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HomeMy WebLinkAbout3188; College Boulevard Extension; Hydrology & Hydraulic for Palomar Business Park Unit 3; 1984-03-09"WW RATIONAL METHOD HYDROLOGY COMPUTER PR0(3RAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1931 HYDROLOGY MANUAL (C) Copyright 1982 Advanced Engineering Software CAESl Especial iy prepsired -for: RICK ENGINEERING COMPANY *;ic;)c;i(;t:*****DESCRIPTION OF RESULTS-1i*************^*****^f:****'t^ =i«****** =^ * PALOMAR BUSINESS PARK UNIT 3 * * E COLLEGE AREA ; - t MARCH 9, 1934 ' * **************************************************************************** USER SPEcipiED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 50,00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 13-00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = .90 •• RAINFALL-INTENSITY ADJUSTMENT FACTOR = 1.000 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORM.ATION USED SPECIFIED CONSTANT RUNOFF COEFFICIENT = .350 Advanced Engineering Software C,AES3 SERIAL No. AO127A REV. 2.0 RELEASE DATE:10/01/3 r\r-\ **************************************************************************** FLOW PROCESS FROM NODE 401,10 TO NODE 401.20 IS CODE = 2 >.>»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< , *USER SPECIFIED(GLOBAL); INDUSTRIAL.DEVELOPMENT RUNOFF COEFFICIENT = ;8500 INITIAL SUBAREA FLOW-LENGTH(FEET) - 70.00 UPSTREAM ELEVATION = 295.00 DOWNSTREAM ELEVATION = 271.00 ELEVATION DIFFERENCE>= 24.00 . URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) = 4.771 ' *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 5~MINUTES 50 YEAR RAINFALL INTENSITY(INCH/HOUR) - 4.100 SUBAREA RUNOFF(CFS) = .42 TOTAL AREA(ACRES) = .12 TOTAL RUN0FF(CF3) - .42 **************************************************************************** .FLOW.PROCESS FROM NODE 401.20 TO NODE 401,00 IS CODE = 6 >>>>>CQMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION - 271.00 DOWNSTREAM ELEVATION 233.00 STREET LENGTH (FEET) = 1100,00 CURB HE I GTH (INCHES) - 6, . STREET HALFWI DTH(FEET) = 30,00 STREET CROSSFALL(DEC IMAL) = .0200 SPECIFIED NUMBER OF HALF3TREET3 CARRYING RUNOFF = 1 **TRHVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.36 STREET FLOWDEPTH(FEET) = .31 HALFSTREET FLGODWIDTH(FEET) - 9.0/ AVERAGE FLOW VELOCITY(FEET/SEC.) ^ 4.10 PRODUCT OF DEPTH-WELQCITY - 1.26 STREETFLOW TRAVELTIME(MIN) - 4.47 TC(MIN) = 9.47 50 YETAR RAINFALL INTENSITY (INCH/HOUR) - 3.337 *USER SPECIFIED(GLOBAL) : INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT „ 3500 SUBAREA AREA(ACRES) - 2.42 SUBAREA RUNOFF(CFS) - 6.36 SUMMED AREA (ACRES) - 2.54 TOTAL RUNOFF (CFS) / . 23 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) - .33 HALFSTREET FLGODWIDTH(FEET) - 12.63 FLOW VELOCITY (FEET/SEC. ) === 4.25 DEPTH*VELnciTY 1.61 **************************************************************************** FLOW PROCESS FROM NODE 401.00 -TO NODE 404.00 IS CODE - 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 13.0 INCH PIPE IS 11.4 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) 6.2 UPSTREAM NODE ELEVATION = 230.39 DOWNSTREAM NODE ELEVATION = 229.57 FLOWLENGTH(FEET) = 82„00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 13.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) 7. 28 TRAVEL TIME(MIN,) = .22 TC(MIN.) = 9,69 **************************************************************************** FLOW PROCESS FROM NODE 404,00 TO NODE 404,00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) =9,69 RAINFALL INTENSITY (INCH./HOUR) = 3.31 TOTAL STREAM AREA (ACRES) = 2,54 TOTAL STREAM RUNOFF<CFS) AT CONFLUENCE = 7,23 **************************************************************************** FLOW PROCESS FROM |v]ODE 402.10 TO NODE 402.00 IS CODE - 2 . >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(GLOBAL): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = .01 UPSTREAM ELEVATION = 273.10 DOWNSTREAM ELEVATION = 273.00 *CAUTIDN! SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 5~MINUTb3 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.100 SUBAREA RUNOFF (CFS) .00 TOTAL AREA(ACRES) = .00 TOTAL RUNOFF(CFS) - .00 •**********^i***** ****************************************************** ****** FLOW PROCESS FROM NODE 402.00 TO NODE 404.00 IS CODE 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION - 273.00 DOWNSTREAM ELEVATION = 233,00 STREET LENGTH(FEET) ^ 1100.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH (FEET) 30.00 STREET CROSSFALL (DEC I MAL) = .0200 SPEC IF TED NUMBER OF HALF3TREET3 CARRYING RUNOFF 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.04 STREET FLOWDEPTH(FEET) ^ .27 HALFSTREET FLDGDWIDTH (FEET) = l^-Z"? ^ AVERAGE FLOW VELOCI TY (FEET/SEC. ) •::..14 PRODUCT OF DEPTH.WELOCITY ^ .35 STREETFLOW TRAVELTIME<MIN) - 5,35 TC(MIN) = 10.35 50 YEAR RAINFALL INTENS ITY (INCH/HOUR) 3.151 *USER SPECIFIED(GLOBAL): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .3500 SUBAREA AREA (ACRES) = 1.50 .gUBAREA RUNOFF (CPS) - 4.02 SUMMED AREA(ACRES) - 1-50 TOTAL RUNOFF(CFS) - 4.02 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .33 HALFSTREET FLGODWIDTH(FEET) ^ 9.96 ^ FLOW VELOCITY(FEET/SEC.) - 3.62 DEPTH*V£LOCITY - 1.13 **************************************************************************** FLOW PROCESS FROM NODE 404,00 TO NODE 404.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) =10.85 RAINFALL INTENSITY (INCH./HOUR) -3.15 TOTAL STREAM AREA (ACRES) = 1-50 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 4.02 **************************************************************************** FLOW PROCESS FROM NODE 500,10 TO NODE 500.00 IS CODE = 2 »>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(GLOBAL): • INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500' INITIAL SUBAREA FLOW-LENGTH(FEET) = 920.00 UPSTREAM ELEVATIDN = 267.00 DOWNSTREAM ELEVATION = 253.20 ELEVATION DIFFERENCE - 13,80 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.692 *CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 50 YEAR RAINFALL INTENSITY(INCH/HOUR) ^ 2-978 SUBAREA RUNOFF(CFS) = 9.62 TOTAL AREA(ACRES) = 3,80 TOTAL RUNOFF(CFS) = 9.62 FLOW PROCESS FROM NODE 500.00 TO NODE 404.00 IS CODE = 3 K,™.— .4 — — — .— — — -- ; .>>>>>CDMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.00 DEPTH OF FLOW IN 13,0 INCH PIPE IS 6.1 INCHES PIPEFLOW VELOCITY(FEET/SEC,) = 13.3 UPSTREAM NODE ELEVATION = 245,00 DOWNSTREAM NODE ELEVATION •== 229.57 FLOWLENGTH(FEET) = 100.00 MANNINGS N ^ .013 ESTIMATED PIPE DIAMETER(INCH) = 13.00 NUMBER DF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 9.62 TRAVEL TI ME (MIN. ) = .09 TC (MIN.) 12. 73 **************************************************************************** FLOW PROCESS FROM NODE 404.00 TQ NODE 404.00 IS CODE - 1 >>>>>nESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES'' .A CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE3 TIME OF CONCENTRATION (MINUTES) == 12.73 RAINFALL INTENSITY (INCH./HOUR) - 2.97 TOTAL STREAM AREA (ACRES) - 3.30 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE ^ 9=62 ^ V. ' CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CPS) (MIN,) (INCH/HOUR) 1 7-23 9.69 3.307 2 4.02 10,85 3.151 3 9-62 12.73 2.970 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA USED FOR 3 STREAMS- VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 19,75 20.02 .19,94 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 20-02 TIME(MINUTES) = 10.846 TOTAL AREA(ACRES) - 7.34 **************************************************************************** FLOW PROCESS FROM NODE 300-10 TO NODE 300,00 IS CODE = 2 >>.>>>RATI0NAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(GLOBAL)J INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 INITIAL SUBAREA FLOW-LENGTH(FEET) - ,01 UPSTREAM ELEVATION = 241,10 DOWNSTREAM ELEVATION = 241.00 ELEVATION DIFFERENCE = . 10 . URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = .451 *CAUTIONs SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION- EXTRAPOLATION OF NOMOGRAPH USED, TIME OF CONCENTRATION ASSUMED AS 5-MINUTES 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4,100 SUBAREA RUNOFF(CFS) = .00 TOTAL AREA(ACRES) = ,00 TOTAL RUNOFF(CFS) = .00 FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS LODE = '>>>:>>COMPUTE STREETFLOW TRAVELTIME THRU 3UBAREA<<<<< ypejPE:^,^ ELEVATION = 241.00 DOWNSTREAM ELEVATION = 192.00 STREET LENGTH(FEET) = 1300.00 CURB HEIGTH(INCHES) = 6- STREET HALFWIDTH (FEET) =^ 30.00 STREET CROSSFALL (DECIMAL) = .0200 '\ ' SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(LFS) = 5.40 STREET FLOWDEPTH(FEET) ^ .34 HALFSTREET FLGODWIDTH(FEET; = 10.35 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 4.1^3 PRODUCT QF DEPTH2/VELDCITY = 1.43 STREETFLOW TRAVELTIME (MIN) = 5.20 TC(M1N..' = 10,20 50 YEAR RAINFALL INTENSI TY (INCH/HOUR) 3^238 *USER SPECIFIED(GLOBAL)3 INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT .3500 SUBAREA AREA (ACRES) = 3.36 SUBAREA F^UN0FF(CF3) 10-, 62 SUMMED AREA(ACRES) - 3.36 TOTAL RUNOFF(Ch3) = 10.62 END OF SUBAREA STREETFLOW HYDRAUL I CS DEPTH (FEET) = -40 HALFSTREET FLDODWIDTH (FEET) 13.52 FLOW VELOCITY (FEET/SEC.) = 5-46 DEPTH* VELOCI TY = 2.16 **************************************************************************** FLOW PROCESS FROM NODE 301-00 TO NODE 303.00 IS CODE ^ 3 " ~ ™>1 >'>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<'=:;< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.3 UPSTREAM NODE ELEVATION = 134.50 DOWNSTREAM NODE ELEVATION = 133.68 FLOWLENGTH (FEET) = 32.00 MANNINGS N .013 ESTIMATED PIPE DIAMETER(INCH) = 21-00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CPS) = 10.62 TRAVEL TIME(MIN-) = .20 TC(MIN.) = 10-40 *******'********************************************************************* FLOW PROCESS FROM NODE 303,00 TO NODE 303.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MINUTES) 10.40 RAINFALL INTENSITY (INCH,/HOUR) = 3.21 TOTAL STREAM AREA (ACRES) = 3.86 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 10,62 **************************************************************************** FLOW PROCESS FROM NODE 302.10 TO NODE 302.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 1^ *USER SPECIFIED(GLOBAL): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT ^ .3500 INITIAL SUBAREA FLOW-LENGTH(FEET) = .01 UPSTREAM ELEVATION = • 240.10 DOWNSTREAM ELEVATION 240.00 ELEVATION DIFFERENCE = -10 DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED, . TIME OF CONCENTRATION ASSUMED AS 5~MINUTES 50 YEAR RAINFALL INTENSITY(INCH/HOUR) ^ 4.100 SUBAREA RUNOFF(CFS) = .00 TOTAL AREA(ACRES) = .00 TOTAL RUNOFF(CFS) - .00 .,*************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<< UPSTREAM ELEVATION = 240,00 DOWNSTREAM ELEVATION 192.00 STREET LENGTH i FEET) = 1000 - 00 CURE< HE I GTH ( I NCHES) = 6. STREET HALFWIDTH(FEET) = 30.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 •'**TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 1.91 STREET FLOWDEPTH(FEET) ^ .25 HALFSTREET FLGODWIDTH(FEET) - 6„ 40 . AVERAGE FLOW VELOCITY(FEET/SEC.) = 3-61 ' PRODUCT OF DEPTH^/VELOCITY - .92 STREETFLOW TRAVELTIME(M1N) = 4.61 TC(MIN) = 9-61 50 YEAR RAINFALL INTENSITY(INCH/HOUR) - 3,317 *USER SPECIFIED(GLOBAL): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .3500 SUBAREA AREA(ACRES) - 1,31 SUBAREA RUNOFF U:FS) - 3.69 SUMMED AREA (ACRES) = 1.31 TOTAL RUNOFF (CHb) 3.69 END OF SUBAREA STREETFLOW HYDRAULICS: 0EPjH(FEET) - .29 HALFSTREET FLGODWIDTH(FEET) = 8.IS FLOW VELOCITY(FEET/SEC.) - 4.69 DEPTH*VELOCITY - 1.36 **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR C0NFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< CONFLUENCE VALUES USED FDR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) =9-61 RAINFALL INTENSITY (INCH,/HOUR) = 3,32 TOTAL STREAM AREA (ACRES) = 1-31 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 3.69 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN,) (INCH/HOUR) 1 10,62 10.40 3.210 2 3,69 9.61 3,317 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA USED FOR 2 STREAMS, VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 14.20 13-97 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: , RUNOFF (CFS) - 14,20 TIME (MINUTES) = 10,405 TOTAL AREA(ACRES) = 5,17 **************************************************************************** FLOW PROCESS FROM NODE 600.10 TD NODE 600.00 IS CODE - 2 X ( JOB** 3J?1E> JOB NAME • ^QCdgAP T^cc&f^gcM Cg-ureg - '^'^s^Ttim'b"-tiLTify^nrecQi.A • ) CALC'D 8r: CHK'D Br- it. DATE n-fl-.^g DATE: 7 POINT or Co 1 & i8 lo 12- MO. %\9 J 2-4- 0.8 W.I,. i5 ll. Ill ^7 4o SOIL 24-3 0.0 ^.3 3.^ l.o OA 2.4- 97 .'^ 102.9 O.A- on Z,4 146 LAND USE c IO )0 10 lo lo lo .4 . I 5^ -7 -2^ 3 10.^ ID IO IO \z.o |3.0 13. 13.Z- IO 13.3 I IM./HI?. ^.3 3.2 6.3 3.1 6.5 1Z5 2,^ 2.9 3.3 <53 2.9 0ISCHAI?6E(CFS 6S .71 .9Q .40 .79 tbl ,7) .40 MS 14 IZ 0 14 IO ^3 \90 \1. 203 FLOWPATH (pOO 50 6o' L6o eo \do' no 120 80 ISO 40 4o' 0.5 4.0 2,(^ 1.^ -3.0 <9.S C.5 2 7 4 IO 30 n 30 ll 30 1^ _i7_ 4 s MYDRAULICS AND WOTES 13'Cx.^ 3')" c.i.PP. ,••3' e.*:.?. I5"P.C P. 4 — B <3 & 4£)"C.l-P.P- 16 lo 1^ \1 i^ ll ^1 IZ i4- l5*7.t.P. 15 Iv^ K: DATE : DATE: JOB** JOB NAME- CPI(?AJ^^X\^ gesgAi2£.u /^iciM-r^ig, CALC'D er- —C CHK'D BT- > X o o tft 2 m r- r-> 5 x: m R POINT OF COUCBiTRAjm TRI6UTA/rf Af?EA SOIL LAND use SUBAIfB CMJW.) 21 Ta FREQ. I IM./WI?. OISCHAI?fiE(CFS SU6Ai?D) FLOtVPATM HYDI?A01.ICS AND WOTES 4 8 ^5 ST. 2.3 ^.4 /.3 D e.6 6 4 /o lO Otn o.l /.2- /0t7 lOtS 10 BO ,53 ^75 a9. ^.9 ^.9 25- 4^ 5 2S so ^3 A 2. ± II IB /5'' -2' 4- O JOB"* 8Col^ JOB NAME-' aA(2L$>g.K^ ^eSe/cfeftH ct:. MTot - AM \Tt> 2. CALC'D Br: CHK'D BT- C- DAT.. J ^/^^/i^- DATE; POINT OF COWCEAlT7?ATlOW TRIBU NO. rAfTY A /?EA SOIL SPOUf LAND USE Tc JlTc F(?EO. I c OlSCMAK SU0AFEM •GEfCP^ FL LEMGTH O^VPATM HYDRAULICS AND WOTES 3r (MIM.) ^0 3r 1 o ^0 ^T. 0.«) ^T. 0.«) ^ S ^ S \ \ n \ 0 IS" \ Ir a, n \ 0 IS" \ Ir a, ^»~. ^»~. "2-. 10.2-"2-. \.o 10.2- A'C#o' \.s z\" or\ \.o A'C#o' \.s z\" or\ WtXr *^.\ WtXr *^.\ ZO 0-5 7 M" Ni ZO 0-5 7 M" Ni s •2-. 0. s •2-. 0. A feo' \.s \o H. \^.\ A feo' \.s \o H. \^.\ od. o.-| n.-) od. o.-| n.-) Zoo \.A W 1 VA 2.M 1 \ o ! Zoo \.A W 1 VA 2.M 1 \ o ! 0.1 1 1 i I 0.1 1 1 i I —V \a'" 7 V V \a'" 7 V V > j\ ^ r W 11 4Z •) H 1 [0-] r W 11 4Z •) H 1 o/L J 1 1 o/L 1 Date f^-^. Job No. ^0^13 <3 Page No. f/PB s ^ PLANNING CONSULMNTS f 'IHM .)*..•, DAWCO RICK ENGINEERING COMPANY i A-Hac,v]L£«G..«Rs 3088 PIO PICO DR. • SUITE 202 • CARLSBAD, CA 92008 pn Rnyi1?q .PHONE .AREACODE619 . 729-4987 EXAMPLE (2) r *• - ft. - 4. - 5. (3) r - B. - 4. - 3. - t. l.ft - £. -1.6 - 1.0 - .6 -.7 - 1.0 -.8 -.T - .6 It f?1EADWATER DEPTH FOR CONCRETE PIPE CULVERTS WITH ENTRANCE CONTRC Plate 2.6-0616 -T" Date Job No. 156a Page No. MLET Size ItPO /3 IL It 1^ 31 35-12331 Z.O /^/^ .-34 C^UMF) 5 3 /3 6.6 /s /o / 5"7-^ ^6 -4^5 /^>g/i m (SUMF) jo' ^ 10 •i*^ Appmi^tjAu- CAPACITY FgoviDEO "T^ A>-uoW FofS PossiSCE FUTURE. LOT PgA. i^^ft LnL=L ID iv&g^iONj'b OMTo ^TfZEP--r PuieiMCn FlMftU SiXEc P &V£ LOP M£.MT RICK ENGINEERING COMPANY I 3088 PIO PICO DR. • SUITE 202 • CARLSBAD, CA 92008 P.O.60X1129 .PHONE .AREAC0DE619 • 729-4987 HrORAULiC GRADE LINE H^MT.MO^-TOM Hi-0.35-li 2g V 2 Ho-0.25J^ 2g f 1"^L H-Hf * Ht SEE LD-72(D)67 90" K - 0.70 BO"* K- O.tb 70** K- O.fcl 60*> K- 0.55 50" K -0.fl7. 40° K- 0.38 30° K« 0.2B 25** K*0.22 20" K -0,1b 15** K» 0,10 1>0 HYDflAULIC GRADE LINE PROJECT -^oLuetje Assess, XDivr . 80" K* O.fcb 70° K- O.bl bO** K- 0.55 20" K -CU 15** K-0.10 K« 0.28 IC*0.22 KTDRAULIC GPnOE LINE IMLH STUIIDH Hi Outlet Witer Surface Elev. Ill tz-3t^ tz.4,Z 2g7./ 7 1 7 £Zilik 4C£> /3g . .01 Hf PROJECT i^i^teoe Acies-s. t)(ST, 2^ .007 DOS 11 &3. tA ,5^ 'Z?>B ItlO JUNCTION LOSS UlIC9.U ZL ZL .72- 13. cm 525 4-^ 4LP 1.1 7.7 7.7 021 ^1 TI40 ,6^Z Ml /Vigle AO az ^.9 (i)0 S3 1.3 21 e.75 LIS H ill Lo3 Inlet Surface ZV1.\ Rim Elev. 235.0 252,57 Hi-0.35-lL 2g ^ V|2 FINAL H-H, + Ht '2g Hi-H^»Hi*H,, SEE LD-72(D)b7 80" K- O.bb 70° K- O.bl b0° K- 0.55 50** K -0.47 40° K« 0.38 30° K- 0.28 25** K=0.22 20° K -0.1b 15** K-O.IO K) HYDRAULIC GRADE LINE INLET STATION lii 87+70 So-^ oo q 74-00 Cutlet Ulter Surf^e Elev. Ill 10^.4 )o8,7 142.5 152.S n^-3 3 4^ 2-75 2.75 23h 1^ 2,75 2 75 g_4 H. 420 326 2^ 25L5. .DlS d20Ci2 l.^l t>-32 g,.-27-ai=p J ^ PROJECT CoL-ue-oe 'BUN'X>. ^sses, t»£.T, taibu '5,7 14.1 4.1 ,51 JUNCTION LOSS Qi 2^ 9S 77 71 J2 ,08 .Oh 54 4 (3,7 /57 QiVi Ozi—m; 1<1(#0 JIL 75? 4^ 1^ "17 Hi Ml Ml 3.5f ,06 I. OS L24 Angle Oi (oO ,0^ H. Hi 23- 2M 2,7^ 113 Z3o 2.gZ Ma .11 .2Z Fina H ia)(20) 2.7^ ^7 5.5- 0.5 2^ Inlet Uitcr Sirface /Q3.4 15'3 gg^4?^ Rim Elev. Vi V 2 HpO.JSJLl- Ho-0.25-ll_ 2g 2Q ^ .xJ^li '''"'^L H-H, + Ht ^ '2g Ht.Ho*Hi*H^^ SEE L0-72(0)b7 90° K - 0.70 80° K- O.tb 70° K- O.bl to** K- 0.55 50° K -0.47. 40° K" 0.38 30** K« 0.28 25** KsO.22 20° K -0,1b 15** K-0.10