 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.07579 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.303 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.460)+( 0.000) = 1.460 ------------------------------------------------------------------------------NODE 106.00: HGL = < 428.716>;EGL= < 437.292>;FLOWLINE= < 427.570> . ****************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 105.50 IS CODE = 1 UPSTREAM NODE 105.50 ELEVATION = 440.29 (FLOW IS SUPERCRITI~AL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 51.60 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 121.32 FEET MANNING'S N =0.01300 ---------------------------------------------------------------------~------~-NORMAL DEPTH(FT) = 1.08 CRITICAL DEPTH(FT) = 2.32 ==================================================================~=========== UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) =. 2.32 ============================================================================== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0.000 0.045 0.181 0.410 0.740 1.178 1. 735 2.425 3.266 4.278 5.486 6.924 8.630 10.657 13.067 15.947 19.409' 23.607 28.759 35.187 43.394 54.223 69.262 92.088 121. 320 FLOW DEPTH (FT) 2.319 2.269 2.220 2.170 2.121 2.071 2.022 1.973 1.923 1.874 1.824 1. 775 1. 725 1.676 1.626 1.577 1. 527 1.478 1.428 1.379 1.329 1.280 1.230 1.181 1.146 VELOCITY (FT/SEC) 10.860 11.018 11.197 11. 397 11.618 11.862 12.127 12.417 12.731 13 .073 13 .443 13.843 14.278 14.749 15.260 15.816 16.420 17.079 17.798 18.585 19.449 20.399 21.449 22.611 23.493 SPECIFIC ENERGY(FT) 4.151 4.156 4.168 4.189 4.218 4.258 4.307 4.368 4.442 4.529 4.632 4.752 4.893 5.056 5.244 5.463 5.716 6.010 6.350 6.745 7.206 7.745 8.378 9.124 9.722 PRESSURE+ MOMEN,TUM(POUNDS) 1414.43 1415.63 1419·.20 1425.i3 1433.43 1444.19 1457.49 1473.46 i492.25 1514.04 1539.02 1567.44 1599.56 1635.70 1676.22 1721.52 1772.08 1828.45 . 1891. 26 i961.24 2039.27 2126.34 2223. (i8 2332.71 . 2416.18 ------------------------------------------------------------------------------ NODE 105.50: HGL = < 442.609>;EGL= < 444.441>;FLOWLINE= < 440.290> ****************************************************************************** page 5 · ~ , RACEIREV.RES UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 105.50 FLOWLINE ELEVATION = 440.29 ASSUMED UPSTREAM CONTROL HGL = 442.61 FOR DOWNSTREAM RUN ANALYSIS ============================================================================== END OF GRADUALLY VARIED FLOW ANALYSIS o page 6 · , ' R4179.RES ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: o'Day consultants, Inc. 2710 Loker Avenue West, S~ite 100 carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-86S0 ************************** DESCRIPTION OF STUDY * CARLSBAD, RACEWAY * 41+79.32 LIONSHEAD * C:\AES2001\HYDROSOFT\RATSCX\R4179.RES *************,(*****.******* * * * ************************************************************************** FILE NAME: R4179.DAT TIME/DATE OF STUDY: 07:42 12/17/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE NUMBER 115.00- } 117.00- MODEL PRESSURE PRESSURE+ FLOW PROCESS HEAD(FT) MOMENTUM (POUNDS) DEPTH (FT) 2.0S DC S94.41 1.55* PRESSURE+ MOM'ENTUM (pOUNDS) 1000.02 FRICTION 2.0S*DC S94.41 2.0S*DC 894.41 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 LACFCD WSPG COMPUTER PROGRAM. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 115.00 FLOWLINE ELEVATION = 391.S3 PIPE FLOW = 37.S0 CFS PIPE DIAMETER = 30.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 392.800 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 0.97 FT.) IS LESS THAN CRITICAL DEPTH( 2.0S FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS --~~------------~-------------------------------------------------------------NODE 115.00: HGL = < 393.3S0>;EGL= < 395. 549>;FLOWLINE= < 391.S30> ****************************************************************************** 115.00 TO NODE 117.00 IS CODE = 1 FLOW PROCESS FROM NODE UPSTREAM NODE 117.00 ELEVATION = 393.44 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 37.80 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = SO.OO FEET MANNING'S N = 0.01300 ------------------------------------------------------------------~------~---~ NORMAL DEPTH.(FT) = 1.47 CRITICAL DEPTH(FT) = 2.0S ==========================================================~=================== UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.0S ' ============================================================================== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: page 1 R4179.RES -----------------------------------------------------------------------~------DISTANCE FROM CONTROL(FT) 0.000 0.058 0.23'7 0.547 1.000 1.610 2.391 3.363 4.547 5.970 7.663 9.663 12.019 14.787 18.042 21.878 26.420 31.839 38.372 46.370 56.373 69.290 80.000 FLOW DEPTH (FT) 2.079 2.054 2.030 2.006 1.981 1.957 1.932 1.908 1.883 1.859 1.834 1.810 1. 785 1. 761 1. 737 1. 712 1.688 1.663 1.639 1.614 1. 590 1. 565 1. 551 VELOCITY (FT/SEC) 8.662 8.755 8.851 8.953 9.058 9.168 9.282 9.402 9.526 9.655 9.789 9.929 10.074 10.226 10.383 10.547 10.718 10.895 11.080 11. 273 11.474 11. 683 11.815 SPECIFIC ENERGY(FT) 3.245 3.245 3.247 3.251 3.256 3.263 3.271 3.281 3.293 3.307 3.323 3.342 3.362 3.386 3.412 3.441 3.472 3.508 3.546 3.589 3.635 3.686 3.719 PRESSURE+ MOMENTUM(POUNDS) 894.41 894.59 895.15 896.08 897.41 899.13 901. 27 903.83 906.83 910.28 914.19 918.58 923.48 928.88 934.83 941.33 948.40 956.·08 964.39 973.34 982.98 993.34 1000.02 NODE 117.00: HGL = < 395.519>;EGL= < 396. 685>;FLOWLINE= < .393.440> ******************************************************************-************ UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 117.00 FLOWLINE ELEVATION = 393.44 ASSUMED UPSTREAM CONTROL HGL = 395.52 FOR DOWNSTREAM RUN ANALYSIS ============================================================================== END OF GRADUALLY VARIED FLOW ANALYSIS o page 2 R4467L.RES ********************~********************************************************* PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) copyri ght 1982-2001 Advanced Engi neeri ng Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: o'Day consultants, Inc. 2710 Loker Avenue West, suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY *************************-* * CARLSBAD RACEWAY * * C:\AES2001\HYDROSOFT\RATSCX\R4467L.RES * * 44+66.77 L T LIONSHEAD * ************************************************************************** FILE NAME: R4467L.DAT TIME/DATE OF STUDY: 07:45 12/17/2004 ****************~************************************************************* GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE NUMBER 110.00- } 212.00- MODEL PRESSURE PRESSURE+ FLOW PROCESS HEAD (FT) MOMENTUM(POUNDS) DEPTH(FT) 0.80 35.16 0.31* PRESSURE+ MOMENTUM (POUNDS) 54.97 FRICTION 0.62*DC 31. 66 0.62*DC 31.66 -------------------------------------------------------------~--------~-------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 LACFCD WSPG COMPUTER PROGRAM. ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 110.00 FLOWLINE ELEVATION = 402.50 PIPE FLOW = 2.70 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 403.300 FEET -------------------------------------------------------------------------------NODE 110.00: HGL = < 402.813>;EGL= < 404.396>;FLOWLINE= < 402.500> *************************************************************************~**** 110.00 TO NODE 212.00 IS CODE = 1 FLOW PROCESS FROM NODE UPSTREAM NODE 212.00 ELEVATION = 404.91 (FLOW IS SUPERCRITICAL) -------------------------------------------------------------------------~---~ CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.70 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 28.00 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.30 CRITICAL DEPTH(FT) = 0.62 ===========================================================~================== UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.62 ======================================================~======================= GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0.000 FLOW DEPTH (FT) 0.623 VELOCITY (FT/SEC) 3.888 page 1 SPECIFIC EN ERGY(FT) 0.858 PRESSURE+ MOMENTUM(POUNDS) 31.66 . ~ .. e R4467L.RES 0.007 0.610 3.997 0.859 31. 68 0.027 0.597 4.113 0.860 31. 75 0.064 0.584 4.236 0.863 31.87 0.119 0.572 4.365 0.868 32.04 0.194 0.559 4.502 0.873 32.26 0.292 0.546 4.646 0.881 32.55 0.417 0.533 4.800 0.891 32.89 0.572 0.520 4.964 0.903 33.30 0.761 0.507 5.137 0.917 33.78 0.992 0.494 5.323 0.934 34.33 1.269 0.481 5.520 0.955 34.96 1.603 0.468 5.732 0.979 35.68 2.004 0.455 5.958 1.007 36.49 2 .. 485 0.442 6.201 1.040 37.41 3.064 0.429 6.463 1.078 38.43 3.764 0.416 6.744 1.123 39.58 4.619 0.403 7.049 1.175 40.86 5.672 0.391 7.378 1.236 42.28 6.991 0.378 7.736 1.308 ·43.86 8.679 0.365 8.126 1.391 45.63 10.910 0.352 8.552 1.488 47.60 14.012 0.339 9.018 1.603 49 .. 79 18.719 0.326 9.531 1. 737 52.24 27.393 0.313 10.097 1.897 54.98 28.000 0.313 10.095 1.896 54.97 NODE 212.00: HGL = < 405.533>;EGL= < 405.768>;FLOWLINE~ < 404.9l0> ******************************************************************************. UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 212.00 FLOWLINE ELEVATION = 404.91 ASSUMED UPSTREAM CONTROL HGL = 405.53 FOR DOWNSTREAM RUN ANALYSIS ======================================================================~===?==~ END OF GRADUALLY VARIED FLOW ANALYSIS o page 2 • R4467R.RES ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) copyright 1982-2001 Advanced Engineering software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: o'Day consultants, Inc. 2710 Loker Avenue West, suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** ~ CARLSBAD RACEWAY * * 44+66.77 RT LIONSHEAD * * C:\AES2001\HYDROSOFT\RATSCX\R4467R.RES * ************************************************************************** FILE NAME: R4467R.DAT TIME/DATE OF STUDY: 07:47 12/17/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE NUMBER 110.00- } 114.00- MODEL PRESSURE PRESSURE+ FLOW PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) 1.30* 136.86 0.84 PRESSURE+ MOMENTUM (POUNDS) 131. 59 FRICTION } HYDRAULIC JUMP 1.02*Dc 124.48 1.02*DC 124.48 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 LACFCD WSPG COMPUTER PROGRAM. . ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 110.00 FLOWLINE ELEVATION = 402.00 PIPE FLOW = 8.20 CFS PIPE DIAMETER = 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 403.300 FEET NODE 110.00: HGL = < 403.300>;EGL= < 403.523>;FLOWLINE= < 402.000> ****************************************************************************** 110.00 TO NODE 114.00 IS CODE = 1 FLOW PROCESS FROM NODE UPSTREAM NODE 114.00 ELEVATION = 403.13 (HYDRAULIC JUMP OCCURS) -----------------------------------------,-------------~----------------------- CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 8.20 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 113.00 FEET MANNING'S N = 0.01300 --------------------------------------------------------------~----------------HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESWLTS NORMAL DEPTH(FT) = 0.83 CRITICAL DEPTH(FT) = 1.02 ===================================================================~======~=== . UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.02 ============================================================================== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ page 1 CONTROL (FT) 0.000 0.021 0.087 0.203 0.372 0.600 0.894 1.261 1.709 2.248 2.891 3.652 4.549 5.604 6.845 8.307 10.038 12.101 14.588 17.627 21. 424 26.319 32.952 42.759 60.350 113 .000 (FT) 1.020 1.012 1.005 0.997 0.990 0.982 0.975 0.967 0.960 0.952 0.945 0.937 0.930 0.922 0.915 0.908 0.900 0.893 0.885 0.878 0.870 0.863 0.855 0.848 0.840 0.840 R4467R.RES (FT/SEC) 5.091 5.138 5.187 5.237 5.287 5.339 5.391 5.445 5.499 5.555 5.612 5.670 5.729 5.789 5.851 5.914 5.978 6.044 6.111 6.179 6.249 6.321 6.394 6.468 6.545 6.549 ENERGY(FT) 1.422 1.423 1.423 1.423 1.424 1.425 1.426 1.428 1.430 1.432 1.434 1.437 1.44"0 1.443 1.447 1.451 1.455 1.460 1.465 1.471 1.477 1.483 1.490 1.498 1.506 1. 506 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS • MOMENTUM (POUNDS) 124.48 124.49 124.52 124.58 124.65 124.75 124.87 125.02 125.19 125.38 125.60 125.84 126.11 126.40 126.73 127.08 127.45 127.86 128.29 128.76 129.26 129.78 130.34 . 130.93 131. 56 131. 5~ ============================================================================== DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.30 ============================================================================== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 0.875 1. 736 2.583 3.415 4.231 5.030 5.812 6.573 7.315 8.034 8.730 9.401 10.045 10.659 11. 242 11.791 12.302 12.773 13.199 13.577 13 .902 14.167 14.367 14.494 14.538 113 .000 FLOW DEPTH (FT) 1.300 1.289 1.278 1.266 1.255 1.244 1.233 1.222 1.210 1.199 1.188 1.177 1.165 1.154 1.143 1.132 1.121 1.109 1.098 1.087 1.076 1.065 1.053 1.042 1.031 1.020 1.020 VELOCITY (FT/SEC) 3.792 3.830 3.869 3.909 3.950 3.991 4.034 4.078 4.123 4.169 4.216 4.264 4.314 4.365 4.417 4.470 4.525 4.582 4.639 4.699 4.760 4.822 4.887 4.953 5.021 5.091 5.091 page 2 SPECIFIC ENERGY(FT) 1. 523 1.517 1. 510 1. 504 1.498 1.491 1.486 1.480 1.474 1.469 1.464 1.459 1.455 1.450 1.446 1.442 1.439 1.436 1.433 1.430 1.428 1.426 1.424 1.423 1.423 1.422 1.422 PRESSURE+ MOMENTUM(POUNDS) 136.86 135.96 135.08 i34.24 133.43 132.65 131. 90 131.18 130.50 '129.85 129.23 128.65 128.10 127·.--58 127.11 126.67 126.26 125.90 125.57 125.29 125.05 124.85 124.69 124.57 124.50 i24.48 124 .. 48 R4467R.RES ------------------------END OF HYDRAULIC JUMP ANALYSIS------------------------I PRESSURE+MOMENTUM BALANCE OCCURS AT 5.37 FEET UPSTREAM OF NODE 110.00 I I DOWNSTREAM DEPTH = 1.228 FEET, UPSTREAM CONJUGATE DEPTH = 0.840 FEET I -------------------------------------------------------------------.---~-------NODE 114.00: HGL = < 404.150>;EGL= < 404.552>;FLOWLINE= < 403.130> *****************************************************************************, UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 114.00 FLOWLINE ELEVATION = . 403.13 ASSUMED UPSTREAM CONTROL HGL = 404.15 FOR DOWNSTREAM RUN ANALYSIS ============================================================================== END OF GRADUALLY VARIED FLOW ANALYSIS o page 3 R4875L. RES ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) copyright 1982-2001 Advanced Engineering software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: o'Day consultants, Inc. 2710 Loker Avenue West, suite 100 carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLSBAD RACEWAY * * 48+75.00 LT LIONSHEAD * * C:\AES2001\HYDROSOFT\RATSCX\R4875L.RES * ************************************************************************** FILE NAME: R4875L.DAT TIME/DATE OF STUDY: 07:49 12/17/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: n*n indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE NUMBER 106.00- } 109.00- MODEL PRESSURE PRESSURE+ FLOW PROCESS HEAD(FT) MOMENTUM (POUNDS) DEPTH(FT) 0.71 DC 44.24 0.39* PRESSURE+ MOMENTUM (POUNDS) 68.91 FRICTION 0.71*DC 44.24 0.71*DC MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON rHE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. 44.24 ******************************************************************************' DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 106.00 ' FLOWLINE ELEVATION = 428.24 PIPE FLOW = 3.50 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 428.720 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 0.48 FT.) IS LESS THAN CRITICAL DEPTH( 0.71 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 106.00 ,: HGL = < 428.629>; EGL= < 430.067>; FLOWLINE= < 428.240> ****************************************************************************** 106.00 TO NODE 109.00 IS CODE = 1 FLOW PROCESS FROM NODE UPSTREAM NODE 109.00 ELEVATION = 429.24 (FLOW IS SUPERCRITICAI..) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.50 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 5.26 FEET MANNING'S N = 0.01300 ------------------------------------------------------------------~~----------NORMAL DEPTH(FT) = 0.28 CRITICAL DEPTH(FT) = 0.71 ======================================================~======================= UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.71 =============================================================.=========;:::======= GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: page 1 '\ , . • R4875L. RES -----------~------------------------------------------------------------------DISTANCE FROM CONTROL(FT) 0.000 0.005 0.019 0.045 0.083 0.136 0.206 0.296 0.408 0.547 0.717 0.925 1.178 1.485 1.858 2.314 2.874 3.567 4.435 5.260 FLOW DEPTH (FT) 0.714 0.696 0.679 0.662 0.644 0.627 0.610 0.592 0.575 0.558 0.540 0.523 0.506 0.488 0.471 0.454 0.436 0.419 0.402 0.389 VELOCITY (FT/SEC) 4.220 4.356 4.501 4.656 4.822 4.999 5.188 5.392 5.611 5.847 6.103 6.379 6.680 7.007 7.365 7.756 8.187 8.663 9.190 9.622 SPECIFIC ENERGY(FT) 0.990 0.991 0.994 0.999 1.006 1.015 1.028 1.044 1.064 1.089 1.119 1.155 1.199 1.251 1.314 1.389 1.478 1. 585 1. 714 1.827 PRESSURE+ MOMENTUM(POUNDS) 44.24 44.28 44.41 44.64 44.96 45.39 45.93 46.60 47.40 48.34 49 .. 44 50·.71 52.17 53.84 55.74 57.90 60.34 63.12 66.28 68,'91 NODE 109.00: HGL = < 429.954>;EGL= < 430.230>;FLOWLINE= < 429.240> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 109.00 FLOWLINE ELEVATION = 429.24 ASSUMED UPSTREAM CONTROL HGL = 429.95 FOR DOWNSTREAM RUN ANALYSIS ============================================================================== END OF GRADUALLY VARIED FLOW ANALYSIS o page 2 • R4875R.RES *************************************************************************~**** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (c) copyright 1982-2001 Advanced Engineering software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: o'Day consultants, Inc. 2710 Loker Avenue West, Suite 100 carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLSBAD RACEWAY * * 48+75.00 RT LIONSHEAD * * C:\AES2001\HYDROSOFT\RATSCX\R4875R.RES . * ************************************************************************** FILE NAME: R4875R.DAT TIME/DATE OF STUDY: 08:15 12/17/2004 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: n*n indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE NUMBER 106.00- } 103.00- MODEL PRESSURE PRESSURE+ FLOW PROCESS HEAD (FT) MOMENTUM(POUNDS) DEPTH(FT) 1.10 DC 131.77 0.63* PRESSURE+ MOMENTUM (POUNDS) 186.41 FRICTION 1.10*DC 131. 77 1.10*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 LACFCD WSPG COMPUTER PROGRAM. 131.77 ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 106.00 FLOWLINE ELEVATION = 428.24 PIPE FLOW = 8.00 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 428.720 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 0.48 FT.) IS LESS THAN CRITICAL DEPTH( 1.10 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS -----------------------------------------------------------------------"-----~-NODE 106.00: HGL = < 428.874>;EGL= < 430.844>;FLOWLINE= < 428.240> ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 103.00 106.00 TO NODE 103.00 IS CODE = 1 . ELEVATION = 430.51 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 8.00 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 43.23 FEET MANNING'S N = 0.01300 -------------------------------------------------------------------~---------- NORMAL. DEPTH(FT) = 0.60 CRITICAL DEPTH(FT) = 1.10 ============================================================================== UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.10 =========~=============================================================~=~===~ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: Page 1 DISTANCE FROM CONTROL(FT) 0.000 0.017 0.070 0.162 0.299 0.486 0.729 1.035 1.412 1.871 2.424 3.087 3.877 4,.819 5.941 7.281 8.890 10.836 13.216 16.172 19.923 24.838 31. 612 41.802 43.230 FLOW DEPTH (FT) 1.096 1.076 1.056 1.036 1.016 0.996 0.976 0.956 0.936 0.916 0.896 0.876 0.856 0.836 0.816 0.796 0.776 0.756 0.736 0.716 0.696 0.676 0.655 0.635 0.634 R4875R.RES VELOCITY (FT/SEC) 5.782 5.897 6.018 6.145 6.280 6.422 6.572 6.731 6.900 7.078 .7.267 7.467 7.679 7.905 8.146 8.402 8.675 8.967 9.279 9.614 9.973 10.359 10.776 11. 225 11.261 SPECIFIC ENERGY(FT) 1.615 1.616 1.618 1.622 1.628 1.636 1.647 1.660 1.675 1.694 1. 716 1. 742 1. 772 1.807 1.847 1.892 1.945 2.005 2.073 2.152 2.241 2.343 2.460 2.593 2.604 • PRESSURE+ MOMENTUM(POUNDS) 131. 77 131.84 132.03 132.37 132.85 133.48 134.28 13'5.24 136.39 137.72 139.26 141.01 142.98 145.21 147.69 150.46 153.52 156.92 160.66 164.80 169.35 174.35 179.86 185.92 186.41 NODE 103.00 : HGL = < 431.606>;EGL= < 432.125>;FLOWLINE= < 430.510> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NbDENUMBER = 103.00 FLOWLINE ELEVATION = 430.51 ASSUMED UPSTREAM CONTROL HGL = 431.61 FOR DOWNSTREAM RUN ANALYSIS ==================================================================~=========== END OF GRADUALLY VARIED FLOW ANALYSIS o page 2 RADER04.RES ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Refere"nce: WSPG COMPUTER MODEL HYDRAULICS CRITERION) (C) copyright 1982-2001 Advanced Engineering software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1423 Analysis prepared by: o'Day consultants, Inc. 2710 Loker Avenue West, suite 100 carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 ************************** DESCRIPTION OF STUDY ************************** * CARLSBAD RACEWAY * * REVISED SD A * * C:\AES2001\HYDROSOFT\RATSCX\RACER04.RES * ************************************************************************** FILE NAME: RACER04.DAT TIME/DATE OF STUDY: 08:28 01/06/2005 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*,, indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RiJN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD (FT) MOMENTUM (POUNDS) DEPTH (FT) MOMENTUM(POUNDS) 413.00-4.53 DC 9209.09 2.61:'< 13009.95 } FRICTION 412.50-4.53 DC 9209.09 2.91* 11662.73 } JUNCTION 412.00-5.29 8814.56 2.58* 11535.29 } FRICTION 411.50-4.39 DC 8347.86 3.40* 9092.81 } JUNCTION 411.00-4.34 DC 8048.32 3.31* 8842.01 } FRICTION 410.50-4.33*DC 8048.31 4.33*DC 8048.32 } JUNCTION 410.00-7.45* 10923.66 2.45 10602.85 } FRICTION } HYDRAULIC JUMP 109.80-7.07 10453.52 2.31* 11277.67 } JUNCTION 409.70-'-6.77 10084.75 2.32* 11242.52 } FRICTION 409.50-4.22*DC 7538.21 4.22*DC 7538.21 - - - -"",:"":,,.,,:,,"--.---- - - - - - ------ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --.. ":::".--.!!""_--------- ---- - - -~ -- 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 LACFCD WSPG COMPUTER PROGRAM. ***************************************************************************~** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 413.00 FLOWLINE ELEVATION = 329.50 PIPE FLOW = 265.00 CFS PIPE DIAMETER = 66.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 333.900 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 4.40 FT.) IS LESS THAN CRITICAL DEPTH( 4.53 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS page 1 • RADER04.RES NODE 413.00: HGL = < 332.111>;EGL= < 340.939>;FLOWLINE= < 329.500> ****************************************************************************** FLOW PROCESS FROM NODE 413.00 TO NODE 412.50 IS CODE = 1 UPSTREAM NODE 412.50 ELEVATION = 333.00 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 265.00 CFS PIPE DIAMETER = 66.00 INCHES PIPE LENGTH = 66.00 FEET MANNING'S N = 0.01300 -----------------------------------------------------------------"----~--------NORMAL DEPTH(FT) = 2.22 CRITICAL DEPTH(FT) = 4.53 ============================================================================== UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.91 ============================================================================== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 4.196 8.674 13.461 18.588 24.090 30.006 36.385 43.280 50.75.9 58.897 66.000 FLOW DEPTH (FT) 2.908 2.880 2.853 2.825 2.798 2.770 2.743 2.715 2.688 2.660 2.633 2.611 VELOCITY (FT/sEC) 20.783 21.032 21.288 21. 550 21.818 22.093 22.375 22.665 22.962 23.267 23.580 23.836 SPECIFIC ENERGY(FT) 9.619 9.754 9.894 10.041 10.194 10.354 10.522 10.697 10.880 11.072 11.272 11.439 PRESSURE+ MOMENTUM(POUNDS) 11662.73 11769.02, 11878.74 l1991.99 12108.90 12229.56 12354.11 12482.67 12615.37 12752.34 12893.74 13009.95 NODE 412.50: HGL = < 335.908>;EGL= < 342.619>;FLOWLINE= < 333.000> ****************************************************************************** FLOW PROCESS FROM NODE 412.50 TO NODE 412.00 IS CODE = 5 UPSTREAM NODE 412.00 ELEVATION = 333.33 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 (CFS) (INCHES) 247.10 66.00 265.00 66.00 17.90 24.00 0.00 0.00 ANGLE (DEGREES) 0.00 FLOWLINE ELEVATION 333.33 333.00 90.00 336.50 0.00 0.00 Q5 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY="(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- CRITICAL DEPTH(FT.) ·4.39 4.53 1. 52 0.00 Q4*V4*COS(DELTA4)) I( (A1+A2)*16-.·1)+FRICTION LOSSES "('P" UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.02682 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.02066 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02374 JUNCTION LENGTH = 4.00 FEET VELOCITY (FT/sEC) 22.530 20.790 6.968 0.000 FRICTION LOSSES = 0.095 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.177)+( 0.000) = 1.177 NODE 412.00: HGL = < 335.914>;EGL= < 343.796>;FLOWLINE= <. 333.330> ****************************************************************************** FLOW PROCESS FROM NODE 412.00 TO NODE 411.50 IS CODE = 1 UPSTREAM NODE 411.50 ELEVATION = 340.77 (FLOW IS SUPERCRITICAL) page 2 • RADERO'4.RES . CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 247.10' CFS PIPE DIAMETER = 66.0'0' INCHES PIPE LENGTH = 214.0'0' FEET MANNING'S N = 0'.0'130'0' NORMAL DEPTH(FT) = 2.40' CRITICAL DEPTH(FT) = 4.39 ============================================================================== UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 3.40' ============================================================================== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ----------------------------------------------------------------~---------~--- DISTANCE FROM CONTROL (FT) 0'.0'0'0' 3.0'94 6.471 10'.156 14.183 18.588 23.412 28.70'3 34.521 40'.931 48.0'16 55.874 64.624 74.416 85.439 97.935 112.224 128.739 148.0'88 171.162 199.342 214.0'0'0' FLOW DEPTH (FT) 3.40'0' 3.360' 3.320' 3.280' 3.240' 3.20'0' 3.160 3.120' 3.0'80' 3.0'40' 3.0'0'0' 2.960' 2.920' 2.880' 2.840' 2.80'0' 2.760' 2.721 2.681 2.641 2.60'1 2.584 VELOCITY (FT/SEC) 16.0'21 16.246 16.479 16.719 16.967 17.223 17.488 17.761 18.0'44 18.336 18.639 18.952 19.276 19.612 19.960' 20'.320' 20'.694 21.0'83 21. 485 21.90'4 22.339 22.523 SPECIFIC ENERGY (FT) 7.388 7.461 7.539 7.623 7.713 7.80'9 7.912 8.0'21 8.139 8.264 8.398 8.541 8.694 8.856 9.0'30' 9.216 9.415 9.627 9.853 10'.095 10'.354 10'.466 PRESSURE+ MOMENTUM (POUNDS) 90'92.81 9162.59 9236.37 9314.28 9396.49 9483.14 9574.41 9670'.47 9771. 50' 9877.72 9989.32 10'10'6.54 10'229.60' 10'358.76 10'494.29 10'636.46 10'785.60' 10'942.0'1 1110'6.0'4 11278.0'7 11458.48 11535.29 NODE 411.50': HGL = < 344.17O'>;EGL'= < 348.158>;FLOWLINE= < 340'.770'> ****************************************************************************** FLOW PROCESS FROM NODE 411.50' TO NODE 411.0'0' IS CODE = 5 UPSTREAM NODE 411.0'0' ELEVATION = 341.10' (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE ELEVATION 341.10' 340'.77 UPSTREAM OOWNSTREAM LATERAL #1 LATERAL #2 Q5 (CFS) (INCHES) (DEGREES) 240'.70' 66.0'0' 0'.0'0' 247.10' 66.00' 6.40' 18.0'0' 75.0'0' 342.52 0'.0'0' 0'.0'0' 0'.0'0' 0'.0'0' O'.O'O'===Q5 EQUALS BASTN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: CRITICAL DEPTH(FT.) 4.33 4.39 0'.98 0'.0'0' DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0'.0'130'0'; FRICTION SLOPE = 0'.0'1123 DOWNSTREAM: MANNING'S N = 0'.0'130'0'; FRICTION SLOPE = 0'.0'10'96 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0'.0'1110' JUNCTION LENGTH = 4.0'0' FEET VELOCITY (FTjSEC) 16.0'87 16.0'26 3.622 0'.0'0'0' FRICTION LOSSES = 0'.0'44 FEET ENTRANCE LOSSES = 0'.0'0'0 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0'.276)+( 0'.0'0'0') = 0'.276 NODE 411.0'0': HGL = < 344.415>;EGL= < 348.433>;FLOWLINE= < 341.10'0'> page 3 .-• RADER04.RES ****************************************************************************** FLOW PROCESS FROM NODE 411.00 TO NODE 410.50 IS CODE = 1 UPSTREAM NODE 410.50 ELEVATION = 344.00 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 240.70 CFS PIPE DIAMETER = 66.00 INCHES PIPE LENGTH = 225.00 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 3.17 CRITICAL DEPTH(FT) = 4.33 ============================================================================== UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 4.33 ============================================================================== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL (FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) - 0.000 4.329 11. 995 6.565 8048.32 0.172 4.283 12.122 6.566 8049.87 0.659 4.236 12.254 6.569 8054.14 1.487 4.190 12.390 6.575 8061.20 2.690 4.144 12.531 6.584 8071.12 4.303 4.097 12.677 6.594 8083.98 6.369 4.051 12.828 6.608 8099.8'5 8.939 4.005 12.984 6.624 8118.82 12.072 3.958 13.146 6.643 8140.98 15.836 3.912 13.313 6.666 8166.43 20.316 3.866 13.486 6.692 '8195.27 25.613 3.819 13.665 6.721 8227.59 31.852 3.773 13.851 6.754 8263.52 39.186 3.727 14.042 6.791 8303.,17 47.810 3.680 14.241 6.831 8346.67 57.977 3.634 14.447 6.877 8394.15 70.016 3.588 14.660 6.927 8445.75 84.377 3.541 14.881 6.982 8501.62 101.690 3.495 15.109 7.042 8561. 91 122.877 3.449 15.346 7.108 -8626.79 149.372 3.402 15.592 7.180 8696.45 183.572 3.356 15.847 7.258 8771.06 225.000 3.315 16.082 7.333 8842.01 -----------------------------------------------------------------~---~------~-NODE 410.50 : HGL = < 348.329>;EGL= < 350. 565>;FLOWLINE= < 344.000> ****************************************************************************** FLOW PROCESS FROM NODE 410.50 TO NODE 410.00 IS CODE = 5 UPSTREAM NODE 410.00 ELEVATION = 344.58 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 (CFS) (INCHES) 221. 80 60.00 240.70 66.00 18.90 24.00 0.00 0.00 ANGLE FLOWLINE (DEGREES).---ELEVATION 80.00 344.58 344.00 0.00 345.25 0.00 0.00 Q5 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- CRITICAL DEPTH(FT.) 4.22 4.33 1. 56 0.00 Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00725 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00555 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00640 JUNCTION LENGTH = 7.00 FEET page 4 VELOCITY (A/SEC) 11.296 11. 989 6.016 0.000 .. • RADER04.RES FRICTION LOSSES = 0.045 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 3.449)+( 0.000) = 3.449 NODE 410.00: HGL = < 352.033>;EGL= <. 354.014>;FLOWLINE= < 344.580> ****************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 109.80 IS CODE = 1 UPSTREAM NODE 109.80 ELEVATION = 345.38 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 221.80 CFS PIPE DIAMETER = 60.00 INCHES PIPE LENGTH = 57.40 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 3.15 CRITICAL DEPTH(FT) = 4.22 ============================================================================== UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.31 ============================================================================== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0.000 13.833 27.951 42.383 57.160 57.400 FLOW DEPTH (FT) 2.312 2.345 2.379 2.412 2.445 2.446 VELOCITY (FT/SEC) 24.973 24.514 24.071 23."644 23.231 23.224 SPECIFIC ENERGY(FT) 12.002 11. 682 11.381 11. 098 10.831 10.827 PRESSURE+ MOMENTUM(POUNDS) 11277.67 11098.92 10927.50 10763.06 10605.29 10602.85 -------------------------------------------------------------------------~---- HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS ============================================================================== DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 7.45 ============================================================================== PRESSURE FLOW PROFILE COMPUTED INFORMATION: --------------------------~---------------------------------------------------DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL (FT) HEAD(FT) (FT /SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 7.453 11.296~ 9.434 10923.66 57.400 7.069 11.296 9.051 10453.52 ------------------------END OF HYDRAULIC JUMP ANALYSIS------------------------I PRESSURE+MOMENTUM BALANCE OCCURS AT 16.94 FEET UPSTREAM OF NODE 410.00 I I DOWNSTREAM DEPTH = 7.340 FEET, UPSTREAM CONJUGATE DEPTH = 2.408 FEET I NODE 109.80: HGL = < 347.692>;EGL= < ·357.382>;FLOWLINE= < 345.380> ****************************************************************************** 409.70 IS CODE = 5 FLOW PROCESS FROM NODE· 409.80 TO NODE ·····UPSTREAM NODE 409.70· ELEVATION = 345.71 (FlOW IS SUPERCRITICAL) , . -----------------------------------------------------------------------~------CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 (CFS) (INCHES) (DEGREES) ELEVATION 345.71 345.38 221.80 60.00 0.00 221. 80 60.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES page 5 CRITICAL DEPTH(FT .) 4.22 4.22 0.00 0.00 VELOCITY (FT/SEC) 24.891 24.981 0.000 ·0.000 • RADER04.RES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03762 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03798 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.03780 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.151 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (DY+HV1-HV2)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.267)+( 0.000) = 0.267 NODE 409.70: HGL = < 348.029>;EGL= < 357.649>;FLOWLINE= < 345.710> ****************************************************************************** FLOW PROCESS FROM NODE 409.70 TO NODE 409.50 IS CODE = 1 UPSTREAM NODE 409.50 ELEVATION = 358.00 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 221.80 CFS PIPE DIAMETER = 60.00 INCHES PIPE LENGTH = 262.00 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 2.18 CRITICAL DEPTH(FT) = 4.22 ============================================================================== UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 4.22 ============================================================================== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL (FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 4.223 12.534 6.664 7538.21 0.098 4.141 12.752 6.668 7542.46 0.402 4.059 12.987 6.680 7555.41 0.932 3.977 13 .239 6.701 7577.40 1. 710 3.896 13.509 6.731 7608.83 2.763 3.814 13.798 6.772 7650.14 4.125 3.732 14.107 6.824 7701. 84 5.833 3.650 14.437 6.889 7764.50 7.934 3.568 14.790 6.967 7838.76 10.484 3.487 15.167 7.061 7925.32 13.550 3.405 15.570 7.171 8024.99 17.215 3.323 16.001 7.301 8138.64 21. 581 3.241 16.462 7.452 8267.27 26.777 3.160 16.956 7.627 8411.99 32.966 3.078 17.486 7.829 8574.04 40.361 2.996 18.055 8.061 8754.82 49.242 2.914 18.666 8.328 8955.90 59.995 2.832 19.323 8.634 9179.08 73.158 2.751 20.032 8.986 9426.37 89.527 2.669 20.798 9.390 9700.10 110.340 2.587 21. 626 9.854 10002.88 137.674 2.505 22.524 10.388 10337.76 175.431 2.424 23.500 11.004 10708.21 232.389 2.342 ~W' 24.564 11. 717 . 11118.29 262.000 2.319 24.883 11. 939 11242.52 ------------------------------------------------------------------------------NODE 409.50 : HGL = < 362.223>;EGL= < 364.664>;FLOWLINE= < 358.000> ****************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 409.50 FLOWLINE ELEVATION = 358.00 ASSUMED UPSTREAM CONTROL HGL = 362.22 FOR DOWNSTREAM RUN ANALYSIS ============================================================================== END OF GRADUALLY VARIED FLOW ANALYSIS o page 6 .... ~. ----.--~--------~----- " -IN.? x -tltlB NOTE/! All EXIST POWER POLES HfTHIN GRAOING AREA TO 8E REMOVED NOTE/! ElECTRONIC OATA fiLES ARE FOR REFERENCE ONL Y ANO ARE NOT TO 8E USED FOR HORIZONTAL OR VERTlCAL SURVEY CONTROL ©2003 a'Day Consultants, Inc. 2710 Loker Avenue West Suite 100 Car/sbad. Callfornio 92008 760-931-7700 Fax' 760-931-8680 www odoyconsultonts com CIVil Engmeenng Planning Processing Surveying ----------------_._------ DESIGNED BY: .LA.",.B,-. ---,._ DATE: SEPT. 2002 "AS-BUILT DRAWN BY: T.G. SCALE: ,. = 50' PROJECT MGR.; T.O.C. JOB NO.: 98--1 012-04 1-____ ~ ______ ___1 P.E. EXP. ___ _ ENGINEER OF WORK: REVIEWED BY: DATE: llMOlHY 0. CARRou.. Jl. RCE: 55381 INSPECTOR " 4711'" "M85 / ." ---- " BENCHMARK: DESCRIPTION: STANDARD STREET SURVEY MONUMENT LOCATION: APPROX. 1400 FEET SOUTH OF PALOMAR DATE AIRPORT ROAD ON CENTERLINE OF R CAMINO REAL RECORD FROM: NORTH COUNTY VERTICAL CONTROL DA TA R-1800 308+76 DATE ELEVATION: 297.25 M.s.L. DAruM: NGVD 1929 , . ! I J t- o , , . , , . . , <>----\ -' ,"--~ ! I \ -.f71.{) ;..,,;;.-N 11 000 7.iJB Ac ' . , i I o • I I -... ~ 'I .. / , , .. , .. ~.:':.--::.-=.! ," I • \ \ , "SOIl? - -.. ;~:-... -~-............... '" -~----.. ~"'''''' < . ~--" -.... ~ .. _-{ /"" 200' I HYDROLOGY SHEET 2 ~--r__+--------------------+-~~-+--~~ISHEETI CITY OF CARLSBAD I SH,E4ETS I ENGINEERING DEPARTMENT GHAOING PlANS FOR: CARLSBAD RACEWAY CT98-10 APPROVED llOYO B. HUBBS PE 23889 EXP: 12-31-05 CITY ENGINEER --=D-AT~E-- CITY APPROVAL DATE INITIAL ENGINEER OF WORK DATE INITIAL DWN BY: __ _ CHKD BY: __ _ RVWD BY: DRAWING NO. 409-fA DATE INITIAL REVISION DESCRIPTION OTHER APPROVAL PROJECT NO. c.T. 98-fO G,\JOBS\971035\9735H'r'D2 D\lG 12-19-02 7137,08 0.1'1 PST :<REf'S: 9735AG; 9735hyd. 9735agrd. 9735autl: 9735topo: 98227U1l.; 9822PlAN PSI>: 9735TO.J u, 'JU < ~J2.!J ''''' / , / // ', .. --.-•.•.• ,_., ..................... ~ / / " 46!U / NOTE!! ALL EXIST POWER POLES HfTHIN GRADING AREA TO BE REMOVED NOTEII ElECTRONIC DATA flLES ARE FOR REFERENCE ONLY AND ARE NOT TO BE USED FOR HORIZONTAL OR £tERT/CAL SUR£tEY CONTROL. ©2003 O'Day Consultants, Inc. / / , " 2710 Loker Avenue Wast Suite 100 Carlsbad. Callforma 92008 760-931-7700 Fax 760-931-8680 www odoyconsultants com Civil Engineenng Planning Processing Surveying DESIGNED BY: A.B. DATE: SEPT. 2002 "AS-BUILT DRAWN BY: T.G. SCALE: l' = 50' PROJECT MGR.: T.O.C. JOB NO.:98-1012-04 1----------------1 P.E. EXP. ___ _ ENGINEER Of WORK: REVIEWED BY: DATE: TIMOTHY O. CARROll, .Il. RCE: 55381 INSPECTOR " DATE DATE BENCHMARK: DESCRIPTION: STANDARD SlREET SURVEY MONUMENT LOCATION. APPROX. 1400 FEET SOUTH OF PALOMAR AIRPORT ROAD ON CENTERLINE OF EL CAMINO REAL RECORD FROM: NORTH COUNTY VERTICAL CONTROL DATA R-IBOO 308+76 ELEVATION' 297.25 M.s.L. DATUM. NGVD 1929 " 'IN.? .. , , .. \ / ~--. o· I 100i SCAlE: l' = 100' , , 200' ! ~ • ~ ~ ~ (I) ~ (I) HYDROLOGY SHEET 1 r-__ r--+ ____________________ +-__ ~-+--~~ISHEETI CITY OF CARLSBAD IsH,E~sl ENGiNEERING DEPARTMENT If' CATE INITIAL ENGINEER OF WORK REVISION DESCRIPTION GI\J[]BS\97103S\.Sl73:5HYDl n ...... G 12-24-02 7rl3141 0.1'\ PST XREFS: 9735AG; 9735hy:l; 97J5agrd. 9735autl. 9715tcpo; 9B22PLAN DATE INITIAL CATE INITIAL OTHER APPROVAl CITY APPROVAL GRADING PLANS FOR: CARLSBAD HAC£WA r eTgB-to APPROVED llOYD B. HUBBS PE 23889 EXP: 12-31-05 CITY ENGINEER --=DCC"A=TE=--- OWN BY: PROJECT NO. DRAWING NO. CHKD BY: __ _ RVWD BY: C.T. 98-10 409-1A pSI): 9735T03