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Home My WebLink About2.86.35; Carlsbad Gateway Center; Hydrology & Hydraulics Report; 1986-06-23HYDROLOGY & HYDRA.ULICS POR CARLSBAD GATEmY CENTER PREPARED FOR DAVIS DEVELOPMENT 1400 BRISTOL STREET, STE. 245 NEWPORT BEACH, CA 92660 PREPARED BY WILLIAMSON AND SCHMID 1630 E. FRANCIS ST., STE. B ONTARIO, CA 91761 OUR JOB NO. 84136 JUNE 23, 1986 INDEX 1. SITE HYDROLOGY, QIOO PALMER WAY STREET CAPACITY HYDROLOGY, Q50 ALTERNATIVES A&B 2. HYDRAULICS LINES A, B, C, C-1, D-1, D-2 3. REFERENCE MATERIAL AQUA HEDIONDA CREEK HYDROLOGY REPORT 4. OFFSITE HYDROLOGY MASSON & AMOX, INC. 5. REFERENCE MATERIAL SAN DIEGO HYDROLOGY MANUAL, TABLES, CHARTS & NGSyCGRAPHS DISCUSSION CARLSBAD GATEWAY CENTER The hydrology study for the Carlsbad Gateway Center was done for iiltiniate condition vdiich the property owners involved has set on us as a condition for their approval of the system going through their property. We used 100 year frequency for sizing vp all of our onsite and offsite storm drains and catch basins. The area south of our property, called Faraday Business Park, was hydrau- licly analyized for capacity, see hydraulic calc's for Line "B" frem hy- draulic nodel node NO. 24 to 29. The existing storm drain is capable of carrying the flows as shown in the offsite Hydrology Report (see Reference 'Material). The systan was designed for lower I & C values and higher time of concentration. We in our report used their flows and adjusted the time of concentration values so that our site would not start out with wrong time of concentration. We did a 50 year frequency Hydrology Study for Altemates A & B. To check on street capacity in Palmer Way (see I^drology Reports & Maps from Nodes 20 to 23). At most critical location v±dch is the super elevation area it shows that, we maintained depth of flows & velocities in Altemate "A" that would satisfy all of the City conditions & requirements. ; The City showed a concem over our system tirae of concentration being at the same lag time or tirae to peak of the Agua Hedionda Creek. Enclosed in our Reference Materials, a Hydrology Study for the Creek. The report shows that our area will discharge between concentration points 16 & 17 and the lag tine is equal to 71.4 minutes and tirae to peak of 61.8 minutes. Our report shows that our time of concentration is equal to 13.04 minutes which is much less than the lag time of the Channel. Vfe feel that our flows will not peak at Creek peak time and our flows mil not cause any damage to the creekbed. Wfe also think that there will not be a back water effect due to our tirae of concentration. MHMrSKR Our Job No. 84136 June 23, 1986 DETAILED CALCUIATION HYDROLOGY 84136 6-23-86 G I oo RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference; SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1931 HYDROLOGY MANUAL (C) Capyrii^iht 1932? 19S5 Advanced EnsJineerin^S Software CAESl LsFBCislly prepsreo lori WILLIAMSON S SCHMID 17782 SKY PARK BLVD*!- IR'^INE CA. ? 92714 t .* % -k %: ;{< 11 Ts E 3 C RIP F10 N OF R E S U L T S * t * * t * * >K * * % t * * * * 11 * * * * * * * % * 5*: % * Z % t % % -^tZ % % >K t CARLSBAD GATEWAY CENTER? HYDROLOGY STUDY , (Q-lOO). * t JN;S4136 DFJMHMS4136RSDQ100 * * 6-22-1986. * USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER S SPECIF SPECIF RAINFA NUMBER 1 ) 2) :l. 3) 1 .i'l '\ ''^ 5> 2 7) 10 ) 11 :> 12) o DI PEC IF IED M IED P LL-IN O!" L 5 * 000 O^OOO 5 ,000 0,000 5 > 000 0 . 000 '5.000 0 •> 000 5,000 0 * 000 5.000 0,000 EGO H IED STORM EVENT(YEAR) = 100,00 IMIMUM PIPE SIZE(INCH) = 3,00 ERCENT OF GRADIENTS(DECIMAL) TO USE FOR F E N SIT' Y A D J U S T M E N T F A C T' 0 R TI ME ; INTENGIT Y I! DATA PA I Ri ? 6.590 3,240 2,690 2,330 2,070 1 ,000 12 .720 600 490 400 1 , 330 FRICTION SLOPE YDROLUGY MANUAL "C"-"VALUES USED Advanced Enssineerin-3 Software CAEilSIi SERIAL No.. K0008 VER, 3.3A RELEASE DATE;12/01/35 -1/ •.(.• -.tf •.(.- -il/ M.- \\ - -.I.- vt/ ^1.- \\.f \\j \l/ KU- -.it :>/ -.t' V,. vl.- v •f. .-y, -Y- •i\ .p .,<. .•p .i". jy. /|'. .{•. .i\ -'^ .i- -l'- '1^ T- T. ' FLOW PROCESS FROM NODE 1.>1C TO NODE . .-y y. I.; V i::. »»>IJSER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE A3 FOLLOWSt - - TC(MIN) -^-^ 10,00 RAIN INTENSITY(INCH/HOUR) = 4.21 2,35 TOTAL RUNOFF(CFS) = 7,02 FLOW PROCESS FROM NODE 1,10 TO NODE 1,20 IS CODE = 4 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«:«< - >»>>USING USER-SPECIFIED PIPESIZE««< DEPTH OF FLOW IN 13,0 INCH PIPE IS 12,5 INCHES PIPEFLOW UEL0CITY(FEET/3EC, 5,4 UPSTREAM NODE ELEVATION 311,50 DOWNSTREAM NODE ELEVATION = 309,64 FI...0WLEHGTH<FEET>-^ 270,00 MANNINGS N =-0.013 GIVEN PIPE DIAMETER(INCH) = 13,00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 7,02 TRAVEL TIME'MIN,) =: 0,84 TC(MIN,> = 10,34 iK;l<>K>K.1(*)K*"^:**)^:****;-{;:i<****.*.****** ;Q irPHM Mnnrr i,20 TO NODE 1,20 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<«< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 AREJ TIME OF CONCENTRATION(MINUTES) = 10.>e4 RAINFALL INTENSITY (INCH,/HOUR) 4,05 TOTAL STREAM AREA (ACRES) ^ 2,35 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE =7,02 ^.•' 'J.'* ^ yh* ^f-'}.*-^*^^''^^'^^^'^^^^^ »,»' *V ^ *Jk *** ^l* ilr y}f \U •\ie \lr vl* '.If -.1/ \l/-LI^ -Jf nlj- \if •iij- ^i* -xtf il, it, \i/ il/' il.- -.*/ i*/ vfj- vt* • (•• - J-- M' 'i- r- •f- - ^ 'i- •i'- 'i-, .-i". .f. /,v /i\ 'i\ /|-./V- 'i^- -T- -V •!*>. /p 'f. 'r^ T- -i-^ 'i^ -T- 'l^ 'r- 'i^ -•^'^ 'i\ -i^/i^ /?. -T^/iN -•¥>• /r -TP- 'P'T* -i^ •TI'-^ jf./r.^/f. ty. .i-. .-j-. -x. -iS /p 'p 'V-- - r T- - ^ -T- 'V- FLOW PROCESS FROM NODE 1,20 TO NODE 1.20 IS CODE = 7 >>>>>USER SPECIFIED HYDR0L0GY INFORMATION AT NODE<<<<< USER •••SPECIFIED VALUES ARE AS FOLLOWS? TC(MIN) ••••••• 10.00 RAIN INTENSITY ( INCH/HOUR) = 4,21 TOTAL AREA (ACRES) 1,65 TOTAL RUNOFF (CFS) = 4,55 S ^:J< ;:<;;< ;f; >|oK ;K >K * FLOW PROCESS FROM NODE 1,20 TO NODE 1,20 IS CODE = 1 :>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-<-<-<'<-< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<« CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARET TIME OF CONCENTRATION(MINUTES) - 10,00 RAINFALL INTENSITY (INCH,/HOUR) ~- 4,21 T' 0 T A I... S T' R E A M A E A (A C R £ 3 ) •••• 1,65 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 4,55 CONFLUENCE INFORMATIONS STREAM RUNOFF TIME INTENSITY NUMBER ^CFS) (MIN,) (INCH/HOUR) 1 7,02 10,34 4,048 2 4,55 10,00 4,210 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS; - - 11,39 11,30 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS? RUNOFF(CFS) = 11,39 TIME(MINUTES) = 10,333 TOTAL AREA (ACRES ) - 4,50 :=K ;1< ^ ^: :{< >K ;K FLOW PROCESS FROM NODE 1,20 TO NODE 1,21 IS CODE := 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA-<-<«-< »:»>USING USER -SPECIFIED PIPESIZE-<-^:•<•<•::: - DEPTH -OF FLOW IN -18,0 INCH PIPE IS -13,2 INCHES PIPEFLOW VELOCITY(FEET/SEC,) = 3,2 UPSTREAM NODE ELEVATION = 309,64 If 0 W N S F R E A M N 0 D E E L £A T10 N = 308,76 FLOWLENGTH(FEET) = 55,56 MANNINGS N = 0,013 GIVEN PIPE DIAMETERdNCH) = 18,00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 11,39 TRAVEL TIME(MIN.) = 0,11 TC(MIN.) = 10.95 * * t ;!< t >!< ;}c ;{< ;K * ;K t * * * t >!< >!< :{< * * * * * 111 )K * * * * * $ ;jc :j< >{<**)!< * * ;!< ^< * t^tttZ^t 11 * * J'^c * t- * * * ^< * FLOW PROCESS FROM NODE 1,21 TO NODE 1,21 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE^<-:::-<-^::-< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE; TIME OF CONCENTRATION(MINUTES) = 10,95 RAINFALL INTENSITY (INCH./HOUR) = 4,03 TOTAL STREAM AREA (ACRES) = 4,50 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 11,39 ;!c >!< ;K ;{<>;; ii< **** ;k * >i« ^ * ^'******* * FLOW PROCESS FROM NODE 1,21 TO NODE 1.21 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE^^><<<-^:: USER-SPECIFIED VALUES ARE AS FOLLOWS? TC(MIN) 10,00 RAIN INTENSITY ( INCH/HOUR) 4,21 TOTAL AREA (ACRES) 1.60 TOTAL RUNOFF (CFS) ---- 4,37 vU ^W -J/ \l/ \i/ vl/ vt/ -.1/ \if vl/ vl/ vJ/ vl/ \i/ \U il/ vly vl/ vL/ vl/ vLr vl/ vl/ vl/ v»/ vl/ vt/ vl/ vi/ vl/ vl/ vb vl/ il/ vT/ vJ/ vl/ vl/ Vjl/ vl/ vV \'/ ^l-- ^'r \J/ V(.' "M/ '^V >'•* "^V vl-' V'.-f Vt* \'' VV V'^ ^'i* V'.' 'Jf" V'/ ;fi >*{ >''' lyl /p /fw /iv /i\ f)\ '-p 'P 'V% .-Vv 'P /ff 'T. -Y-- • i' 4^ '-^ •'P 'P 'i^ '1^ -'r --p 'V-- 'P -1^ -•n -T- n-^ i** T- ••)•• m --P- t-v • r- 'i*- - iv ^ /^ /iS /jfi. /|v .P /I% /^V 'P 'i^ /|^ •I'v /i-v 'i*^ 'P A-- 'i*- 'p n-^ 'P 'P T FLOW PROCESS FROM NODE 1.21 TO NODE 1,21 IS CODE = 1 >>> >>DES10NATE INDEF-'ENDENT STRFi:AM FOR CONF"LUENCE<<< < >»>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-=;;<<^^-•< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE? TIME OF CONCENTRATION(MINUTES) = 10,00 RAINFALL INTENSITY (INCH./HOUR) - 4.21 T 0 T A I... S T R E A M A R E A (A C R E S) = 1,60 TOTAL STREAM RUNOFF (CFS) AT CONFLUENCE --^^ 4,37 C (] N r- L U E N C E IN F- 0 R M A T10 N : STREAM RUNOFF TIME INTENSITY -NUMBER - (CFS) (MIN,) (INCH/HOUR) 1 11,39 10,95 4,026 2 4,37 10,00 4,210 RAINFALL -INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS -VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS? i tr in* "•.» 'I C' —J COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS? --RUNOFF<CFS) = 15,57 TIME(MINUTES) = 10.950 TOTAL AREA(ACRES) = 6.10 FLOW PROCESS FROM NODE 1,21 TO NODE 1,30 IS CODE = 4 :»»>COMPUTE PIPEFLOW TRAVELTIME THRU SUB A RE A > > > > > U SING USE R •••• S P E CIFIE ri PIPESIZE < < < < < PIPEFLOW VELOCITY(FEET/SEC. ) --- 8.3 UPSTREAM NODE ELEVATION = 308.76 DOWNSTREAM NODE ELEVATION = 307,27 FLOWLENGTH(FEET) == 95,20 MANNINGS N 0,013 GIVEN PIPE DIAMETERdNCH) 13.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) 15,57 TRAVEL TIME(MIN.) = 0,13 TC(MIN,) = 11,13 *V(/ xl/ vl/ vl,- VI/ vl/ v«/ vl/ •!/ •.»/ vl/ ll/ vt/ yh vl/ vJ/ vl/ v(/ vl/ it/ vl/ vl/ vt/ v(/ vl/ O/ vl/ vl/ vt/ W/ v^ vl/ v^ vV >»/ vJV \'/ il' •»if ^ "'i' --J-' V'/ -Mf V' ^if -J/ ^ ^i;- ^' 'i' •Jc )!/ "-k "iif '-f/: ;k :V >|^. vi\ /f. /!«. /t^ /|S /,\ ^S. /JV /(v /|\ /JN /i\ /,< /Jv. .\-. /t\ /iV /,v .1-. 4'. -V. /•|\ /A .-V* 'll^ '7- 'P n- -'iV MV '1^ ')v -T- '^ IV /|^ /fH. ^^ --^^ 'I^ -ffw /^v /p /j\ /jS. /i\ ;f(. /i% /fl /fw /f. /fw /f. 'P ^f- 'fv ^. /f-'F- 'I"- 'TT 'P -V- FLOW PROCESS FROM NODE 1,30 TO NODE 1,40 IS CODE = 4 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA-=::-<-<-<-< > > > > I .i SIN G U S E R •••• 3 P E CIF-1E D F' I RESIZE < < < < < DEPTH OF FLOW IN 13.0 INCH PIPE IS 10,3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.9 UPSTREAM NODE ELEVATION = 307,27 DOWNSTREAM NODE ELEVATION == 303,90 FLOWLENGTH(FEET) ^= 57,00 MANNINGS N = 0.013 GIVEN PIPE DIAMETERdNCH) = 18.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) = 15,57 TRAVEL TIME(MIN,) = 0,06 TC(MIN,) = 11,19 ****;|i*;j(*;;<*;i<***********************************************************;i^^ FLOW PROCESS FROM NODE 1,40 TO NODE 1,40 IS CODE 1 :>>>>>DESIGNATE INDEPENDENT STREAM FOR CO NFL UEN C £•<•<•<•<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE? TIME OF C0NCENTRATI0N(MINUTE3) 11,19 RAINFALL INTENSITY (INCH,/HOUR) 3,93 TOTAL STREAM AREA (ACRES) 6,10 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 15,57 ll/ -J/ vi/ vl.- -i/ -.J, vl/ vl/ vt/ vl/ vl/ -.1/ vl/ vl/ vl/ -1/ U/ vl/ it/ vl/ vJ.- vO vl.- vi.- vi/ vi/ -.1/ vl/ vl/ vl/ vl/ vl/ vl.- -.1/ ll/ vl/ vl/ vl/ ...(/ v|.. vl,- vl/ vl/ vK- vf/ vl.- vl/ vt/ vly -,1/ il/ -./ it/ vl/ -.1/ -.1/ vif -J/ vf.- vl.- vl,- -»/ vl/ vf.- ^^- 'I.- vt.- -.1/ -..1/ vt- if/ vl,- vj/ .JW .-Vv /(v /i-..-r /;--'I-, .-r- - i-- 'i^ -r- nv IV .•i^.T-/r- •^ -iv -T- 'iv .r. /f- -n'- -iv.-f. /i^. - i-ztv - iv /i^/is. .1*. /p /i\/iv.|v /i% .-^ /i- /iv.-|v .,1. .p .,|-. .iw.v .-i-. .-(i. .,v /,v-i-. ,iv.-,\ /ii\4S.-v- 'p -?•/f*--1'^- •f' - iv/^^p/p -i^'i- FLOW PROCESS FROM NODE 1.40 TO NODE 1.40 IS CODE - 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE-<-^ USER-SPECIFIED VALUES ARE AS FOLLOWS? TC(MIN) == 10., 00 RAIN INTENSITY (INCH/HOUR) 4.21 TOTAL AREA(ACRES) = 0,71 TOTAL RUNOFF(CFS) = 1.83 :*c****;S************:{<*****;i{******;{<**;!<**************************************** --FLOW PROCESS FROM NODE —1,40 TO NODE 1,40 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-:::-<-<^<-< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-:::^<^<-<-::; CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE? TIME OF CONCENTRATION(MINUTES) = 10.00 RAINFALL INTENSITY (INCH./HOUR) = 4,21 TOTAL STREAM AREA (ACRES) = 0.71 TOTAL -STREAM RUNOFF(CFS) AT -CONFLUENCE -= - - 1.33 CON I--1.. I.J E N C E i: N F 0 R M A T10 N ? STREAM -RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) d NCH/HOUR) 1 -15.57 11,19 3,978 2 1.83 10.00 4,210 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS? 17,30 16,55 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS? RUNOFF(CFS) ••= 17.30 TIME (MINUTES) = 11,194 TOTAL AREA(ACRES) = 6,81 *.*********.\V*******x^*******.***************************************^^ FLOW PROCESS FROM NODE 1,40 TO NODE 1,50 IS CODE = 4 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUB A RE A •<•<•< »>»USING USER-SPECIFIED PI PES IZE •<•<•<•<-< DEPTH OF FLOW IN 13.0 INCH PIPE IS 10.0 INCHES PIPEFLOW VELOCITY(FEET/SEC,> = 17,1 UPSTREAM NODE ELEVATION = 303,90 DOWNSTREAM NODE ELEVATION = 302,66 FLOWLENGTH(FEET) = 15,57 MANNINGS N = 0.013 GIVEN PIPE DIAMETERdNCH) = 18,00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 17.30 TRAVEL TIME (MIN,) 0,02 TC(MIN,) ^- 11,21 ************>!;********.*********************************.*************** FLOW PROCESS FROM NODE 1,50 TO NODE 1.00 IS CODE ^ 4 >»» COMPUTE PIPEFLOW TRAVELTIME THRU SUB A RE A <•<•<<< >>> > >US :r N G USER •"SPE CIFI ED PIF'E SIZE•:: ••: < < < DEPTH OF FLOW IN 13,0 INCH PIPE IS 6,6 INCHES PIPEFLOW VELOCITY(FEET/SEC,) = 29,4 UPSTREAM NODE ELEVATION •= 302,66 DOWNSTREAM NODE ELEVATION = 299,20 FLCWLENGTH( FEET) •= 10,00 MANNINGS N = 0,013 GIVEN PIPE DIAMETERdNCH) = 13,00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 17.30 TRAVEL TIME(MIN,) = 0,01 TC(MIN,) - 11,21 *.*>!<****.*********************;jc******************************* FLOW PROCESS FROM NODE 1,00 TO NODE 2,00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA-^::-<-^::-<-=:: »;»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) DEPTH OF FLOW IN 18.0 INCH PIPE IS 14,3 INCHES PIPEFLOW VELOCITY(FEET/SEC,) - 11.5 UPSTREAM NODE ELEVATION === 299,20 DOWNSTREAM NODE ELEVATION = 236,81 FLOWLENGTH(FEET) = 410,00 MANNINGS N = 0,013 ESTIMATED PIPE DIAMETERdNCH) = 18.00 NUMBER OF PIPES = 1 - Pir>EFLOW THRU SUBAREA(CFS) = 17,30 — TRAVEL TIME(MIN.) = 0,60 TC(MIN.) = 11,31 ********************************************************************* FLOW PROCESS FROM NODE 2,00 TO NODE 2,00 IS CODE 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE^<^<-:::-<-< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE? TIME OF CONCENTRATION (MINUTES) 11,81 RAINFALL INTENSITY (INCH,/HOUR) = 3.86 TOTAL-STREAM AREA (ACRES) 6,81 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 17,30 * * * * * * * * * * * * * * * * * * * * * * ******** * * * * * * * * * * * * * * * * * * * * * * * * * * ;!< * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 2,10 TO NODE 2,10 IS CODE = 7 >»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE^<-:><<-:; - USER-SPECIFIED VALUES ARE AS FOLLOWS? TC(MIN) = 10,00 RAIN INTENSITY(INCH/HOUR) = 4.21 TOTAL AREA(ACRES) = 1,48 TOTAL RUNOFF(CFS) = 3.11 ***********************************************************************;i<***''^ FLOW PROCESS FROM NODE 2.10 TO NODE 2.20 IS CODE = 9 >>»> COM PUTE "V" GUTTER FLOW TRAVELTIME THRU SUB AREA^^ •<<•<•< UPSTREAM NODE ELEVATION - 302.00 DOWNSTREAM NODE ELEVATION ••••••^ 295,00 CHANNEL LENGTH THRU SUBAREA (FEET) 350,00 "V" GUTTER WIDTH(FEET) --• 3,00 GUTTER HIKE(FEET) ^ 0,080 PAVEMENT LIP(FEET) 0,030 MANNINGS N .0150 PAVEMENT CROSSFALL (DECIMAL NOTATION) 0.02 MAXIMUM DEPTH (FEET) 0,50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) - 3.354 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT .9500 TRAVELTIME THRU SUBAREA BASED ON VELOCITY<FEET/SEC) = 3.18 AVERAGE FLOWDEPTH(FEET) ~ 0,25 FLOODWIDTH(FEET) = 17,0: "U" nilTTFR Fl Hui TRAVF! TTMF(MIN) l.fi3 TC(MIN) - 11,33 SUBAREA AREA (ACRES) ^- 1,11 SUBAREA RUNOFF (CFS) = 4,06 SUMMED AREA (ACRES) 2,59 TOTAL RUNOFF (CFS) = 7,17 END OF SUBAREA ^V" GUTTER HYDRAULICS? DEPTH(FEET) = 0.27 FLOODWIDTH(FEET) = 19,45 FLOW VELOCITY(FEET/SEC,) = 3,49 DEPTH*VELOCITY = 0.96 ********************************************************* + *^*iK*^*=i'***** FLOW PROCESS FROM NODE 2.20 TO NODE 2.00 IS CODE =3 ' »::-;»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA-:.<•<•<•< - •»»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)•<•«•<•< DEPTH OF FLOW IN 15,0 INCH PIPE IS 3,3 INCHES PIPEFLOW VELOCITY(FEET/SEC,) - 10,3 UPSTREAM NODE ELEVATION 291.50 DOWNSTREAM NODE ELEVATION = 236.81 -FLOWLENGTH(FEET) = "125,00--MANNINGS N = 0.013 ESTIMATED PIPE DIAMETERdNCH) = 15,00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 7,17 TRAVEL TIME(MIN, ) 0,20 TC(MIN.) = 12.03 *******;|.:*******************************************************************>^ FLOW PROCESS FROM NODE 2,00 TO NODE 2,00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-<-<-<<-< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-<<-^::-<^< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE? TIME OF CONCENTRATION(MINUTES) = 12.03 RAINFALL INTENSITY (INCH,/HOUR) = 3,82 TOTAL STREAM AREA (ACRES) ^2,59 TOTAL STREAM RUNOFF (CFS) AT CONFLUENCE 7,1/ CONFLUENCE INFORMATION? STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN,) (INCH/HOUR) 1 17.30 11,81 3,859 2 7,17 12,03 3.315 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS? 24,40 24.28 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS? RUNOFF(CFS) - 24,40 TIME(MINUTES) - 11,310 TOTAL AREA(ACRES) = 9,40 ***;«******************************************************•*'*****>i<********-^** FLOW PROCESS FROM NODE 2,00 TO NODE 3,00 IS CODE = 3 > >> > > C0MI"'!.J TE F-1 r- EF L D W T R A VE L. TIME T11R{.j SU B A F( F: A •:: •••: < >>>; >USING C0MI"'UTEF^• •• ESTIMATED F-' IF'ES IZE (NGN-F- RESSUF(E FLOW: DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.7 INCHES F^' I !••• F-1 -1... 0 W V E I... 1} CIT Y (F" E E l' / 3 E C , ) - 12,7 ;.jPSTREAM NODE ELEVATION 236,31 ;:!OWNSTRF::AM NODE ELEVATION = 2s2,10 FL.GULENG rH(FEET) = 155.00 MANNINGS N - 0,013 ESTIMATED PIPE DIAMETERdNCH) = 21,00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) == 24,40 -TRAVEL TIME(MIN.) = 0.20 TC(MIN.) = 12.01 ' ***************3;**********************^;|{;!(^<;j(***>ic************^<**-;{(;|r********',{<^^^ FLOW PROCESS FROM NODE 3,00 TO NODE 3,00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE^<^<^:::-:::-< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE? TIME OF-CONCENTRATION(MINUTES) =12.01 R AIN F- A i.. L ;i: N T E N SIT Y (IN C F l. / F l 0 U R ) = 3,32 TOTAL STREAM AREA (ACRES) 9.40 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 24,40 *:^<**.***********************************.i{<*$$;j:^$*^$$$$,'}:>};$$$$$$$;j(*$$.^Tj:$$;^$ FLOW PROCESS FROM NODE 3,10 TO NODE 3,20 IS CODE = 2 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS-<-<-=::-<-=:: SOIL CLASSIFICATION IS "D" INDLJSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = ,9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 660,00 UPSTREAM ELEVATION == 304.94 DOWNSTREAM ELEVATION 283,91 - ELEVATION DIFFERENCE 16,03 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 5.915 - *CAUTION? SUBAREA FLOWLENGTH EXCEEDS COUNTY N 0 M 0 G R A P l -l D E FINIT :i: ON. E X T R A !••• 0 L A T10 N 0 F N 0 M 0 G R A P F l USED, 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6,155 SUBAREA RUNOFF(CFS) = 10.29 TOTAL AREA(ACRES) = 1,76 TOTAL RUNOFF(CFS) = 10.29 \l/ -.1/ vl/ •..»/ vl/ v(/ vl/ vl/ v// vl/ \l/ vl/ v|/ v|/ 1.1/ vV v(/ \Lp vjly vj^ yl, yf/ vl/ O/ vl/ v^/ V.I/ \V vl/ vi/ \l/ vJ,- -.U vl/ vV vl/ vl/ v// vl/ vl/ vl/ U/ vl/ vt/ vi/ vl/ vl/ \U v// vl/ vl/ vl/ vl/ vJ/ vl.- xfj- vJ/ \LF vt/ vl/ vl/ v!/ vi/ vl/ vl/ vl/ vi/ vl/ vA- vJ/ vl/ vl/ /p .-.v /p /p /v\ /p ,p .p /JU'IV /p /p /p .1% /(v /6 /?. 'P /p .-iv .p /"^ /^<. ^ /p /^s -iv /Tv .fw /^ /p /t-. /;^ .v^ /\< /,\4^ AV /^ /fw ^< /fv /^ /,< ^ /fv ^\ }^ /^ /ifv /^ /^ /^ /yv /fi /^ /jC /f /fw 'iv FLOW PROCESS FROM NODE 3,20 TO NODE 3,30 IS CODE = 3 >>/COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA-<-<-=:;-<-^ »>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) DEPTH OF FLOW IN 15,0 INCH PIPE IS 8,9 INCHES PIPEFLOW VELOCITY(FEET/SEC,) - 13,6 UPSTREAM NODE ELEVATION 235,40 DOWNSTREAM NODE ELEVATION ^= 232,60 FLOWLENGTH'FEET) r.-. 45,00 MANNINGS N 0,013 ESTIMATED PFPE DIAMETERdNCH) - 15,00 NUMBER OF PIPES =: 1 PIPE!-LOW THRU SUBAREA (CFS) 10,29 TRAVEL TIME (MIN,) •••••• 0,05 TC(MIN,) 5,97 *******;!;*************************:;;*****$*$******^;*;K*^($^ FLOW PROCESS FROM NODE 3,30 TO NODE 3,30 IS CODE ^= 3 »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW-^:! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6,129 SOIL CLASSIFICATION IS 'D" IfFDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT - ,9500 SUBAREA AREA(ACRES) = 0,43 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 2.19 TOTAL RUNOFF(CFS) = 12,79 TC(MIN) = 5.97 *******************************************************;{<******************** FLOW PROCESS FROM NODE 3.30 TO NODE 3.00 IS CODE ^ 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA-<-::;-<-« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) •<•<•:::•« DEPTH OF FLOW IN 15,0 INCH PIPE IS 10,3 INCHES - PIPEFLOW VELOCITY(FEET/SEC,) =14,3 UPSTREAM NODE ELEVATION = 232,60 DOWN S T1^- E A M N 0 D E E L E V A T10 N = 282,10 FLOWLENGTH(FEET) 8.00 - MANNINGS N = 0.013 ESTIMATED PIPE DIAMETERdNCH) = 15.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 12,79 -TRAVEL--TIME(MIN, )-= 0.01 ^TC(MIN.-) = 5.98 ***************************>K************************************************ FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE - 1 > > » > DESIGNATE IN D E P E N D E N T STREAM FOR C 0 N F L U E N C E •< -< < -< •< >.>::•->>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-^-=::•< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE? TIME OF CONCENTRATION(MINUTES) = 5,98 RAINFALL INTENSITY (INCH,/HOUR) = 6,12 TOTAL STREAM AREA (ACRES) = 2.19 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 12.79 CONFLUENCE INFORMATION? STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 24,40 12.01 3,319 •"' o ,93 6,124 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS? 32.38 28,01 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS? RUNOFF (CFS) := 32,38 TIME (MINUTES) = 12.014 TOTAL AREA(ACRES) = 11,59 - vl/ v^ vl/ vV vJ/ v^ vi/ \t/ vl/ «lf vV vl/ vV VU vV vi/ vV VJU vV vl> vi> vl/ vl/ vl^ vLr vl* vj^ vl/ \0 vi/ vL/ vi/ vL/ vl^ vl^ vl/ vi/ vt/ vl*- vl/ vi/ «J/ vl/ vl/ vl/ vl/ vi/ vl^ vl/ vl/ vf/ vl/ vl/ vl/ vt/ vl/ vt/ vl/ vl/ vl/ vl^ vl/ vl/ ^ .fp .^w /p /p .-^ ;jw /p. ,v. p /li. /p /i\ />. /p;fw ;p .-p ^ nv -p -^v /p -vt. i\ ii\ /^ /i-. /i\ /ii\ ^ /S /yv /^ /fw ;Sv -i^'^ ^ iv /p /^v /^ /YV /jfw ^ >vv .•^ .^v ^t- Ar- 'h ^ 'p -f- ••P --i^ -rf- 4-- ^c- -^v /i*; .-^ /f. /f. /p FLOW PROCESS FROM NODE 3.00 TO NODE 4,00 IS CODE - 3 >>»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA-«<-« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW ) •<•:::•::; DEPTH OF FLOW IN 24,0 INCH PIPE IS 17,0 INCHES F-1F EI-" F.. 0 W V E L 0 CIT Y (F- E E T / S E C , ) ^= 13,6 UF^'STRE AM N0DEEL..E V ATI ON ^- 282. 10 DOWNSTREAM NODE ELEVATION = 273,50 FLOWLENGTH(FEET) = 120,00 MANNINGS N = 0.013 ESTIMATED PIPE DIAMETERdNCH) = 24.00 NUMBER OF PIPES ^ 1 PIPEFLOW THRU SUBAREA (CFS) 32,38 TRAVEL TIME (MIN,) 0,15 TC(MIN,) 12,16 ***************************************************************************=!< FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-<-< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE? TIME OF CONCENTRATION(MINUTES) = 12,16 RAINFALL INTENSITY (INCH./HOUR) = 3.79 TOTAL STREAM AREA (ACRES) = 11,59 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 32,38 ******************************************************************* FLOW PROCESS FROM NODE 4.10 TO NODE 4,20 IS CODE = 2 -»>»RATIONAL METHOD INITIAL SUBAREA ANALY3IS-r.<<-<-x- SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 330,00 UPSTREAM ELEVATION = 307.60 DOWNSTREAM ELEVATION = 286.00 ELEVATION DIFFERENCE = 21,60 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 6.612 *CAUTION? SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. *CAUTION? SUBAREA FLOWLENGTH EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.323 SUBAREA RUNOFF(CFS) = 7,63 TOTAL AREA(ACRES) = 1.38 TOTAL RUNOFF(CFS) = 7.63 **************************************************************************** FLOW PROCESS FROM NODE 4,20 TO NODE 4,00 IS CODE = 3 •::»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA-<<-^::<-< »>;;:• .>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW ) <«« DEPTH OF FLOW IN 15,0 INCH PIPE IS 9,4 INCHES PIPEFLOW VELOCITY(FEET/SEC,) ^ 9,4 UPSTREAM NODE ELEVATION - 282,50 DOWNSTREAM NODE ELEVATION = 273,50 FLOWLENGTH (FEET) 140,00 MANNINGS N = 0,013 ESTIMATED PIPE DIAMETERdNCH) - 15.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) - 7,63 TRAVEL TIME(MIN,) = 0,25 TC(MIN,) = 6.86 **************************************************************************** FLOW PROCESS FROM NODE 4,00 TO NODE 4,00 IS CODE - 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-<-<-<-^< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE? TIME OF CONCENTRATION (MINUTES) 6.86 RAINFALL INTENSITY (INCH,/HOUR) = 5,71 TOTAL STREAM AREA (ACRES) = 1.38 TOTAL STREAM RUNOFF(CFS) AF CONFLUENCE = 7,63 **************************************************************************** FLOW PROCESS FROM NODE 4.11 TO NODE 4.12 IS CODE = 2 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS-^•=::•<•<•< SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 560.00 UPSTREAM ELEVATION = 302,26 DOWNSTREAM ELEVATION = 293,59 - ELEVATION DIFFERENCE = 8.67 URDAN SUBAREA OVERLAND TIME OF FL0W(MINUTE3) = 5.927 *CAUTION? SUBAREA FLOWLENGTH EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.149 SUBAREA RUNOFF (CFS) = "7.65 - TOTAL AREA(ACRES) = 1.31 TOTAL RUNOFF(CFS) = 7.65 **************************************************************************** FLOW PROCESS FROM NODE 4,12 TO NODE 4.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA-:::-=::-^::-=::-< .•.••>:>:»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FL0\4)««-< DEPTH OF FLOW IN 12.0 INCH PIPE IS 8,0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.8 UPSTREAM NODE-ELEVATION = 289,60 DOWNSTREAM NODE ELEVATION = 278.50 FLOWLENGTH (FEET) 140,00 MANNINGS N = 0.013 ESTIMATED PIPE DIAMETERdNCH) = 12.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 7.65 TRAVEL TIME(MIN.) = 0,17 TC(MIN.) = 6.10 **************************************************************************** FLOW PROCESS FROM NODE 4,00 TO NODE 4.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-<-<-<-<-< >>;>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-i:-=:.< ^ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE? TIME OF CONCENTRATION(MINUTES) = 6.10 RAINFALL INTENSITY (INCH./HOUR) = 6.07 TOTAL STREAM AREA (ACRES) = 1.31 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 7,65 CONFLUENCE INFORMATION? STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN,) (INCH/HOUR) 1 32,38 12,16 3,791 '-> 6 . 10 6 . 0 6 8 RAINFALL-INTENSITY-RAT10 CONFLUENCE FORMULA USED FOR 3 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS? ^2.23 36,34 35,05 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS? RUNOFF(CFS) ~ 42,23 TIME(MINUTES) = 12.161 TOTAL AREA(ACRES) = 14.28 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE =3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUB ARE A-< •=::-::: ».»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FL0l4)««-< DEPTH OF FLOW IN 27.0 INCH PIPE IS 18,5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.6 UPSTREAM NODE ELEVATION = 278.50 DOWNSTREAM NODE ELEVATION = 272.10 FLOWLENGTH(FEET) = 215.00 MANNINGS N = 0.013 ESTIMATED PIPE DIAMETERdNCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 42.23 TRAVEL TIME<MIN, > = 0.25 TC(MIN, ) = 12,41 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00. IS CODE = 8 »>;>>ADDITION OF SUBAREA TO MAINLINE PEAK FL014<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.743 SOIL CLASSIFICATION IS "D' INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 1.04 SUBAREA RUNOFF(CFS) = 3.70 TOTAL"AREA(ACRES) = 15,32 -TOTAL RUNOFF(CFS) = 45.93 TC(MIN) 12,41 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA-::;-<<-<-::: »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)-v<-^:;-^;-^ DEPTH OF FLOW IN 27,0 INCH PIPE IS 19.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14,8 UPSTREAM NODE ELEVATION 272,10 DOWNSTREAM NODE ELEVATION = 270,00 FLOWLENGTH (FEET) 70.00 MANNINGS N = 0.013 ESTIMATED PIPE DIAMETERdNCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 45.93 TRAVEL TIME(MIN.) = 0.08 TC(MIN.) 12,49 * * * * * * * * * * * * ****** * * * * * * * * * * * * * * * * * * * * * * ********** * * * * * * * ****** * * ********* * * FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<-<-<-<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE? TIM E 0 !•-" C 0 N {: E N T' I"( A T10 N ( MIN U T E S ) ^ 12, 4 9 RAINFALL INTENSITY (INCH,/HOUR) = 3.73 TOTAL STREAM AREA (ACRES) = 15,32 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 45,93 vl/ vl/ vl/ vJ,' -.1/ vl/ vL. vt/ vtf -J/ v)/ vt/ v4/ vL/ vl/ vt/ vt/ vl/ vl/ vjj- vl/ vJ/ U./ vt/ U/ vi.f vl/ vt/ vl/ U/ Ur vl' vt/ vl/ -JL/ vl/ vl/ vl/ vt/ vL- vl^ vlr vl/ vi/ vl/ vl/ vi/ vl/ vJ/ U/ vl/ vl/ vl/ vl^ -J/ vt/ U./ U/ vl/ vl/ -J/ v^ ^ '-JT vif vl/* ^J' vt vV vl/ vL- vi/ vl/ )(()fw /f. ]?w ;|C /fw /jC /{< /f ;p /fr .f. /^\ /fw ^ /UN A"^ '^ ^ -Y^ -1^ AV /fw /p. /p /i\ /^x^v >^ /^ A*V ^v '^ ^ ^ >^ * A^ A^ AV -i^ '^ AV 'fr 'i'- 'P FLOW PROCESS FROM NODE 6.10 TO NODE 6.20 IS CODE = 2 >»»RATIONAL METHOD INITIAL SUBAREA' ANALYSIS-<-<<-:;:-=:: -SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = ,9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000,00 —UPSTREAM ELEVATION = - 308,00 DOWNSTREAM ELEVATION = 275,00 ELEVATION DIFFERENCE = 33.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.153 *CAUTION? SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. *CAUTION? SUBAREA FLOWLENGTH EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.565 -SUBAREA RUNOFF(CFS) = 13.90 - ~ TOTAL AREA(ACRES) = 2,63 TOTAL RUNOFF(CFS) = 13,90 **************************************************************************** FLOW PROCESS FROM NODE 6,20 TO NODE 6,30 IS CODE = 5 ) 0 M F' U T E T R A F' E Z 01D A L - C F-i A N N E L FLOW -< < •< < •< IME THRU SUBAREA-^::-<-^:^<^< UPSTREAM NODE ELEVATION = 276.00 DOWNSTREAM NODE ELEVATION = 275.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 220.00 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 4.000 MANNINGS FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.50 CHANNEL FLOW THRU SUBAREA(CFS) = 13.90 FLOW VELOCITY(FEET/SEC) = 2.39 FLOW DEPTH(FEET) = 1.21 TRAVEL TIME(MIN.) = 1.54 TC(MIN.) = 8.69 **************************************************************************** FLOW PROCESS FROM NODE 6.30 TO NODE 6.30 IS CODE = 8 >>.>»ADDrFION OF SUBAREA TO MAINLINE PEAK FLOW^<•<•<-<-< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.834 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) - 1,55 SUBAREA RUNOFF(CFS) = 7,12 TOTAL AREA(ACRES) = 4,18 TOTAL RUNOFF(CFS) - 21,02 TC(MIN) = 8,69 **************************************************************************** FLOW PROCESS FROM NODE 6,30 TO NODE 6,00 IS CODE = 3 >•>•>>> COMP UTE PIPEFLOW TRAVELTIME THRU SUBAREA-<-«« ::->.»;>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 27,0 INCH PIPE IS 17,7 INCHES F' IF' E1" L 0 W V E L 0 CIT Y ( F E E T / S E C , ) - 7,6 UPSTREAM NODE ELEVATION 271,50 DOWNSTREAM NODE ELEVATION = 270,00 F L 0 W I... E N G T l-l ( F E E T) ~ 130,00 MANNINGS N = 0,013 ESTIMATED PIPE DIAMETERdNCH) 27,00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) ^ 21.02 --TRAVEL TIMEfMIN,) = 0.39 TC(MIN,) = 9.08 **********************,f:**^**;jc******;f:**>K*******$$,t*************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6,00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-<-=:;< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES^<^<-<^::>::: CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE? TIME OF CONCENTRATION(MINUTES) = 9,03 RAINFALL INTENSITY (INCH,/HOUR) = 4,65 TOTAL STREAM AREA (ACRES) = 4.13 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 21,02 -CONFLUENCE-INFORMATION? -— STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 45.93 12,49 3.728 2 21,02 9.08 4,646 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS? 62,79 57.87 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS? RUNOFF(CFS) = 62.79 TIME(MINUTES) 12.485 TOTAL AREA(ACRES) ^ - 19,50 - ********************)K***********************************^*$>};***^;J:*;{<**$}}:$**$$ FLOW PROCESS FROM NODE 6,00 TO NODE 6.00 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FL0\4<«« 100 YEAR RAINFALL INTENSITY (INCH/HOUR) 3,728 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = ,9500 SUBAREA AREA(ACRES) = 4.18 SUBAREA RUNOFF(CFS) = 14.80 TOTAL AREA(ACRES) = 23,63 TOTAL RUNOFF(CFS) = 77.60 TC(MIN) = 12,49 * * * * * * ******>!<*** * * * * * * * * * * * * * * * * * * ;!< * * * * * * * * ******** ^ t * * ;i(}}; * * $ $ * * t * * * * * * * * * * * FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 4 »>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUDAREA^<-::;-:::-<-v >>>>>usmG USER-SPECIFIED PIPESIZE<<<« DEPTH OF FLOW IN 30.0 INCH PIPE IS 13,3 INCHES PIPEFLOW VELOCITY (FEET/SEC, ) =•• 24,7 UPSTREAM NODE ELEVATION 267,50 DOWNSTREAM NODE ELEVATION 235,59 FLOWLENGTH (FEET) 401,99 MANNINGS N - 0,013 GIVEN PIPE DIAMETERdNCH) 30,00 NUMBER OF PIPES ^--^ PIPEFLOW THRU SUBAREA (CFS) ^= 77,60 TRAVEL TIME(MIN,) = 0,27 TC(MIN.) •= 12,76 *******************;«***)K***********************:{(*;K************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7,00 IS CODE = 1 :»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-::.<-<<-< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE? TIME OF CONCENTRATION(MINUTES) = 12,76 RAINFALL INTENSITY (INCH./HOUR) = 3.68 - -TOTAL-STREAM AREA (ACRES) = —23,68 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 77.60 ************************^'***){<*******^*;^;!<^<>!<>i{)f:;j(;{c,^>!<,t*****************;K********* FLOW PROCESS FROM NODE 7,10 TO NODE 7.20 IS CODE = 2 >.».»RATIONAL METHOD INITIAL SUBAREA ANALYSIS —-SOIL-CLASSIFICATION-IS-''D' - - - - - - - INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 550,00 - UPSTREAM ELEVATION =269.00 DOWNSTREAM ELEVATION = 242,00 ELEVATION. DIFFERENCE = 27.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 5.219 *CAUTION? SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION, EXTRAPOLATION OF NOMOGRAPH USED, *CAUTION? SUBAREA FLOWLENGTH EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED, 100 YEAR RAINFALL INTENSITYdNCH/HOUR) = 6.436 SUBAREA RUNOFF(CFS) = 21.01 - TOTAL AREA(ACRES) = 3,41 TOTAL RUNOFF(CFS) = 21,01 FLOW PROCESS FROM NOBE 7.20 TO NODE 7.30 IS CODE = 3 »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA-=:>:::-<^<-< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)-<<•::;-:::-::: DEPTH OF FLOW IN 21,0 INCH PIPE IS 16,2 INCHES PIPEFLOW VELOCITY(FEET/SEC,) = 10,5 UPSTREAM NODE ELEVATION = 239,00 DOWNSTREAM NODE ELEVATION = 238,50 FLOWLENGTH(FEET) = 24,00 MANNINGS N = 0,013 ESTIMATED PIPE DIAMETERdNCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) •-= 21,01 TRAVEL TI ME ( MIN. ) = 0.04 TC ( MIN . ) = 5 . 26 *********************;(< :{<;!;;|;^^;c$>!{>!( FLOW PROCESS FROM NODE 7,30 TO NODE 7,30 IS CODE - 3 >>»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW^<••:•<<•< 10 0 Y E A R R AIM F A I... F.. INT E N SIT Y (IN C F l / l-i 0 U R ) 6 , 4 6 8 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = ,9500 SUBAREA AREA (ACRES) == 0,46 SUBAREA RUNOFF (CFS) 2.33 TOTAL AREA (ACRES) --^ 3,87 TOTAL RUNOFF (CPS) = 23,84 TCfMIN) ^ 5,26 - FLOW (--'ROCESS FROM NODE" "7,30 TO NODE 7.00 IS CODE - 3 »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA-<-^:--::--:;-^- .>.>.»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) •c:-^:•:::•::;-•:: DEPTH OF FLOW IN 21.0 INCH PIPE IS 15,3 INCHES PIPEFLOW VELOCITY(|-EET/SEC. ) =12,7 UPSTREAM NODE ELEVATION = 238.50 DOWNSTREAM NODE ELEVATION = 237.00 — FLOWLENGTH(FEET) =49.00 MANNINGS N = 0.013 ESTIMATED PIPE DIAMETERdNCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 23.34 TRAVEL-TIME(MIN,)= 0.06 TC(MIN,) = 5.32 -*********************;*:****;v;f:$$.^>{(*************************************sc****** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 1 »»> DES IGN ATE INDEPENDENT STREAM FOR CO NFL UEN CE-^;-< •<•<-=:; CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE? -TIME OF CONCENTRATION(MINUTES) = 5.32 RAINFALL INTENSITY (INCH./HOUR) = 6,44 TOTAL STREAM AREA (ACRES) = 3.87 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 23.34 *****************************;i(**){?$:{c************:}c**************************** FLOW PROCESS FROM NODE 7,11 TO NODE 7,12 IS CODE = 2 ::-.»>:>RATIONAL METHOD INITIAL SUBAREA ANAL YS I S<-<-<-•::•::; SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = ,9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 340,00 UPSTREAM ELEVATION = 266,00 -DOWNSTREAM ELEVATION = "242.47 ELEVATION DIFFERENCE = 23,53 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 4.151 *CAUTION? SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 5-MINUTES 100 YEAR RAINFALL INTENSITYdNCH/HOUR) = 6.590 SUBAREA RUNOFF(CFS) = 2.44 TOTAL AREA(ACRES) = 0,39 TOTAL RUNOFF(CFS) = 2.44 ************;;;*!j<;^ij< j|c**;{< ;|<;}:;!^^ FLOW PROCESS FROM NODE 7.12 TO NODE 7,00 IS CODE = 3 >>>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA--;-<^->-;--: »>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 9,0 INCH PIPE IS 3,7 INCHES F-1P E F-1.„ 0 W V E L. 0 C .l T Y (F- E E T / SEC) = 14,4 UPSTREAM NODE ELEVATION = 238,50 DOWNSTREAM NODE ELEVATION 237,00 FLOWLENGTH'FEET) 3,00 MANNINGS N - 0,013 ESTIMATED PIPE DIAMETERdNCH) 9,00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) = 2,44 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 5.01 -FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE =1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-<-<-<-<-< ->.».»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-<-<-< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE? TIME-OF CONCENTRATION(MINUTES) = 5.01 RAINFALL INTENSITY (INCH./HOUR) = 6.59 TOTAL STREAM AREA (ACRES) = 0.39 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 2.44 CONFLUENCE INFORMATION? -S F R E A M R (J N 0 F F TIM E -I N T E N SIT Y NUMBER (CFS) (MIN,) (INCH/HOUR) 1 77,60 --12,76 3.675 2 23.34 5.32 6.437 3 2,44 5.01 6.586 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS? -92.57-70.53 69,05 - COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS? RUNOFF (CI"S) = 92.57 TIME (MINUTES) = 12.756 —TOTAL AREA(ACRES) = 27,94 ********************;{<*>K**************:<c*)K****:^***)K****************;ic FLOW PROCESS FROM NODE 7,00 TO NODE 8,00 IS CODE ••= 4 ::-\XXV>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA-<<-:::-:::< :> > > > > USING U 3 E1^ - S P E CIFIE D PIF" E SIZ E -=:; < < DEPTH OF FLOW IN30.0 INCH PIPE IS 15,6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 36.0 UPSTREAM NODE ELEVATION = 235,26 DOWNSTREAM NODE ELEVATION = 218.40 FLOWLENGTH(FEET) = 88,38 MANNINGS N = 0,013 GIVEN PIPE DIAMETERdNCH) = 30,00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) =92.57 TRAVEL TIME(MIN.) = 0.04 TC(MIN,) = 12.80 * * * * * * * ************ * * * * * * t * * * * * * * * * * * * * * * * * * *' * * * * * * * * * ****** Hi ^';{{$ ;K $ $ ^;{{;K * FLOW PROCESS FROM NODE 3,00 TO NODE 3,00 IS CODE = 1 »»:>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-<^^:-<<^< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE? TIME OF CONCENTRATION(MINUTES) ^ 12,30 RAINFALL INTENSITY (INCH,/HOUR) = 3,67 TOTAL STREAM AREA (ACRES) = 27.94 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 92,57 vi- vl/ •,(.- 11/ vl.- vl/ - V v!/ •-(/ vl/ vij- vL- i)/ vl,- -J/ vl/ vl/ \ij vl/ iJ.- vl/ vl/ U/ vl.- vi/ -J.- vl.- vi/ vL- vl/ vl.- U/ vl/ vi/ vl-' •J.r v!/ vl/ ii.- il/ vl/ \i/ vi/ vf/ • 1/ vJ/ il/ i!/ -.1/ -,// iL- il.- -.L- il.- v/.- vl/ iJ.- i?/ vf/ • 1- - (- • I - il • • I, • J. -I • i(, - ( <,....;.,,.,(..•. . .p .,v /^v /p ,p /V- .'V /p /f. /,v n^. /IV .p /,-. /p /p .,v /,.. ..p .-i-. ..p -p /IV ,p /^-w /^ /,v /^\ .-p /IV /,v T. /iv OV /p -ifv /Vv /,v .I'v /p /fw/fv /p v\v /(v .f. /j; /j\ TV /i^4\ ;fc% FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE >»»RATIONAL METHOD- INITIAL SUBAREA ANALYSIS-=::-<-^:--::-^: SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = ,9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 800,00 UPSTREAM ELEVATION = 313,84 DOWNSTREAM ELEVATION = 284.46 ELEVATION DIFFERENCE = 34.38 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 6.325 -*CAUTION? -SUBAi-dIA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. *CAUTION? SUBAREA FLOWLENGTH EXCEEDS COUNTY NOMOGRAPH DEFINITION, EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITYdNCH/HOUR) = 5,960 SUBAREA RUNOFF(CFS) = 5.27 -TOTAt--AREA (ACRES) 0.93 --—^TOTAL-RUNOFF (CFS ) = 5 .27 **************************************************************************** FLOW PROCESS FROM NODE 21,00 TO NODE 22.00 IS CODE = 6 ->.»»COMPUTE STREETFLOW TRAVELTIME THRU SUB(^REA««< UPSTREAM ELEVATION = 284,46 DOWNSTREAM ELEVATION = 263,70 STREET LENGTH(FEET) = 475,00 CURB HEIGTH(INCHES) =6, STREET HALFWIDTH(FEET) = 28.00 STREET CROSSFALL(DECIMAL) =0.0500 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **Tt-<AVELTIME COMPUTED USING MEAN FLOW (CFS) 7.72 STREET FLOWDEPTH(FEET) = 0.42 HALFSTREET FLOODWIDTH(FEET) = 6.78 - AVERAGE FLOW VELOCITY(FEET/SEC,) = 6.26 PRODUCT OF DEPTHSVELOCITY = 2.63 STREETFLOW TRAVELTIME(MIN) = 1.27 TC(MIN) = 7.59 100 YEAR |-(AINFALL INTENSITYdNCH/HOUR) = 5.357 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 0,96 SUBAREA RUNOFF(CFS) = 4.39 SUMMED AREA(ACRES) = 1.39 TOTAL RUNOFF(CFS) = 10,15 END OF SUBAREA STREETFLOW HYDRAULICS? DEPTH(FEET) = 0,46 HALFSTREET FLOODWIDTH(FEET) = 7.61 FLOW VELOCITY(FEET/SEC,) = 6.63 DEPTH*VELOCITY = 3.06 *****;;<»********************************************************************* FLOW PROCESS FROM NODE 22,00 TO NODE 22,10 IS CODE = 6 >»>::COMPUTE STREETFLOW TRAVELTIME TFiRU SUBAREA<<<-<-< UPSTREAM ELEVATION = 263,70 DOWNSTREAM ELEVATION = 262.41 STRFFT I ENGTH(FEET) = 30,00 CURB HEIGTH(INCHES) = 6, STREET HALFWIDTH(FEET) = 28.00 STREET CROSSFALL(DECIMAL) -0.0400 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF •-- 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 10,50 S FFi;EE J !• 1...0WDERTF-l ( FEET ) = 0,45 I IA L F- S T R £ E T' F L.. 0 C D W1D T F l (F" EET) = 3,75 AVERAGE FLOW VELOCITY(FEET/SEC,) = 6.46 PRODUCT OF DEPTHSVELOCITY - 2,33 STREETFLOW TRAVELTIME (MIN) = 0,03 TC(MIN) 7,67 100 YEAR RAINFALL INTENSITYdNCH/HOUR) = 5,320 -- SOIL-CLASSIFICATION IS -°D" - INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 0,14 SUBAREA RUNOFF(CFS) = 0,71 -SUMMED AREA(ACRES) =2.03 TOTAL RUNOFF(CFS) = 10,86 END OF SUBAREA STREETFLOW HYDRAULICS? DEPTH(FEET) =0.45 HALFSTREET FLOODWIDTH(FEET) = 3,75 —FLOW VELOCITY(FEET/SEC,)=—6.68 -DEPTH*VELOCITY = 2.98 **************************************************************************** FLOW PROCESS FROM NODE 22.10 TO NODE 22,20 IS CODE = 6 .>>>>;>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA-^-<-<•<•< UPSTREAM ELEVATION = 262,41 DOWNSTREAM ELEVATION = 260.61 —STREET -LENGTH (FEET )--= 50, 00 —-CURB HEIGTH (INCHES ) = 6. STREET HALFWIDTH(FEET) = 23.00 STREET CROSSFALL(DECIMAL) =0.0300 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 - — **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 11,13 STREET FLOWDEPTH(FEET) = 0.45 HALFSTREET FLOODWIDTH(FEET) = 11,23 _ TAVERAGE FLOW VELOCITY(FEET/SEC, ) = 5,57 PRODUCT OF DEPTHSVELOCITY = 2,50 STREETFLOW TRAVELTIME (MIN) = 0.15 TC(MIN) 7,32 100 YEAR RAINFALL INTENSITYdNCH/HOUR) = 5,249 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT -RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 0,11 SUBAREA RUNOFF(CFS) = 0,55 SUMMED AREA(ACRES) = 2,14 TOTAL RUNOFF(CFS) = 11.41 -END OF SUBAREA STREETFLOW HYDRAULICS? DEPTH(FEET) = 0.45 HALFSTREET FLOODWIDTH(FEET) = 11.23 FLOW VELOCITY(FEET/SEC.) = 5.71 DEPTH*VELOCITY = 2.56 * * * * * * * * * ****************** * * * * * * * * * * * * * * * ;!< * * * * * * * * * * * * * * * *********** * * * * * * * - FLOW PROCESS FROM NODE — 22.20 TO NODE 23.00 IS CODE = 6 »>»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA-<-:::-::;-::>^: UPSTREAM ELEVATION = 260.61 DOWNSTREAM ELEVATION = 246,42 STREET LENGTH(FEET) = 390,00 CURB HEIGTH(INCHES) = 6, STREET HALFWIDTH(FEET) = 28,00 STREET CROSSFALL(DECIMAL) =0,0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 12,60 STREET FLOWDEPTH(FEET) = 0,43 l -i A L F S T' F;' E E T F LOO D WID T11 (F E E T^) = 15.16 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.21 PRODi.JCT OF DEPTFIJiVELOCITY = 2.24 STREETFLOW TRAVELTIME(MIN) = 1,25 TC(MIN) = 9.06 100 YEAR RAINFALL INTENSITYdNCH/HOUR) = 4,656 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = ,9500 SUBAREA AREA(ACRES) = 0,54 SUBAREA RUNOFF(CFS) = 2,39 SUMMED AREA (ACRES) = 2-, 68 TOTAL RUNOFF (CFS) = 13,30 END OF SUBAREA STREETFLOW FIYDRAULICS? DEPTH (FEET) •= 0,43 HALFSTREET FLOODWIDTH ( FEET) = 15,16 FLOW VELOCITY<FEET/SEC. ) = 5.71 DEPTH*VELOCITY 2,45 ******************************************************************;K********* FLOW PROCESS FROM NODE 23,00 TO NODE 24,00 IS CODE = 3 »>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA-^;-^-<-:;:-< > > > > > U SING COM P U F E R - ESTIMATE D I"' IF' E 31Z E (NON- F RESS U R E FLOW) < < < < < -DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.4 INCHES PIPEFLOW VELOCITY(FEET/SEC,) = 11.6 UPSTREAM NODE ELEVATION = 241.00 - DOWNSTREAM NODE-ELEVATION 239,00 — FLOWLENGTH(FEET) = 59,00 MANNINGS N = 0.013 ESTIMATED PIPE DIAMETERdNCH) = 18.00 NUMBER OF PIPES = 1 -PIPEFLOW THRU SUBAREA(CFS) =13.80 TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 9,15 **************************************************************************** FLOW PROCESS FROM NODE 24,00 TO NODE 24.00 IS CODE = 8 •^-ADDITION OF SUBAREA TO MAINLINE PEAK FLOW-=::•< -100 -YEAR RAINFALL-INTENSITYdNCH/HOUR) = 4.616 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES)= 0.25 SUBAREA RUNOFF(CFS)= 1.10 TOTAL AREA(ACRES) = 2.93 TOTAL RUNOFF(CFS) = 14.39 TC(MIN) = 9.15 * * * * * *• * * * * ;{< * * * * * * * * * ****** * ,ic * * * * * * * * * ****** * * ********** * * ****************** * FLOW PROCESS FROM NODE 24.00 TO NODE S.OO IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA-:::-<-:::-« >>»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FL0\4)«<« DEPTH OF FLOW IN 18.0 INCH PIPE IS 11,5 INCHES -PIPEFLOW VELOCITY(FEET/SECi)-= 12.5 - UPSTREAM NODE ELEVATION = 239,00 DOWNSTREAM NODE ELEVATION = 234,70 FLOWLENGTH(FEET) = 110,00 MANNINGS N = 0,013 ESTIMATED PIPE DIAMETERdNCH) = 13,00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 14,39 TRAVEL TIME(MIN,) = 0.15 - TC(MIN,) = 9.29 vi^ vi/ vtr vi/ vU vl/ vl/ vl/ vl* vl/ vl/ vl/ vl/ vi/ v*/ vl.» vl/ vl/ vl/ vl/ vl/ vl' vJ/ •*/ vl/ vl/ vl/ vir vl/ W vl/ vl/ vl/ *l^ vl/ >!/ vl/ vl/ vl/ vl/ vi/ vl/-vl/ vl/ vl/ il/ vl/ vl/ vl/ vl/ vl/ vi/ vl.^ vl/ vl/ vt/ vt/ v(/ vl/ vl/ v^/ vl/ vl/ vl/ vi/ vl.* vi.« vl/ vl^ vl/ -.1/ vl.- vl/ vl/ if/ /fw /fw .-ip /p .'p /p /'I'v 'V" '(^ '1^ 'l"^ 'fv /p /i\ /p /\\ ifi. /{\ /f. /(\. /"|\ /^v *p /I'v /'p ,p /p /p .'p /(\ /p /\»i /jS. .-JV /p /p /p Jp /fw /JV /p /p /p /|V /p /p /fv /p .-jv /fw /fw /p /p /jv /p /fw /^v /p /f. /^v /iv /p /\\ /jiw /p /]v /^v vyv /f-. /i>w /i\ /V". /Jv /p -fw FLOW PROCESS FROM NODE 3.00 TO NODE 8.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-<-<-<-^::-< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-<-^:-:::-<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE? TIME OF CONCENTRATION(MINUTES) = 9,29 , - -- -* i;." r- TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 14.39 c 0 N F L u E u ci N !'" o M A 11 c N ? STREAM RUNOFF TIME INTENSITY NUM B E R (C F S ) ( MIN . ) (IN C F-i / Fl 0 U I'!;) 1 92.57 12,80 - 3,667 - 2 14,89 9,29 4,546 -RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS? 104.58 89,57 - COMPUTED CONFLUENCE ESTIMATES ARE-AS FOLLOWS? - RUNOFF(CFS) = 104,58 TIME(MINUTES) = 12.797 TOTAL AREA(ACRES) = 30.87 **************************************************************************** - FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBfiiREA«-«< >yy»US I NG-USER~SPEC IFI ED-PIPES I ZE««< ~ " DEPTH OF FLOW IN 30,0 INCH PIPE IS 20,8 INCHES -PIPEFLOW VELOCITY(FEET/SEC.)-= —28,3 UPSTREAM NODE ELEVATION = 218.00 DOWNSTREAM NODE ELEVATION = 217,20 FLOWLENGTH(FEET) - 8,00 MANNINGS N = 0,013 GIVEN PIPE DIAMETERdNCH) = 30,00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 104.58 TRAVEL TIME(MIN.) = -0.00 TC(MIN.) = 12,80 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 5 :>»»COMPUTE TRAPEZOIDAL-CHANNEL FLOW•<•:::-< > :> :> > > TRAVELTIME T Fl RU SUBAREA < < •< -< UPSTREAM NODE ELEVATION =-225.00 DOWNSTREAM NODE ELEVATION = 96,50 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 - CHANNEL-BASE(FEET) =- -0.00 "Z" FACTOR = 2.500 MANNINGS FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3,00 CHANNEL FLOW THRU SUBAREA(CFS) = 104.53 FLOW VELOCITY(FEET/SEC) = 24.72 FLOW DEPTH(FEET) = 1.30 TRAVEL TIME(MIN.) = 0,13 TC(MIN,) = 12.98 **************************************************************************** FLOW PROCESS FROM NODE 10,00 TO NODE 10,00 IS CODE = 8 ».»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW-<-:::-x--<-< 100 YEAR RAINFALL INTENSITY(INCH/I-IOUR) = 3.632 SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 SUBAREA AREA(ACRES) = 2,50 SUBAREA RUNOFF(CFS) = 7,72 TOTAL AREA(ACRES) = 33,37 TOTAL RUNOFF(CFS) = 112,30 TC(MIN) = 12,93 :;<*^;*******************;;<;:;**************************************************** FLOW PROCESS !"ROM NODE 10,00 TO NODE 11,00 IS CODE •••••• 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA-^-::/•::•::• >>»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)^:; DEPTH OF FLOW IN 33,0 INCH PIPE IS 22,0 INCHES PIPEFLOW VELOCITY(FEET/SEC,) = 26,6 -UPSTREAM NODE ELEVATION =- 96,30 DOWNSTREAM NODE ELEVATION = 88,50 FLOWLENGTH(FEET) = 108.00 MANNINGS N = 0.013 ESTIMATED PIPE DIAMETERdNCH) = 33,00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 112,30 TRAVEL TIME(MIN,) = 0.07 TC(MIN.) = 13.04 END OF RATIONAL METHOD ANALYSIS RAT10NAL M£TH0D FIYDR0L0GY C0MPU FER PR06RAM PACKA6E Reference? SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1981 HYDRnF..OGY MANUAL (C) Cor-yridh-t 1982y 1985 Advanced En;^ineerin^ Sof-twere IIAESI E s p e c i a 11 y F r e f' a r e d f or? WILLIAMSON S SCHMID 17732 SKY PARK BLVD,!' IRVINE CA.y 92714 **********DESCRIPTION OF RESULTS******************************************** * CARLSBAD GATEWAY CENTERy PALMER WAY STREET HYDROLOGY STUDY ALT."A•(050). * * JN?84136 DF?MHM84136RSDQ50A * * 6-22-1986, * **************************************************************************** USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION? USER SPECIFIED STORM EVENT(YEAR) =50,00 SPECIFIED MINIMUM PIPE SIZEdNCH) = 3,00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0,95 R AIN F- ALL -1N TENS I T Y A D J U S T M E N T F" A C T 0 R = 1 , 0 0 0 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED Advanced Ensiineerin^ Software I"AES3 SERIAL No, KOO03 VER, 3,3A RELEASE DATE?12/01/85 / vl/ vl/ -J/ 1?/ vi.' vl/ vl/ vl/ vLr vl/ vl/ it/ vl/ vl.- vl- vl/ v// vlr iJ.- vl/ -J/ vl/ v^- -J/ vJ/ vJ,- vl/ vtr vi/ vj|/ vj/ i^- v^/ \l/ -.// vl/ vV V^ vJ/ vi/ v^* v)/ vJ^ v|/ vL* Vl/ v)/ vf/ yl/ vt/ vl/ vV vV vl/ -J/ vl/ vl/ -I/ vl/ vf/ vl/ vl.- vl.- vl/ -1/ -J/ vi/ v^.' vl.- -1/ -.1.- vl/ ij/ C ^ /p /p ^ /p /p /p JjC /6 /{< .-i^ /,v /fv /p /p. /IV /IV /?% *v /^ .^v /i^ /p /T^ /Vl /|5^ /IV -TV /p /p /p /p .TH. /IV /,v /IV /r. /?• /p /p /,v /iv .p /iv 4^. /^ /f. /f- /fw M'- 'P 'P -"P 'P 'j^ -^v .\. /p /,v /p .-,v /^ /p /p /p /rt /f. /p FLOW PROCESS FROM NODE 1,10 TO NODE 1.10 IS CODE = 7 >>>»USER SPECIFIED HYDROLOGY INFORMATION AT NODF USER-SPECIFIED VALUES ARE AS FOLLOWS? TC(MIN) = 10,00 RAIN INTENSITYdNCH/HOUR) 3,27 TOTAL AREA(ACRES) = 2.85 TOTAL RUNOFF(CFS) = 7.02 ***************::c************************************************************ FLOW PROCESS FROM NODE 1,10 TO NODE 1,20 IS CODE = 4 >>•> >::-C0i 1PUTE PIPEFLOW TRAVELTIME THRU 3UBAREA<< ::• ;> > > > U SING USE R - - S f •' E CF1E D I-' I ? E31ZE < < < < < DEPTH OF FLOW IN 13,0 INCH PIPE IS 12,5 INCHES -PIPEFLOW VELOCITY(F£ET/SEC,) =5.4 UPSTREAM NODE ELEVATION = 311.50 DOWNSTREAM NODE ELEVATION = 309,64 FLOWLENGTH(FEET) = 270,00 MANNINGS N - 0,013 GIVEN PIPE DIAMETERdNCH) = 18,00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 7,02 - TRAVEL TIME(MIN.) =0,34 TC(MIN.) = 10.34 .********************:!ji:**j{<;{c***;K************;:(c;-i<*$*-$$^;{c********* FLOW PROCESS FROM NODE 1.20 TO NODE 1.20 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-<-<-<-<-< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE? - TIME OF CONCENTRATION(MINUTES) =10.84 - RAINFALL INTENSITY (INCH,/HOUR) = 3,15 TOTAL STREAM AREA (ACRES) = 2,35 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 7,02 *********X-?******>{<*******************************)(c**;jc*****************$****** FLOW PROCESS FROM NODE 1.20 TO NODE 1.20 IS CODE = 7 >»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE-':;-< USER-SPECIFIED VALUES ARE AS FOLLOWS? TC(MIN) = 10.00 RAIN INTENSITYdNCH/HOUR) = 3,27 TOTAL AREA(ACRES) = 1,65 TOTAL RUNOFF(CFS) = 4,55 **********************:{c****;K****************;!<***;i<;i(*;{i;!<*********************;};* FLOW PROCESS FROM NODE 1,20 TO NODE 1,20 IS CODE = 1 >»>;>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE •/>>>:: AND COMPUTE VARIOUS CONFLUENCED STREAM VAL UES <•=::<•=::•< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE? TIME OF CONCENTRATION(MINUTES) = 10,00 RAINFALL INTENSITY (INCH,/HOUR) = 3,27 TOTAL STREAM AREA (ACRES) 1,65 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 4,55 C iJ N1^" I., U E N C E IN F 0 R M A T10 N ? STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN,) (INCH/HOUR) 1 7.,02 10,84 3,152 2 4,55 10,00 3,265 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS? i, 1 * -'7 .1. .!. .1. * v./v.'> COMPUTED CONFLUENCE ESTIMA FES ARE AS FOLLOWS? RUNOFF(CFS) = 11,^11 T liME ( MI NOTES ) = 10,833 TOTAL AREA(ACRES) = 4.50 FLOW PROCESS FROM NODE 1,20 TO NODE 1,21 IS CODE = 4 • »>>>COMPUTE PIPEFLOW Tf^AVELTIME THRU SUBAREA^<<>::::;>::: > > > > > (.J SIN G U S E - S P E CIFIE D PIP E SIZE < < < < < DEPTH OF FLOW IN 13,0 INCH PIPE IS 13.2 INCHES PIPEFLOW VELOCITY(FEET/SEC,) = 3,2 UPSTREAM NODE ELEVATION = 309,64 DOWNSTREAM NODE ELEVATION = 308,76 FLOWLENGTH(FEET) = 55.56 MANNINGS N = 0,013 GIVEN PIPE DIAMETERdNCH) = 13,00 NUMBER OF PIPES = 1 - PIPEFLOW THRU SUBAREA(CFS) = 11,41 TRAVEL TIME(MIN,) = 0,11 TC(MIN,) = 10,95 * * * ;|< *: * * * * * * * * * * * ********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ****** * * ****** * * * * * FLOW PROCESS FROM NODE 1.21 TO NODE 1.21 IS CODE = 1 >>>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-^::-<-^;-^:-^: CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE? TIME OF CONCENTRATION(MINUTES) = 10.95 RAINFALL INTENSITY (INCH./HOUR) = 3.14 TOTAL STREAM AREA (ACRES) = 4,50 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 11.41 •^i:' "i^ '•f^ ^ '^^ "v'y ^f:' ^ ^' *•*' ' V \V ^'''•b' \V ^ 4r *'V ^ ^i' ^ * ^ v!^ ^ vV Mr '^i's^/^ 4' vV vV vV vV vj^/ vi/ O/ ^ vi/ U/ V^L vl/ vl/ -4/ .•fv ^v ip /fw .'p .\\ /jX /fv /f. /)v /-jV /p /p /p /p /p .i\ .-p .-p /fv /p .-p /ip /p /p /JV /fv /p /^'v t'f. ri\ ff\ jf\ /f. /JV /jv /^"v /fv /p /fw /p /p /p. /p /fv /p /p /p vfv /fw /|v /jv /fw /p /Jv /yw vfv /p /fk --p /fw /p /j^ .-r- 'p ^v 'f. --p 'P '6 'T* ^ FLOW PROCESS FROM NODE 1,21 TO NODE 1.21 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT HODE<«« USER-SPECIFIED VALUES ARE AS FOLLOWS? TC(MIN) = 10.00 RAIN INTENSITYdNCH/HOUR) = 3.27 TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) = 4,37 •J/ vi/ -i/ -,1/ vl/ v.V it/ V.I/ v.i/ vl/ vj/ vfc- vt/ i,V v// vl/ v^/ -.1/ vV V.I/ vl.- -1/ v(/ -.1^ :}/ v(/ -^1/ v|l/ vf/ vl/ vV vv vl/ v(/ vl/ vJ/ vl/ \l/ vl/ vl/ vi/ vi/ vl/ vl/ vi/ %!/ vl.. v^/ vt/ -J/ vt/ vl/ ll.- vl/ -I.- -.1/ vl.- vf/ vl/ V'/ vl/ vl.- vi/ vl/ 11/ vl/ vl.. -I.- vl/ vl.- i|.- -.1/ vt/ It/ vl/ -p -,v .-p /(v /tv /;v /p /p .p /p yp /p .p .p /p /p /p /p /I'w /p .p /p .p .fv /p /p .1-. ov /p /f. /p /IV /p -p -p /-.v /p /p /p Av .p .-p /!^ /p -p /r- 'P -p •'p /|-. /is /i. /i^. -p '|-. /^ .-1^ -V- '1^ o"- 'i'v /fr /^ /p ^Vv /p /f. /p /p /p .f. /p FLOW PROCESS FROM NODE 1,21 TO NODE 1,21 IS CODE = 1 > >>>:• DESIGNATE INDEPENDENT STREAM FOR ' C0NFL.UENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-^ ^::<-^ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE? TIME OF CONCENTRATION(MINUTES) = 10,00 RAINFALL INTENSITY (INCH,/HOUR) = 3,27 TOTAL STREAM AREA (ACRES) 1,60 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 4,37 C 0 N I" I... U E N C E IN F 0 R M A T ION? STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCFi/HOUR) 1 11,41 10.75 3.137 2 4,37 10,00 3,265 RAINFALL -INTENSITY--RA FIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS? 1!:;,.:,1 15,33 f:;CMPUTED COtJFLtJEMCE ESTIMATES ARE AS :~CL;,..0WS^ RUNOFF'CrS) •= lZ..:)i TIME; ri INU FES) - 10,950 TOTAL AREA(ACRES) = 6,10 **********************************;{< ;[<;{(;;<;(;;{{;{< >{(;}c**;{{*$*$***********$;{<5«********** FLOW PROCESS FROM NODE 1.21 TO NODE 1,30 IS CODE = 4 ::->>::->COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREH<-<-<-<-^: > > > > > USING U S E R - S F' E CIFIE D F' IP E SIZ E < « < < PIPEFLOW VELOCITY(FEET/SEC.) = 8.3 UPSTREAM NODE ELEVATION = 303.76 DOWNSTREAM NODE ELEVATION = 307.27 FLOWLENGTH(FEET) = 95.20 MANNINGS N = 0.013 GIVEN PIPE DIAMETERdNCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 15.61 TRAVEL TIME(MIN.) = 0.18 TC(MIN.) = 11.13 * * * * * * * * * * * * * * * * * * * * * * * * * * * * ****** * * * * * ;{< $ $ t * * * * * * * * * * * * * * * * * * * * * * * ;!< * * * * * * * * FLOW PROCESS FROM NODE 1,30 TO NODE 1.40 IS CODE = 4 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUB ARE A-:::-::;-:::<-=:: > > > > > USING USE 1^ - SF'ECIFIED F'IPESIZE-< < < < < DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.3 INCHES PIPEFLOW VELOCITY(FEET/SEC,) = 14,9 UPSTREAM NODE ELEVATION = 307.27 DOWNSTREAM NODE ELEVATION = 303.90 FLOWLENGTH(FEET) = 57,00 MANNINGS N = 0,013 GIVEN PIPE DIAMETERdNCH) = 13,00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 15,61 TRAVEL TIME(MIN,) = 0,06 TC(MIN.) = 11,19 * * * * * * * * * * * * * * * * * * * * * * * ****************** * t * * * * * ****** * * * * * * * * * * * * * * * * * * * * ;ii * FLOW PROCESS FROM NODE 1,40 TO NODE 1,40 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<-^-<-< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE? TIME OF CONCENTRATION(MINUTES) = 11.19 RAINFALL INTENSITY (INCH,/HOUR) = 3.11 TOTAL STREAM AREA (ACRES) = 6.10 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 15,61 **************************************;{c*******;{c;i(;{{;K************************** FLOW PROCESS FROM NODE 1,40 TO NODE 1,40 IS CODE = 7 •»»>USER SPECIFIED HYDROLOGY INFORMATION AT MODE-•::•< USER-SPECIFIED VALUES ARE AS FOLLOWS? TC(MIN) = 10,00 RAIN INTENSITYdNCH/HOUR) = 3,27 TOTAL AREA(ACRES) = 0,71 TOTAL RUNOFF(CFS) = 1,33 ************** ***«***********«;{<******)J?*$*;!;;!cj}oii*;!<***^;***-|i***:{<^ci{**;i?*;i^^ FLOW PROCESS FROM NODE 1.40 TO NODE 1,40 IS CODE = 1 vl/ vl.- >>»/DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-^:: < ^::< :; >::>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<-x-<-: CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE? TIME OF CONCENTRATION(MINUTES) = 10.00 RAINFALL INTENSITY (INCH./HOUR) = 3.27 TOTAL STREAM AREA (ACRES) = 0.71 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1.33 C 0 U F L U E N C E IN F 0 R M A T10 N ? STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 - 15.61 - 11.19 - 3.113 - 2 1,83 10.00 3.265 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS? 17.36 16.71 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS? RUNOFF(CFS) = 17.36 TIME(MINUTES) = 11,194 TOTAL AREA(ACRES) = 6.81 **************************************************************************** FLOW PROCESS FROM NODE 1.40 TO NODE 1.50 IS CODE = 4 »>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREi^«<« >>> » U SIN G USE R-SPE CIFIE D PIPESIZE <<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17,1 UPSTREAM NODE ELEVATION = 303.90 DOWNSTREAM NODE ELEVATION = 302,66 FLOWLENGTH(FEET) = 15.57 MANNINGS N = 0.013 GIVEN PIPE DIAMETERdNCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 17,36 TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 11.21 **************************************************************************** FLOW PROCESS FROM NODE 1.50 TO NODE 1.00 IS CODE = 4 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUB A RE A< :> >• ;> :> ;> USING USER - s F- E C I F I E D P I P E S I Z E < < < < •< DEPTH OF FLOW IN 13.0 INCH PIPE IS 6,6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 29,5 UPSTREAM NODE ELEVATION = 302.66 DOWNSTREAM NODE ELEVATION = 299,20 FLOWLENGTH(FEET) = 10.00 MANNINGS N = 0.013 GIVEN PIPE DIAMETERdNCH) = 18,00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 17.36 TRAVEL TIME(MIN.) = 0,01 TC(MIN.) = 11.21 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 3 »»::-COMPUTE PIPEFLOW TRAVELTIME TFIRU SUB ARE A •<-•;-<<-::; »>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOU)<-^..-«< DEPTH OF FLOW IN 13,0 INCH PIPE IS 14.4 INCHES PIPEFLOW VELOCITY(FEET/SEC,) = 11,5 UPSTREAM NODE ELEVATION = 299,20 DOWNSTREAM -NODE ELEVATION = 286.81 FLOWLENGTH(FEET) = 410.00 MANNINGS N =0.013 ESTIMATED PIPE DIAMETERdNCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 17,36 TRAVEL TIME(MIN.) = 0,60 TC(MIN,) = 11.81 *******************;4:;;<$********************M<)K*******************************;}; FLOW PROCESS FROM NODE 2.00 TO MODE 2.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<-:::-<-< CONFLUENCE VALUES USED FOR-INDEPENDENT STREAM 1 ARE? TIME OF CONCENTRATION(MINUTES) =11,81 RAINFALL INTENSITY (INCH./!-^OUR) = 3,06 TOTAL STREAM AREA -(ACRES) = 6.81 - TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 17.36 *************************$5f;****************:^**:^':^***************;i(****}f:******* FLOW PROCESS FROM NODE 2.10 TO NODE 2,10 IS CODE = 7 >>.>::•-:>USER SPECIFIED HYDROLOGY INFORMATION AT mDE<«« USER-SPECIFIED VALUES ARE AS FOLLOWS? TC(MIN) = 10.00 RAIN INTENSITYdNCH/HOUR) = 3.27 TOTAL AREA(ACRES) = 1.48 TOTAL RUNOFF(CFS) = 2.30 *******************;{;*)f;5{?>j{**;}:;i(:{c:{<**f!i********************************>K********** FLOW PROCESS FROM NODE - 2.10 TO NODE 2.20 IS CODE = 9 »»>COMPUTE "V" GUTTER FLOW TRAVELTIME THRU SUBAREA««-^ UPSTREAM NODE ELEVATION 302,00 DOWNSTREAM NODE ELEVATION = 295,-00 CHANNEL LENGTH THRU SUBAREA(FEET) = 350,00 "V" GUTTER WIDTH(FEET) = 3,00 GUTTER HIKE(FEET) = 0.080 PAVEMENT LIP(FEET) = 0.030 MANNINGS N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0,02 MAXIMUM DEPTH(FEET) = 0,50 50 YEAR RAINFALL INTENSITYdNCH/HOUR) = 3,052 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELCPMENT RUNOFF COEFFICIENT ,9500 TRAVELTIME THRU SUBAREA BASED ON VELOCITY (FEET/SEC) 3,12 AVERAGE FLOWDEPTH(FEEF) = 0.24 FLOODWIDTFI (FEET ) 15,00 "V" GUTTER FLOW TRAVEL TIME(MIN) = 1,87 TC;MIN) = 11,87 S U B A i-^ E A A R E A ( A C R E S ) = 1 , 11 U B A R i:;; A !-v U N 0 F" F- i C F G ) = 3,22 SUMMED AREA(ACRES) = 2,59 TOTAL RUNOFF(CFS> = 6,02 END OF SUBAREA "V" SUTTER HYDRAULICS? DEPTH (FEET) = 0,26 FLOnr:W IDTH ( FEET ; = IS, 23 FLOW VFLOCITY(FEET/SEC. > = Z.-]'^ OEPTH^VELOi :ITY - 0,06 **************>s********s*Ki:a*****K************;^OKJ^:** FLOW PROCESS FROM NODE 2,20 FO NODE 2,00 [S CODE 3 >>>>>COMPUTE PIPEFLOW TRAVEF..TIMC r!-:RU SUDAREA/: >>>>>USim C0M!"• UTER--E5TIMATED F llPESIZE ( N0•-!••• RF.SS(..iF-: •;; FL' ]>~.\ DEPTH OF FLOW IN 12,0 INCH PIPE IS PIPEFLOW VELOCITY(FEET/SEC.) = - 9,7 UPSTREAM NODE ELEVATION = 291,50 DOWNSTREAM NODE ELEVATION = 286.81 FLOWLEMGTH(FEET) = 125.00 MANNINGS N = 0.013 ESTIMATED PIPE DIAMETERdNCH) = 12,00 NUMBER OF PIPES = J PIPEFLOW THRU SUBAREA(CFS) = 6.02 TRAVEL TIME(MIN.) = 0.22 TC(MIN.) = 12,08 ****************^*:v*:j;$jf:$*;{{ >(<:{; ,t:^<^$,t*,t$*)};*,^};$ FLOW PROCESS FROM NODE 2,00 TO NODE 2,00 IS CODE - 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<-<-<<-::: »»>AND COMPUTE VARIOUS CONFLUENCED STREAM 'Jf^LU£S««< - CONFLUENCE VALUES USED FOR -INDEPENDENT STREAM TIME OF CONCENTRATION(MINUTES) = 12.OS RAINFALL INTENSITY (INCH,/HOUR) = 3.03 TOTAL STREAM AREA (ACRES).= 2.59 TOTAL STREAM RUNOFF (CFS) AT CONFLUENCE ^= 6.02 CONFLUENCE INFORMATION? STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIM,) (INCH/HOUR) 1 1 /. 3 6> 11.81 3,0 5 /' 12,08 3,032 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS? 23,32 23.23 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS? RUNOFF(CFS) = 23.32 TIME(MINUTES) = 11,810 TOTAL AREA(ACRES) = 9,40 * * * * * * * * * * * * ,^ * * * $ $ .-j; * :4: $ •{« * ;t- * ;•{( ^ * ^; * * * * ;^:;{; $ ii ;s ,>{< j,-^ - ^. ;!< ;|< * $ ^; i^, ^. * ^jc ^- * - ^< »< - * ^ - ;s ;;c * * FLOW PROCESS FROM NODE 2,00 TO NODE 3,00 IS CODE 3 > > > > > COMP !.i T E F--:[ I"' E !"• L 0 W T' R A V E L TI i'l E T F-! R U S U D A R E A < < < < < :^ >:; - > > u s I i^-! G COM i- u T E R - E S T' I M A T E D F 1F E s IE < H O V. -• F R E S S U I'-; E F L O U ) < < < < DEPTH OF FLOW IN 21,0 INCH PIPE IS 15,1 IMCIiES PIPEFLOW VELOCITY(FEET/SEC,) - 12,6 UPSTREAM NODE ELEVATION - 286,31 DOWNSTREAM NODE ELEVATION ••••••• 232.10 FLOWLENGTH(FEET) = 155.00 MANNINGS N - 0,013 ESTIMATED PIPE DIAMETER ( INCF!) •-••• 21,00 NUMBER OF PIPES •••• 1 PIPEFLOW THRU SUBAREA (CFS) 23,32 TRAVEL TIME(MIN,) = 0,20 TC(MIN,) •••• 12,01 ******* ;X ******:;:: ;;c * * * * * * * * * ;|c ** * * * * * * t: ;•: >;< * *::;;;;: :c* *:;; *;;:;!c;)c ;K ;{: ^;;; *: ^:;; ;;c * FLOW PROCESS FROM NODE 3,00 TO NODE 3.00 IC COD;::: • > > .•• .:• > D EION A T E I i-l D E F' E ^: D E N T S T Fi; E A i-t I'- Ci R C 0 f! F" i... U E i '• C i:; -. < -; :; CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE? TIME OF CONCENTRATION (MINUTES) 12,01 RAINFALL INTENSITY (INCH./HOUR) = 3,04 TOTAL STREAM AREA (ACRES) = 9,40 -TOTAL-STREAM RUNOFF(CFS) AT CONFLUENCE = 23.32 * ********** )i< )f; * * * * * ;^ * >K * * * * * * * * * * * * * * * * * * * * * * * * * * * * :f: * * * * * Jft * * * * * * * Z * * * * * * * * * * * * FLOW PROCESS FROM NODE 3,10 TO NODE 3.20 IS CODE = 2 »>;:O-RATI0NAL METHOD I NI TIAL SUBAREA ANALYSIS-<-<<-<< SOIL CLASSIFICATION IS 'D' INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 660.00 UPSTREAM ELEVATION = 304.94 DOWNSTREAM ELEVATION = 238.91- ELEVATION DIFFERENCE = 16.03 URBAN SUBAREA OVERLAND TIME QF FLOW(MINUTES) = 5,915 *CAUTION?- SUBAREA FLOWLENGTH EXCEEDS COUNTY - N0M0GR AF'l -l DEF" :i: NIT ION. EX FR AF'0L ATI ONOF N0M0GRA1""l-l USED. 50 YEAR RAINFALL INTENSITYdNCH/HOUR) = 3.926 SUBAREA RUNOFF(CFS)= 6,56 TOTAL AREA (ACRES) = 1,76 TOTAI„ RUNOFF (CFS) = 6,56 ******************;:i*;!i;;ct^:)ic;S;i(;K^cfc*****;|;j:<*;;<*****;{c;{;;;oic****;;;*:(:***;^^ FLOW PROCESS FROM NODE 3,20 TO NODE 3,30 IS CODE '-^^ 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA-<<-<-<-^; »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW )-:.<•< DEPTH OF FLOW IN 12,0 INCH PIPE IS 7,3 INCHES F' IF' E F-1.. 0 W V E F . (3 CIT Y ( F E E T / S E C , ) = 12,1 UPSTREAM NODE ELEVATION = 285,40 DOWNSTREAM NODE ELEVATION = 282.60 FLOWLENGTH (FEET) = 45,00 MANNINGS N 0,013 ESTIMATED PIPE DIAMETERdNCH) = 12.00 NUMBER OF PIPEFLOW TFIRU SUBAREA (CPS) 6,56 TRAVEL TIME(MIN,^ = 0,06 TC(HIN,) - 5,v0 vl/vl- vi/ -.1/ -.1/ vl/ vl/ vl.- vV iXf vl/ vi/ .If 1/ vl- vl/ 1/ vl/ -.1/ vl.- vtr -Jy vl/ vl/ vl/ vl/ vl/ vl." vi/ vl* vt/ vl.- vf / vl.- vl/ -J/ vl/ vl/ vl/ vl/ VI/ vl/ -!/-«.. -.(/ -./ -|/ ^^. ,(.- -1 • il,. - H/ .|, ,|.. •,(. - i, iU MV^P/^X /p /p /|% ov ;Sv/^v /%\.'f.f\\ /^V .fw /fi /p.iv /p /p/V\ /P/^./(v -"P-lV -'P 'IV /p/y. t,\ /i.S .-C- /p -'i. ^'f-.-p A*, /p/f-ov /,v / v .-Vv vp /Iv .p. IV. IV -Y- /(•. .V'. .p.p -Vv 'P J(v -p \\ -p/\. i\. FLOW PROCESS FROM NODE 3,30 TO NODE 3,30 IS CODE >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW--:-:; : 50 YEAR RAINFALL INTENSITYdNCH/HOUR) 3,914 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = ..950C S U B A R E A A R E A ( A C F^ E S ) = 0 , Z S Ui\ R E i\ R U M 0 F F ( C F' S ) •• •• 1 6 0 TOTAL AREA (ACRES) - 2,19 TOTAL RUNOFF i SFS) ••• 3,16 TC(MIN) = 5,98 •J^ V^/ vl,- V^/ vV vl^ -J/ vl/ vl.- -.W \|J -J/ vtr vl/ vL- vi/ vi/ vlr vl/ vt/ vl> vi/ vt/ vl* vJ/ vl/- vi/ v// vl/ O/ v)/ vJ/ vJ/ vl/ vl/ vl/ vJ/ »(.• vi/ vl/ vl/ vl/ il/ vl/ vl/ -J.- vl/ »»/ vl.- -i* vt/ W> ,1/ v"/ v** it* il- vlj^ »1> v"> »l* -.1. ii. ..j. *i> .1. .!> .1. .1.. OV.p/p/p/p/p/p/p/p.p.|v .-4% ,p/p..'./,^ .•,./p.;w(\,,...Jv/.v/...V-. o--.i..-v/,--/l>..V- /Vv.Tw/lv/SC./.-./;v /.S-Vv . t. ^V .'f--V--f-• P . fw . j./Jw-V-T--P . p . - P .-v ,p • i - /p >I. . .C'wv'. r."! rKXwp p/.w /p FLOW PROCESS FROM NODE 3,30 TO NODE 3,00 IS i)GDE •••••• Z >>>>>COMPUTE PIPEFLOW i'RAVEL FIME THRU SUJ^AFVEA^.-:/:: >>>>>USING COMPUTER-ESTIMATED F'IPESIZE ; ilQiF- PRESSUR;: i"LOW ; :: : •. DEPTH OF FLOW IN 12.0 INCH PIPE IS ?,. 2 INCHES PIPEFLOW VELnciTY(FEET/-3EC, ) = l2,6 UPSTREAM NODE ELEVATION = DOWNSTREAM NODE ELEVATION = 282,10 - FLOWLENGTH(FEET) = 8,00 MANNINGS N = 0,013 ESTIMATED PIPE DIAMETERdNCH) = 12,00 NUMBER OF PIPES ^ 1 PIPEFLOW THRU SUBAREA(CFS) = 8,16 TRAVEL TIME(MIN,) = 0,01 TCCMIN.) =5.99 *********>!(*************************************>K**************?ii***********;i;* FLOW PROCESS FROM NODE 3,00 FO NODE 3,00 IS CODE 1 »»> DES IGN ATE INDEPENDENT STREAM FOR CONF LUE NCE > > > > :> A N D COM F-' U T E VARIOUS CON F- L U E14 C E D S T R E A M V A L [.J E S • CONFLUENCE VALUES USED FOR INDEPENDENF STREAM 2 Al TIME OF CONCENTRATION(MINUTES) - 5,99 RAINFALL INTENSITY (INCH./HOUR) = 3.91 TOTAL-STREAM AREA-(ACRES) -= 2.19 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 3.16 CONFLUENCE INFORMATION? STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN,) (INCH/HOUR) .1 A JJ * ll) ^ 12* 01 vi + 0 v;> V RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAM VARIOt.iS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS? no !(.'"> - - o — ~ COMRU FED CONFLUENCE ESTIMA FES ARE A3 FOLLOWS? RUNOFF (CFS) 29,67 TIME c MINUTES; ^•••- 12.015 TOTAL AREA(ACRES) = 11,59 vl/ \U vl/ vi.- VJ vl/ vV vi/ v^/ vl/ vl/ V.I.- vl/ vi^ O/ vl/ vi* vl/ vt/ vl/ vl/ v^* vi/ tt/ vi* vV vl/ vl* -4/ vl/ vl/ vl.- vi/ vl/ vl/ vl* vi* vl/ vl* >l* vk> v|* vt* v|* 1** 0> <l* vl* %|* s>* ^if ll* .,1* ^i* vl* i'/ vl* ti' v>* vl/ -1/ -1/ •«* il* vf/ •!* .f./fr .f. o - /'V /p--r-••V--i"'•'p/p '1- .)^. /p-I- i'l..|-..'i''. .-1./p /p/(•• '^ 'P 'p /ivv|\*i\ov/^ A-, /po'-'I'- - 'r-'t-- -T- - r- M'- -I'- -I - - ---.v A>.-,..,V /^ /,v.p.iw .)v/p /p.p /iv -•'••'iW /p .(. .p .p.f./p .p FLOW PROCESS FROM NODE 3,00 TO NODE a,00 IS CGuE 3 >>>.:->COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA >>;>>::M,jSING COMPI.JTER -ESTIMATED PIPESIZE ( NON--PRESSURE FLOW ) «< < DEPTFI CF FLOW IN 24.^0 INCF-i PIPE IS 15 v 9 INCHES p IF' F: r-1... (] w V E1... 0 c :i: T Y ( F' ;Z E T /' s E C ,) •••••• i z, 4 uF^'ST"F;:EAM N0DE ELEVAT'I0N 222.10 DOWNSTREAM NODE ELEVATION = 273,50 FLOWLENGTH (FEET) 120.. 00 MANNINGS N 0,013 ESTIMATED PIPE DIAMETERdNCH) •••• 2^.00 MUMBER OF PIPES 1 PIPEFLOW TFIRU SUDAREA(CFS) ••••••• 29,67 7' F:; A VEI... ]• 1M E ( M J! i^J, ? 0 , 15 T C ( MI >> <• ) 12, 16 *V '•lr "•>•• v.'..* V.U V*/ vl/ -.1/ -.1/ \i/ l(/ vl.* -1/ V.' \'' vi,- V'/ •.(/ -I-' - vl.* -,'/ -.V vl." V./ V(.- '1/ 1»,- vt - ^1/ -.1/ -.f.- V'/ ll/ vl* vl/ -1/ vl/ vt/ V*/ 11/ vf* vl/ -.'/ -1/ vl.- vt.- vl/ vl* •.!/ V'/ V'/ -,(/ 5(. .1,. .t, .«.,(,.,,.,(. .1.. . .-f. .p .-i". /[-. .rp /p /p .j^ /p .p /p .f. /V- -p -I - .'IV j\\ /fV .-^v /p .-p .|v 'P -r- .'p .p if- .'V* '('• 't'* 'P '-r - IV .iv .'IV />. v,v /|V .p .|V .iiv /(•- .p .p /p -p .-p /p ff. /,v /-p ,\. ,... .p .,'•. .,v . .. .••.'. .,V . FLOW PROCESS FROM MODE 4,00 FO NODE '^,00 IG CODE 1 >>>::->DESIGNATE IMDEPENDEr'T STREAM FOR CONFLUENCE-:; /: CONFLUENCE VALUES USED FOR INDEPENDENT rJFREAM I ARE? TIME QF CONCENTRATION(MINUTES) - 12,16 RAINFALL INTENSITY •: INCH ,/HOUR; = 3,03 TOTAL STREAM AREA (ACRES) .L:,59 **********************;K;i<*5K***************************************:t:**;^.i{C}i; FLOW PROCESS FROM MODE 4.10 TO MODE 4,20 IS CODE 2 »»>RATIQNAL METHOD INITIAL SUBAREA ANALYSIS^«-::>::-< SOIL CLASSIFICATIOi'F IS "D" - INDUSTRIAL-DEVELOPMENT RUNOFF COEFFICIENT = -.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 830,00 UPSTREAM ELEVATION = 307.60 -DOWNSTREAM ELEVATION = -286,00 ELEVATION DIFFERENCE = 21,60 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 6.612 *CAUTION? SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED, * C A U TI ON? S U B A I". E A F L 0 W L E N G T H E X C E E D S COU M T Y — NOMOGRAPH-DEFINITION, -EXTRAPOLATION-OF NOMOGRAPH USED, 50 YEAR RAINFALL INTENSITYdNCH/HOUR) = 3,794 SUBAREA RUNOFF(CFS) = 4,97 TOTAL AREA (ACRES ) = 1,38 TOTAL RUNOFF (CFS) --^ 4,97 **************>K*********:|;:*i*:^****************:**^;jK;;<*>l{$*;K*xc****;|;* FLOW PROCESS FROM NODE 4,20 TO NODE 4,00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA-^-^ ::• >>>::^USIN(3 COMPUTER-ES TIM ATED F-' IF^'ESI IE ( N0N -FRESSUF;:E F- L0 W )-:;<-:;- :: < DEPTH OF FLOW IN 12,0 INCH PIPE IS 8.5 INCFlES F' IF^' E F L 0 W V F: I.. C: CI T\'{ F E E 7' / S F: C , ) = 3 , ) UPSTREAM NODE ELEVATION 282,50 DOWNSTREAM NODE ELEVATION 273,50 FLOWLENGTH (FEET) 140.00 MANNINGS N ••••^ 0,013 ESTIMATED PIPE DIAMETERdNCH) = 12.00 MUMBER OF PIPES ••••^ 1 PIPEFLOW TilRU SUBAREA? CFS) = 4,97 TRAVEL TIME (MIN,) ••^ 0..22 TC(MIN.. ) 6,S9 * * * * * * ;}c * * * * * :;?***** :^< ***:{<: * * ;:c*;K »: * ;{< ^; ;K >K;;; * :x * * * * ;K * :{i i;: *:K ;K ;!:;;;:}: *::: :x:;; **;;; i^ ;;c FLOW PROCESS FROM MODE 4,00 TO NODE 4 . :)0 IS CODE - 1 :://^ /DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE c K« CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE? TIME OF CONCENTRATION(MINUTES) = 6,39 RAINFALL INTENSITY (INCH./HOUR) = 3.74 TOTAL STREAM AREA (ACRES) = 1,38 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 4,97 vl/ vL- vi/ -.1.- '.1/ vl* vl* vL- vi/ vl- vl/ vi/ -J* -.1/ vl/ vl/ vi* vJ* vi* vl* vi* vl* vl* if,- il/ -J* vl/ vl.- -J* vl/ vl/ vl/ vf* vl/ vl,- vl* : (,- -i.* vi/ vt- vl.* •_'/ -j* vl/ vt* \t/ v'v vl* vi/ -1/ v'/ v:.- vl/ •'/ vl/ vf* v/.- • I * - •'/ -1/ -J • .J. • L- *!* - i- - f • i/. •»* ii* • (• • I • v' - -i- if- -V. /^ ^ .\\ .-is ^ '(^ 'A * '!>• 'f. '\- f. 'A -I- f. 'f. .i^ 'r- * -i^ 'f. '^ -T- -I- -i^ 'i^ 'i» -if 'i- -i-- K-. * '1^ * 'i. t. 'll * * .f. * * * * 'is A M .ii ;f{-v. * * * -i-.ff-. * .r- • i'- .fe * FLOW PROCESS FROM NODE 4,11 FO NODE 4,12 IS CODE = 2 >>;:• //RATIONAL METHOD INITIAL Sl.JBAREA ANAL YSI3< ^: ••.« 3 01F. c L. A s s :F F- 1C A F:[ 0 ti IS " D ' INF!US FF- .i: AF.. DE'.JFLQFtiCU T R(jNijFF C0EF- F- F CIEN F , 5•)0 INITIAL SUBAREA Fi..OW i.ENO (Tl ( P:-;/! ^ 560,00 UPSTREAM ELEVf- rrON ~ 30;.: , ,.: •, DOWNSTREAM ELEVATION = ELEVATION DIFFERENCE = 8.67 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 5.927 *CAUTION? SUBAREA FLOWLENGTH EXCEEDS COUNTY NOMOGRAPH DEFINITION, EXTRAPOLATION OF NOMOGRAPH USED. 50 YEAR RAINFALL INTENSITYdNCH/HOUR) 3,924 SUBAREA RUNOFF(CFS) = 4,88 TOTAL AREA(ACRES) - 1,31 TOTAL RUNOFF(CFS) = 4.33 vl* ll/ • 1/ v.t/ vl* vl/ •I.* vl/ vl/ vl* v|.- ll-' vl/ vJ* vl/ vV vJ* vi* vl* vV vl/ vi* vJ* vi/ vl/ v^ vi* v^ ll* vl/ ij* vl* vi/ vJ* vl/ vJ/ 1^* vl* vi* v^/ vfc/ vl/ vl/ ..// v^.* vi/ v^/ vi* -J/ vl* vi/ vl/ vl* vl/ vl* vV vl/ vl- vi/ -.*/ -j/ vi* -^z vl.- vl/ VI/ vl/ vl* VJ/ vl* vl* vL- vt* -1/ vl/ vi/ 'P '»v 'P. 'P 'P 'P 'P '(•• 'iv /IC. /p ov J** Av IV 'P nv /P /fw .p ov /p /tv .-fv /^ /fi t\\ /fw ov /p /(v 'f- -"P .^v *iv /fv 'i'v -iv /p ov /^v /p ^v fi\ *,-. /fv *p /p ^\ ^f. .-fw /fw /p *iv 'P ^P vp .f. • -v- /Vv Av -iv /fv /p. /p .Vv /f.- p /p /p /p FLOW PROCESS FROM MODE 4,12 TO MODE 4.00 IS CODE = 3 >>>>>COHPUTE PIPEFLOW TRAVEi...TIME TF-lRU SUBAREA< <<<< > ;:=• > :> > U SIN G C 0 M P U T E R - EST I MA T E D PIP E S12 E (NON -- P R E S S U R E F LOW) < < < < < DEPTH OF FLOW IN 12.0 INCH PIPE IS 6,0 INCFIES PIPEFLOW VELOCITY(FEET/SEC. ) = 12.,4 UPSTREAM NODE"ELEVATION 289,60 DOWNSTREAM NODE ELEVATION = 278,50 FLOWLENGTH(FEET) = 140,00 MANNINGS M = 0.013 ESTIMATED PIPE DIAMETERdNCH) = 12.00 MUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.88 TRAVEL TIME(MIN.) = 0.19 TC(MIM.) = 6,11 /fV /p /,v /f. 'P /p /iv ip - i. /Jv /p .fw .tv ^.f,. n<f- 'V* FLOW PROCESS FROM NODE 4.00 TO NODE 4,00 IS CODE = 1 /////DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-^:; »>>/AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES/-^ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE? TIME OF CONCENTRATION(MINUTES) = 6,11 RAINFALL INTENSITY (INCH./HOUR) = 3.89 TOTAL STREAM AREA (ACRES) = 1,31 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 4,38 C 0 N l~ L U E N C E IN F 0 F^ M A T10 N ? STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN,) (INCH/HOUR) 7 - o / J. + I 6 v:.' * U A-.. V.J A O ••• "7 ••* ''I RAINFALL-INTENSITY-RAT10 CONFLUENCE FORMULA USED FOR 3 STREAM! VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS? 37.49 33,66 32.75 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS? RUNOFF(CFS) = 37,49 TIME(MIMUIES) = 12,164 TOTAL AREA (ACRES) 14,23 FLOW PROCESS FROM NODE 'i.OO TO HQBE 5.00 IS CODE /;: • ;:••;:-;: - c 0 M F-1J 7' i;;; F i F E F L G W T R A V E L r i M F;; t F I R U S U B A R E A -: ^; ;:; •:; > > >:. u s ;i; N G C Q M F U T E R - E S T ;F M A i • i;;: D F I F ;;;;;;;;[ z i;;; ( N O i i -1"' R E S S U i ^ F F L O W ) •: ^ DEP'TH OF r-LOW IN 24,0 INCH PIPE 13 19,1 INCHES UPSTREAM NODE ELEVATION = 273,50 DOWNSTREAM NODE ELEVATION = 272,10 - -FLOWLENGTH(FEET)- = 215..00 MANNINGS N = 0,013 ESTIMATED PIPE DIAMETERdNCH) = 24,00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) = 37,49 - TRAVEL TIME(MIN, ) = 0,26 TC(MIN,) = 12,42 *******************:«******************************************************** FLOW PROCESS FROM MODE 5.00 TO MODE 5.00 IS CODE = 8 - ./////ADDITION OF SUBAREA TO MAINLINE PEAK FLO 14•«<•<•< 50 YEAR RAINFALL INTENSITYdNCH/HOUR) •••••• 3,002 SOIL-CLASSIFICATION IS "D' INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = ,9500 SUBAREA AREA(ACRES) = 1.04 SUBAREA RUNOFF(CFS) = 2,97 -TOTAL -AREA( ACRES)--= 15, 32---TOFAF.: RUNOFF(CFS ) = 40.45 TC(MIN) = 12,42 *************************************************************;!<************** FLOW PROCESS FROM NODE 5,00 TO NODE 6,00 IS CODE ••• 3 /////COMPUTE PIPEFLOW TRAVELTIME THRU SUBmEA<-«« >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 27,0 INCH PIPE IS 17,8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14,5 -UPSTREAM NODE ELEVATION = 272,10 DOWNSTREAM MODE ELEVATION •= 270,00 FLOWLENGTH (FEET) - 70-00 MANNINGS = 0,013 £ 3 7' J: M A 7' E B p ;i; p E D ;i: A M E i' E R (;[ is! f: H ) 27.0 0 NUMBE I-^ i;) F- P 1. F E S = 1 PIPEFLOW THRU SUBAREA (CFS) ^= 40,45 TRAVEL TIME(MIN,) = 0,03 TC(MIM,) = 12,50 ********** :^; ********* -li ********** ;Jwl< ****;!'* * * * * * * » * * * * * * * * *::<*** * * **:KXC: ;: **** * * **: !< FLOW PROCESS FROM NODE 6,00 TO NODE 6,00 IS CODE ••- 1 //;: ;:•/DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<-<-<-=:/=:; CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE? TIME OF CONCENTRATION(MINUTES) = 12,50 R AIN F' A L!... I N T E N SI F Y d N CI-l. / F-l 0 U R ) = 2,99 TOTAL STREAM AREA (ACRES) - 15.32 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 40,45 **•!<* * ****** * * * * * * * * * * * :K ;;; * * * * * * * * * * * * t * * * ;i<:;; * * * ** * * * :K * ;ic * ;|c :j: :|i ** * :i< a * ;{;*** ;|i x * ;Fc * FLOW PROCESS FROM MODE 6.10 TO NODE 6,20 IS CODE = 2 /////RATIONAL METHOD INITIAL SUDAREA ANALYSIS-^ 50IL CLASSIFICATION IS "D" :NDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT •••-^ ,9500 INITIAL SUBAREA FLOW-LENG Tl-l ( FEET ;> = 1000,00 UPSTREAM ELEVAFION •••••• 300,00 D 0 w N s T R F A M i;;; 1... i.;; /' A r ;F O N ^ 275,: • 0 ELEVATION DIF-FEF^ENCE _ 33^00 URBAN SUBAREA OVERLAND TIME U,- FLOW (MINU'i ES) - *CAUTION? SUBAREA SLOPE EXCEEDS COUNFY NOMOGRAPH DEFINITION, EXTRAPOLATION OF NOMOGRAPH USED. *CAUTION? SUBAREA FLOWLENGTH EXCEEDS COUNTY NOMOGRAPH DEFINITION, EXTRAPOLATION- OF NOMOGRAPH USED, 50 YEAR RAINFALL INTENSITYdNCH/HOUR) = 3,695 SUBAREA RUNOFF(CFS)= 9.23 TOTAL AREA(ACRES) = 2,63 TOTAL RUNOFF(CFS) = 9,23 **************************************************************************** FLOW PROCESS FROM NODE 6.20 TO MODE 6,30 IS CODE = 5 > > > > > C 0 M I"- U T E T R A F^' E Z 01D A L - C F -l A M N E L.. F L 0 W -:; < < < < > > > > > T R A V i;: L TIM E T F-l R U S U B A R E A < < < < < UPSTREAM NODE ELEVATION = 276.00 DOWNSTREAM NODE ELEVATION = 275.00 CHANNEL LENGTH THRU SUBAREA(FEET) ="--220.00 ' - CHANNEL BASE (FEET) = 0,00 "Z" FACTOR 4,000 MANNINGS FACTOR = 0,030 MAXIMUM DEPTH(FEET) = 1,50 CHANNEL FLOW THRU SUBAREA(CFS) = 9.23 FLOW VELOCITY(FEET/SEC) = 2.12 FLOW DEPTH(FEET) - 1,04 TRAVEL TIME(MIM,) = 1.73 TC(MIN,) = 8.38 ***********;;;*****************:^********************************************** FLOW PROCESS FROM MODE 6,30 TO MODE 6,30 IS CODE = S ////ADDITION CF SUBAREA TO MAINLINE PEAK FLOW-<-^-/<::; 50 YEAR RAINFALL INTENSITYdNCH/HOUR) 3.419 SOIL CLASSIFICATION IS "D" IN B u;;; F F:^ ;i; A L D E •E L O F-' MEN T R U N (;) F- F C O E F F I C ;F E N ?• = .9500 SUBAREA AREA(ACRES) = 1.55 SUBAREA RUNOFF(CFS) = 5,03 7T) T A L A R E A ( A C !•( E S ) 4 . 13 TOT A L R UNO F' i-- ( C F S ) •••• 14.27 TC(MIN) 0.83 ***************;{<************************************:'; "<*****:!: :::***********-K:1- FLOW PROCESS FROM NODE 6,30 TO MODE 6.00 IS CODE 3 >>>;:- C0Mi'-'t.JTE r-1FEFL0W TF^:A VEF..T ;r ME FHRU Si.iBAF^:F;; A :; •:;-::;-•;-: ;:- > > > > u s ;F n G C Q M F-' U T E R -1;;: s T ;F M A'T E D F-' I F- E S J. Z E • M C I -- F R E 2 s u i - r: F.. 0 w) < < DEPTH OF FLOW IN 24.0 INCH PIPE IS n,9 INCHES F:- I p E i~ 1... 0 w i;;: F.. (;) c i T Y ( F E E T /SEO = 7,0 UPSTREAM NODE ELEVATION •••••• 271,50 DOWNSTREAM NODE ELEVATION = 270,00 FLOWLENOTH(FEET) = 130..00 MANNINGS N - 0.013 E s T ]; M A T F;: D P ;I: F' E D ;I: A M F: T I i(i; N C F I ) 2 4,0c i^.' u r-i B F;: i-;: 1;; i" F 1 F E S PIPEFLOW THRU SUBAREA(CFS) ••-- 14,27 TRAVEL TIME(MIN,) = 0,43 TC(MIM.) •••••• 9,31 *********:{;;!:****;};**;{; M ii:* *;!c * * * * * * * * ;s * * :-|; * * ^: * * * * ''i *:I' * ;;•: :!^ * :f! FLOW PROCESS FROM MODE 6,00 TO i-JODE 6,00 IS !.)ODE /;:///DESIGNATE INDEPENDENT STREAM FOR i^ONFLUEi'iCE-:; «< < ///;::/AND COMPUTE VARIOUS CONFLUENCED STREAM VALUE3-x<-^-<-< . .V .,. .iv . I. . p • CONFLUENCE VALUES USED FOR I)JDEPENDE)IT STREAil TIME OF CONCENTRATION(MINUTES) = 9.31 RAINFALL INTENSITY (INCH,/HOUR) = 3.36 TOTAL STREAM AREA (ACRES) = 4.18 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 14,27 CONFLUENCE INFORMATION? STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIM,) (INCH/HOUR) 1 40.45 12,50 2.995 2 14.27 9.31 3.358 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS? 53.18 - 50.35 - —- COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS? RUNOFF(CFS) = 53.18 TIME(MINUTES) = 12.503 TOTAL AREA(ACRES) = 19.50 - - ***************************************************************************;i FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 8 /////ADDITION OF SUBAREA TO MAINLINE PEAK FLOW-<-<-<-<-< 50 YEAR RAINFALL INTENSITYdNCH/HOUR) = 2.995 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA (ACRES) = 4.13 SUBAREA RUNOFF (CFS) 11 -TOTAL AREA(ACRES) = 23,68 TOTAL RUNOFF(CFS) = 65,07 TC(MIN) = 12.50 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 3 /////COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA--:-^<•<< /////USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW )•<<<<•< DEPTH OF FLOW IN 27.0 INCH PIPE IS 17,5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 23,9 UPSTREAM NODE ELEVATION = 270,00 DOWNSTREAM NODE ELEVATION = 237.00 FLOWLENGTH(FEET) = 400,00 MANNINGS N = 0,013 ESTI M A T E D F' IF' E D ]: A M E T E i-^; (I N C Fl) = 2 7 .00 N U M B E R 0 F F' IP E S = 1 PIPEFLOW THRU SUBAREA(CFS) = 65,07 TRAVEL TIME(MIN,) = 0,23 TC(MIN,) = 12,73 **************************************************************************** FLOW PROCESS FROM NODE 7,00 TO MODE 7,00 IS CODE = 1 >>>>>DE;;j IGNATE INDEF'EMDENT STF^EAM t"0R C0MI"'l.„UEUCE<<<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE? TIME OF CONCENTRATION (MINUTES) ••••••• 12<7S RAINFALL INTENSITY (INCH,/HOUR) 2.97 TOTAL STREAM AREA (ACRES) = 23.68 TOTAL STREAM RUNOFF (CFS) AT CONF'I..U[; MCE - 65,07 ********************************************;K***********::<:X:V;****:!;**;;;********;K FLOW PROCESS FROM NODE 7.10 TO NODE 7.^20 IS CODE = 2 /////RATIONAL METHOD INITIAL SUBAREA ANALYSIS-:;/-;:;-^ SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 550.00 UPSTREAM ELEVATION = 269.00 DOWNSTREAM ELEVATION = 242,00 ELEVATION DIFFERENCE = 27.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 5.219 *CAUTION? SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION, EXTRAPOLATION OF NOMOGRAPH USED. *CAUTION? SUBAREA FLOWLENGTH EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED, 50 YEAR RAINFALL INTENSITYdNCH/HOUR) = 4.053 SUBAREA RUNOFF(CFS)= -13.15 TOTAL AREA(ACRES) = 3.41 TOTAL RUNOFF(CFS) = 13,15 *****************************************************************:K********** FLOW PROCESS FROM NODE 7.20 TO NODE 7.30 IS CODE = 3 /////COMPUTE PIPEFLOW TRAVELTIME THRU SUB A RE A •<-::-<•<< /////USING COMPUTER-ESTIMATED PIPESIZE (NOM-PRESSURE FLOW ) <<<-::< DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.5 UPSTREAM NODE ELEVATION = -239,00 DOWNSTREAM NODE ELEVATION = 238,50 FLOWLENGTH(FEET) = 24,00 MANNINGS N = 0,013 ESTIMATED PIPE DIAMETERdNCH) = 18,00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 13,15 TRAVEL TIME(MIN,) = 0.04 TC(MIN.) = 5.26 ***********************************************:H***********:K**************** FLOW PROCESS FROM NODE 7.30 TO NODE 7,30 IS CODE - 8 J. • / / /////ADDITION OF SUBAREA TO MAINLINE PEAK FLOW 50 YEAR RAINFALL INTENSITYdNCH/HOUR) = 4.050 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = ,9500 SUBAREA AREA (ACRES) = 0,46 SUBAREA RUNOFF (CFS) •^-^ TOTAL AREA(ACRES) = 3,37 TOTAL RUNOFF(CFS) = 14,92 TCCMIN) = 5,26 ****************************************:!;*********************************** FLOW PROCESS FROM NODE 7.30 FO NODE 7,00 IS CODE 3 ///;:^;^ COMPUTE PIPEFLOW TRAVELTIME TFiRU SUBAREA-^::-^-:;-::< > >>;:: U SING COM P U T E R - E S TIM A T E D P IPESIZE (NON- P RES SURE F LOW) < < < < < DEPTFI QF FLOW IN 13,0 INCH PIPE IS 12,5 INCHES F-1i"'EI'-1...(;)w VF;:F..i;)c17'Y(F-EET/SEC.) -r-- 11.3 UPSTREAM NODE ELEVATION - 233,50 DOWNSTREAM NODE ELEVATION ^ 237,00 FLOWLENGTH(FEET) = 49,00 MANNINGS N = 0,013 ESTIMATED PIPE DIAMETERdNCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 14.92 TRAVEL-TIME(MIN.>= 0.07 TC(MIN,> = 5,33 ************************************** * * * * * * * * * * * * * * ***** * * * * * * * * *::« * -fi * .VK * * * * * FLOW PROCESS FROM NODE 7,00 TO MODE 7,00 IS CODE = 1 -///DESIGNATE INDEPENDENT STREAM FOR COMFLUENCE-<-=::-<-<-< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE? TIME OF CONCEMTRATION(MINUTES) = 5.33 RAINFALL INTENSITY (INCH./HOUR) = 4.04 TOTAL STREAM AREA (ACRES) = 3.37 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 14.92 **************************************************************************** FLOW PROCESS FROM MODE 7.11 TO NODE 7.12 IS CODE = 2 ;:/:>///RATIONAL METHOD INITIAL SUBAREA ANALYSIS-<-<-«-^:: SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 340,00 UPSTREAM ELEVATION = 266.00 DOWNSTREAM ELEVATION = 242,47 ELEVATION DIFFERENCE = 23,53 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) 4,151 *CAUTION? SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION, EXTRAPOLATION OF NOMOGRAPH USED, TIME OF CONCENTRATION ASSUMED AS 5-MINUTES 50 YEAR RAINFALL INTENSITYdNCH/HOUR) = 4.100 SUBAREA RUNOFF(CFS) = 1.52 TOTAL AREA (ACRES) = 0.39 TOTAL RUNOFF (CFS) 1,52 ******************************************;;<*******-^:********:K******;i;**:K*:};:;^*** FLOW PROCESS FROM NODE 7,12 TO MODE 7.00 IS CODE = 3 /////COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«-«< > > > :>;:- i.J SI NO COM P UFE F;; -• E S T :i; M A F E D PIF' E SIZE ( N 0 i^^ - - F"" R E SSU F^ E FLOW) < < < < < ESTIMATED PIPE DIAMETERdNCH) INCREASED TO 3,000 DEPTH OF FLOW IN S.O INCH PIPE IS 3,0 INCHES PIPEFLOW yELOCITY(FEET/SEC,) = 12.8 UPSTREAM NODE ELEVATION = 238,50 DOWNSTREAM NODE ELEVATION = 237.00 FLOWLENGTH(FEET) ^ 3<00 MANNINGS N = 0.013 ESTIMATED PIPE DIAMETERdNCH) = S.OO NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1*52 TRAVEL TIME(MIN.) = 0.01 TC(MIN,) = 5.01 •1/ -I* vl/ v(/ vt/ vl/ vt/ 11/ \l/ \(/ vl/ vl/ -.1/ -4^ vl* vl/ vl/ vl* vl* - I* vl* v// vl/ vl* i»/ -i/ vi.- <l/ vl/ vl.- vi* vl/ -1/ \l/ vl* -.1/ :tf -I.-v!/ • »* vJ.- vi/ VV -J/ W/ vl/ -1.- vl/ vJ/ v»* vJ/ vl* v-/ vi/ vi* vl- V/ - lr vl/ v^ vl/ vl.- -.1.- it/ il* •j--j, iJ, • (* y -X- -.l/ -.1/ -J,- vl- •• /f. . f-'^ 'P 'P /p .p '\\ -P 'P 'P 'Jv - p /iV Av 'f- 'P 'fw /p 'P 'P /("k .-r- 'i*. A' - P -P /p .p /iK vp ii-- /p IV/p /p /fw O - Av .\\ .-p /|\ Av 'P -i^- -f- 'iv -•%-. /Iv ov - p ov ^- 'P - P -IV ^|v ,-fw .rp Ji'w ifw -fk yi\ ov .i\ .-fw ,\\ .-fw -V* OV A- T- -• FLOW PROCESS FROM MODE 7.00 TO NODE 7,00 IS CODE = 1 ;:^ >>DESIGNATE INDEFENDEMT STREAM F- OR C(;)MFLUENCE<<<< >»»t>iHB COMPUTE VARIOUS CONFLUENCED STREAM 'JPiLGES«<« CONFLUENCE VALUES USED FOR INDEPENDEiFT STREAM 3 ARE? TIME OF CONCENTRATION(MINUTES) = 5,01 RAINFALL INTENSITY (INCH,/HOUR) = 4,10 TOTAL STREAM AREA (ACRES) =0.39 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1.52 CONFLUENCE INFORMATION? STREAM RUNOFF TIME INTENSITY N U M B E R (CFS) (MIN,) (IN CI-I / I I0 U I-:;) 1 65,07 12,73 2.970 2 14.92 5.33 4.037 3 1,52 5,01 - - 4.098 RAINFALL-INTENSITY-RAT10 CONFLUENCE FORMULA USED FOR 3 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS? 77.14 64.28 63.37 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS? •--RUNOFF(CFS) -= -77.14 —TIME(MINUTES) = 12,732 TOTAL AREA(ACRES) = 27.94 * * * * * * * * * * * * * *********** * * * * * * ********* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 3 /////COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA-/-<-<-<-< /////USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)•<<-<-<-< DEPTH OF FLOW IN 33.0 INCH PIPE IS 22,2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13,1 UPSTREAM MODE ELEVATION = 237.00 DOWNSTREAM NODE ELEVATION = 234,70 FLOWLENGTH(FEET) = 65.00 MANNINGS N = 0,013 ESTIMATED PIPE DIAMETERdNCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 77,14 TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 12.84 **:x************************************************************************* FLOW PROCESS FROM MODE -8.00 TG NODE 3,00 IS CODE = 1 /////DESIGNATE INDEPENDENT STREAM FOR CONF"LUENCE<<<<-< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE? TIME OF CONCENTRATION (MINUTES) 12,34 RAINFALL INTENSITY (INCH./HOUR) = 2.96 TOTAL STREAM AREA (ACRES) = 27,94 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 77.14 ******::<**************>;<****************************************;?:*******;"***** FLOW PROCESS FROM MODE 20,00 TO MODE 21,00 IS CODE " 2 > >;:- > > R A 7' 10 N A L M E 7' 110 D IMITIA L S U B A R Efii A N A F. Y S ;F S :; :; •:; / • SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT ,9500 IN17' IAL S I.J B i'i R E A !•• F.. 0 W --1... E M G F11 ( F E E 7') -••^ 300,00 UPSTREAM ELEVATION = 318,34 DOWNSTREAM ELEVATION = 234,46 ELEVATION DIFFERENCE = 34.33 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = *CAUTION? SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXF R A F' 0 L A T10 N 0 F N 0 M 0 G R A P F l U S E D . --*CAUTION?-SUBAREA FLOWLENGTH EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 50 YEAR RAINFALL INTENSITYdNCH/HOUR) = 3.348 SUBAREA RUNOFF(CFS) = 3.40 TOTAL AREA(ACRES) = 0.93 TOTAL RUNOFF(CFS) = 3.40 * * * * * * * * * * * * * ****** * * * * * * * * * * * *: * * * * * * * * * * * * * * * * * * * * * ;;< * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NOBE 21.00 TO NODE 22,00 IS CODE = 6 /////COMPUTE STREETFLOW TRAVELTIME THRU SUDAREA-<-^:;-<<< UPSTREAM ELEVATION = - 284.46-DOWNSTREAM ELEVATION = 263.70 STREET LENGTH(FEET) = 475.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 28.00 STREET CROSSFALL(DECIMAL) =0.0500 - SPECIFIED NUMBER-OF-HALFSTREETS-CARRYING RUNOFF = 1 - **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5.04 STREET FLOWDEPTH(FEET) = 0.37 HALFSTREET FLOODWIDTH(FEET) = 5.74 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5,55 PRODUCT OF DEPTHSVELOCITY = 2,04 STREETFLOW TRAVELTIME(MIN) = 1.43 TC(MIN) = 7,75 50 YEAR RAINFALL INTENSITY(INCH/HCUR) = 3,600 SOIL CLASSIFICATION IS "D' INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 0.96 SUBAREA RUNOFF(CFS) = 3.28 SUMMED AREA(ACRES) = -1.89 TOTAL RUNOFF(CPS) = 6.63 END OF SUBAREA STREETFLOW HYDRAULICS? DEPTH(FEET) = 0.40 HALFSTREET FLOODWIDTH(FEET) = 6,37 FLOW VELOCITY(FEET/SEC,) = 6,09 DEPTH*VELOCITY = 2,43 FLOW PROCESS FROM MODE 22,00 TO MODE 22,10 IS CODE /////COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 263.70 DOWNSTREAM ELEVATION = STREET LENGTH(FEET) = 30,00 CURB HEIGTH(INCHES) = 6, STREET HALFWIDTH(FEET) = 28,00 STREET CROSSFALL(DECIMAL) =0,0400 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 6,92 STREET FLOWDEPTH(FEET) = 0,40 HALFSTREET FLOODWIDTH(FEET) = 7.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.66 PRODUCT OF DEPTH VELOC ITY = 2,25 STREETFLOW TRAVELTIME (MIN) = 0,09 TC(MIN) =^ 7,34 50 YEAR RAINFALL INTENSITYdNCH/HOUR) = 3,586 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNi;)FF COEFFICIENT = ,9500 SUBAREA AREA(ACRES) = 0,14 SUDAREA RUNOFF(CFS) = 0,4 SUMMED AREA (ACRES) 2,03 TOTAL RUNOFF (CFS) 7,16 END OF SUBAREA STREETFLOW FIYDRAULICS? D E I"' 7' l -i (I • E E 7') = 0 , 4 0 F i A I...;-- S F R E E T F L iJ 0 D WID 7' i -lF E E T ) 7 ., 5 0 FLOW VELOCITY (FEET/SEC. ) - 5,06 ';iEPT-FI*VEL ;;SITY ••• 2,32 *****************)K**************^j;;;;^;*^c*****;{;**:K*****;i<;K******:;o;c;r:;***:^?j(<:^f;{;>^ FLOW PROCESS FROM NODE 22.10 TO MODE 22.20 IS CODE = 6 /////COMPUTE STREETFLOW TRAVELTIME THRU SUDAREA<-<<<-< UPSTREAM ELEVATION = 262.41 DOWNSTREAM ELEVATION = 260,61 STREET LENGTH(FEET) = 50.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 28.00 STREET CROSSFALL(DECIMAL) =0,0300 SPECIFIED NUMDER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 7,35 STREET FLOWDEPTH(FEET) =0.39 HALFSTREET FLQODWIDTI-KFEET) =: 9,16 AVERAGE FLOW VELOCITY(FEET/SEC,) = 5.33 PRODUCT OF DEPTH-SVELGCITY =2.08 STREETFLOW TRAVELTIME(MIN) = 0.15 TC(MIM) = 7.99 50 YEAR RAINFALL INTENSITYdNCH/HOUR) = 3.561 ~- SOIL-CLASSIFICATION IS--D" - - INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = ,9500 SUBAREA AREA(ACRES) = 0.11 SUBAREA RUNOFF(CFS) = 0,37 SUMMED AREA(ACRES) = 2.14 TOTAL RUNOFF(CFS) = 7.53 END OF SUBAREA STREETFLOW HYDRAULICS? DEPTH(FEET) = 0.40 HALFSTREET FLOODWIDTH(FEET) =9.57 FLOW VELOCITY(FEET/SEC.) = -5.08 DEPTH*VELOCITY = 2.03 *******************^i<;i<**X<*******************************************;5;****:<{$*,1< FLOW PROCESS FROM NODE 22,20 TO NODE 23.00 IS CODE = 6 /////COMPUTE STREETFLOW TRAVELTIME THRU SUBARE^««< UPSTREAM ELEVATION = 260.61 DOWNSTREAM ELEVATION = 246.42 STREET LENGTH(FEET) = 390.00 CURB HEIGTH(INCHES) = 6, STREET HALFWIDTH(FEET) = 28.00 STREET CROSSFALL(DECIMAL) =0,0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TI^AVELTIME COMPUTED USING MEAN FLOW (CFS) = 8.39 STREET FLOWDEPTH(FEET) = 0,38 HALFSTREET FLOODWIDTH(FEET) = 12.68 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.36 PRODUCT OF DEPTHSVELOCITY = 1.85 STREETFLOW TRAVELTIME(MIN) = 1.34 TC(MIN) = 9.33 50 YEAR RAINFALL INTENSITYdNCH/HOUR) = 3.355 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = ,9500 SUBAREA AREA(ACRES) = 0.54 SUBAREA RUNOFF(CFS) = 1,72 SUMMED AREA(ACRES) = 2.68 TOTAL RUNOFF(CPS) = 9,25 END OF SUBAREA STREETFLOW HYDRAULICS? DEPTH(FEET) = 0,40 HALFSTREET FLOODWIDTH(FEET) = 13,51 FLOW VELOCITY(FEET/SEC. ) = 4,76 DEPTH*VELOCITY = 1,39 ********************:|<******;{<*************;|<**;;?^i)f; ;};*>[; ){<;({;i{>;;;i<;K;K;i<;^:{: FLOW PROCESS FROM NODE 23,00 TO MODE 2 4,00 IS CODE - 3 /////COMPUTE PIPEFLOW TRAVELTIME THRU SUB A RE A-<<-<-<< > > > ;:/> U SINIJ COM P U T E F( - E S F IMA I' E D IF^' E SI ZE (MON - F-' R E S S U R E F- L 0 W ) •:: < < < < DEPTH OF FLOW IM 15,0 IN Cll PIPE IS 10,1 INC! IES PIPEFLOW VELOCITY(FEET/SEC, ) •••^ 10,5 UPSTREAM NODE ELEVATION = 241,00 DOWNSTREAM NODE ELEVATION = 239,00 FLOWLENGTH(FEET) = 59.00 MANNINGS N = 0,013 ESTIMATED PIPE -DIAMETERdNCH) = -15.00 MUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 9.25 TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 9.43 ********************;{?*>|c******:^<**;;;;:{;l{*;};$*^:;jc:{;;{c;f:j!c******************************:;; FLOW PROCESS-FROM NODE 24.00 TO MODE 24.00 IS CODE = 8 /////ADDITION OF SUBAREA TO MAINLINE PEAK FLOW-<-<•:::•<-.: 50 YEAR RAINFALL INTENSITYdNCH/HOUR) = 3.343 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT-RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 0.79 TOTAL AREA(ACRES) = 2.93 TOTAL RUNOFF(CFS) = 10.05 - -TC(MIN)--= 9.43 - * * * * * * * * * * * ****** * * *****;{{** 5{< ********** * * * * * * *;{(;^ ^ )j< * * * ;{< * * ,^ ,v< ){; t * * * * * * * * * * * * * * * * FLOW PROCESS FROM MODE 24,00 TO MODE 8.00 IS CODE = 3 - /::>///COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA-<-::;-<-::< /////USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <-:; :;< < DEPTH OF FLOW IM 15.0 INCH PIPE IS 10,2 INCHES F' IP E F L 0 W V E I.. 0 CIT Y (F E E T / S E C, ) = 11.3 UPSTREAM NODE ELEVATION = 239.00 DOWNSTREAM NODE ELEVATION =234.70 FLOWLENGTH(FEET) = 110.00 MANNINGS N = 0.013 ESTIMATED PIPE DIAMETERdNCH) = 15,00 NUMBER OF PIPES ^= 1 PIPEFLOW THRU SUBAREA(CFS) = 10.05 TRAVEL TIME(MIN.) = 0,l6 TC(MIM,) = 9,59 ****************;« ;;;*::<;^:ic**;{c;K*;;.:;j:*****;;oK:{c*;;<**;f:;K**************** FLOW PROCESS FROM MODE 3.00 TO MODE 8.00 IS CODE ••• 1 /////DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE :;<<<< ».>.»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES/v^:;<-< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE? TIME OF CONCENTRATION(MINUTES) = 9,59 RAINFALL INTENSITY (INCH,/HOUR) = 3.32 TOTAL STREAM AREA (ACRES) = 2.93 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 10,05 CONFLUENCE INFORMATION? STREAM RUNOFF TIME INTENSITY MUMBER (CFS) (MIM,) (INCH/HOUR) 1 77.14 12,84 2.964 2 10,05 9,59 3,321 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS? COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS? RUNOFF(CFS) = 36,11 TIME (MINUTES) •= 12,342 ********************************:}:$*j}{$^^->|;$^<^*;{:^"^!jc***************$;|<X<$;K:jc******* FLOW PROCESS FROM MODE 8.00 TO NODE 9.00 IS CODE = 3 /////COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<--::-«< /////USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.2 INCHES PIPEFLOW VELOCITY(FEET/SEC,) = 46,0 UPSTREAM NODE ELEVATION = 234.70 DOWNSTREAM NODE ELEVATION =225.00 FLOWLENGTH(FEET) = 24.00 MANNINGS N = 0.013 ESTIMATED PIPE DIAMETERdNCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CF3) = 86.11 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 12.85 **************************************:4;***;{;;fc******************************** FLOW PROCESS FROM NODE 9.00 TO MODE 10.00 IS CODE = 5 / > > > > C 0 M i"' !.J 7' E 7' R A F' E Z 01D A L - C H ANN EL FLOW < < < < < /////TRAVELTIME THRU SUBAREA-«-^:<< UPSTREAM NOBE ELEVATION = 225.00 DOWNSTREAM NODE ELEVATION = 96.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.500 MANNINGS FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA(CFS) = 86.11 FLOW VELOCITY(FEET/SEC) = 23.64 FLOW DEPTH(FEET) = 1,21 TRAVEL TIME(MIN.) = 0.13 TC(MIN,) = 13.03 ******** * * * * * * * ******** * ********** * * * * * * * * * * * * * * * * * * * jJ::{{* * * * * * * * * * * * * * * ^r: ;{< * * * FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 3 ;:/:/:://ADDITION OF SUDAREA TO MAINLINE PEAK FLQU<<«< SO YEAR RAINFALL INTENSITYdNCH/HOUR) 2.946 SOIL CLASSIFICATION IS "D' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 SUBAREA AREA(ACRES) = 2,50 SUBAREA RUNOFF(CFS) = 6,26 TOTAL AREA(ACRES) = 33,37 TOTAL RUNOFF(CFS) = 92,37 TC(MIN) = 13,03 vy v^/ vl* vl/ >1* vl* vl* vJ# vl/ vl/ >*/• \l* V*/ vl**»/ vJ* vt* vl* vl* vl/ yir vf/ V*.* v»/ vt* -,l* vl* vf,-*.,t/ vi/ vl/ vl* vfcr v»* v»* vl* */• vl* vl* vl.- vf.- -^I." vl.* It* vl* vl/ -.1/ vl/ -f.- vl* V*/ vl* vl* \*r vl/ -.1.* 'J.' -.»• •!* vt/ y/r - I,- -.1/ -.1/ -'* vl.- vl.* vf* •!* *»/ •-*/ •-'/ -'/ -.1/ "•P - i-- /p Av 'p ',V /p /\v .\\ .1% ov /(^ /(^ 'p A- «p o - -P Av /^ -IV .p vp*\v /p /p .f. /p A- - t' •> - --fw />* 'p '1^- -1- 'p A- -I - '(•• - P 'Vv /('. Av /p -P /t'v 'f • A^ 'P A - 'V- A^ ''^ -iv .p ov A- .\V .|. .-p 'P /p -Vv .p -P t\-- i-- .P 'P FLOW PROCESS FROM NODE 10,00 TO MODE 11,00 IS CODE 3 /////COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA-:;/:;<•:; /////USING COMPUTER-ESTIMATED PIPESIZE (MON-PRESSURE FLOWX; F-' j; F^'EF'F.0W VEF..(;)C;[ 7 /•; F- EET/SEC , ) •••^•- 25.7 UPSTREAM NODE ELEVAilCN ^ 96,50 DOWNSTREAM NODE ELEVATION = 88,50 FLOWLENGTH (FEET) = 100.00 MANNINGS N 0,013 ESTIMATED PIPE DIAMETER ( INCH) 30,00 MUMBER OF :/[PES 1 PIPEFLOW THRU SUBAREA (CFS) ••••• 92,37 TRAVEL TIME(MIN.) = 0,06 TC(MIN.) = 13,10 END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference? SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1931 HYDROLCFri' MANUAL (C) CopyriiSht 1932d985 Advanced En<^ineerinsS Software IIAESJ E a p e c :i. a 11 w r- r e a Q d f o r ? - WILLIAMSON S SCHMID 17782 SKY F- A R K B LVD./ IR VIN E C A • 9 2 714 ********** D ES C RIP T10 N OF RESULTS******* * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * CARLSBAD GATEWAY CENTER? PALMER WAY STREET HYDROLOGY STUDY ALT.'B" (0-50 * * JN?84136 DF?MHM84136RSDQ50B * * 6-22-1986, * vl* vy vl/ vl* «!/ vl/ vl* vl* vl/ vl* vt* vl/vl,' vi* vl* vl/ vL- vJ,* -.1* it* vl/v|/ vl* v^/ vl/ vl/ vlf •-•/ vt/ vl/ vi/ vl* -J* vl/ VI/ vl/ vi/ vj/ -If vl/ -.1* vl/ ll/ -Xf vl* -JL/ li* vl* vJ* vlr -'* vl- vf/ vtr vl/ vl/ vf/ v.'/ U.- -X- vl/ vl/ *.!.- v'.- v'.- if* vJ.- -4/ -^z v<* vi' -.1* vl/ -I* -1.' vf* .|\ ..V /|»w Av /p /JV Ov /fw .-t^w /|tw .p iv- 'A 'P 'P -IV /|V 'P /p ov nv JV> /p /p /(V ov A**- -*P A^ 'iv Av 'P /i^ - p Av Av 'fv Av Av - jv /(v /fw /fw Av Av 'f. Av 't't't* 'T- •^ - V* '(V .I'* 'i^ -V- 'iv /j-. /i". . jV .-p . /^v .fw .-(v /(\ /f. .fw />v /p A - Av USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION? USER SPECIFIED STORM EVENT(YEAR) = 50,00 SPECIFIED MINIMUM PIPE SIZEdNCH) = 8,00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0,95 RAINFALL-INTENSITY ADJUSTMENT FACTOR = 1.000 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED SAN DIEGO HYDROLOGY MANUAL "C-VALUES USED Advanced En-Sineerina' Software ilAEiiSIi SERIAL No. KOOOb VER, 3.3A RELEASE DATE?12/01/35 li/ vt* vl* vl* vl/ vl* vl* vl* vl.- vl* vl* vlr vl* vl* U* vl* vy vl* vl/ vl/ vl/ vi* vl* vl* it* vlf vl- vl/ vir* vl/ v^/ vl* vl/ vl* - I* vt* vt* vt* vl* vtr vi/ vJ* vl* vl* vl* vl* -f* ><* vl/ vl/ -i* vl* vi* vt> vl* vl/ vl* vl/ vt* H/ iJ.- vl* vl* -.1/ vl* il.- • (* vl* vl/ v'* -.1/ vi* vl/ vJ/ vl/ /p .-f. /fw /j\ ov 'I'w A*w A'' AV 'i^ '\^ 'P 'f- 'P /|V - p .^iw /fv .p /p Av -^^ *^ AV /p vf- 'P 'P 'f- A^- 'P -P Av 'tV /p '|V /p /iv /jV. /fw .-^v /p/p /(\ /|\ /|K .r- -^P *fw /f. .,v ^p 'P Av /\V /^v ov /Jv -iv /Iv O'- 'fw A* P /p •.- -Iv /f. - f. ov 'P -T- AV FLOW PROCESS FROM NODE 1,10 TO NODE 1,10 IS CODE = 7 /////USER SPECIFIED HYDROLOGY INFORMATION AT NODE- USER-SPECIFIED TC(MIN) = 10,00 RAIN INTENSITYdNCH/HOUR) = 3,27 TOTAL AREA(ACRES) = 2.85 TOTAL RUNOFF(CFS) = 7,02 ***************;s***************************;;:*;;;;i<*****:i-:::;:!r ;K;;;?;;*::;:;:::;;:!::**;,<:j-:;a :;•**:;<* FLOW PROCESS FROM MODE 1«10 TO MODE 1.20 IS CODF: - 4 IED PIPESIZE-::; DEPTH OF FLOW IN 18,0 INCH PIPE IS 12.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5,4 UPSTREAM NODE ELEVATION = 311.50 DOWNSTREAM NODE ELEVATION = 309.64 FLOWLENGTH(FEET) = 270.00 MANNINGS N = 0.013 GIVEN PIPE DIAMETERdNCH) = 18,00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 7.02 TRAVEL TIME(MIN.) = 0.84 TC(MIN.) = 10,84 **************************************************************************** FLOW PROCESS FROM MODE 1.20 TO MODE 1.20 IS CODE = 1 /////DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-^:-<-<-=::-< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE? TIME OF CONCENTRATION(MINUTES) -= 10.84 RAINFALL INTENSITY (INCH,/HOUR) = 3.15 TOTAL STREAM AREA (ACRES) = 2.85 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 7.02 **************************************************************************** FLOW PROCESS FROM NODE 1.20 TO NODE 1.20 IS CODE = 7 /////USER SPECIFIED HYDROLOGY INFORMATION AT HQBE««< USER-SPECIFIED VALUES ARE AS FOLLOWS? TC(MIN) = 10.00 RAIN INTENSITYdNCH/HOUR) = 3.27 TOTAL AREA(ACRES) = 1.65 TOTAL RUNOFF(CFS) = 4,55 **************************************************************************** FLOW PROCESS FROM NODE 1.20 TO MODE 1.20 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< /////AND COMPUTE VARIOUS CONFLUENCED STREAM VAL UES-<-<<<-< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE I TIME OF CONCENTRATIQN(MIMUTES) = 10.00 RAINFALL INTENSITY (INCH./HOUR) = 3.27 TOTAL STREAM AREA d^CRES) = 1.65 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 4,55 CON i" [.. U E N C E INF (;) R M A T10 N ? STREAM RUNOFF TIME INTENSITY N U M B E R ( C i-- S ) (MIN,) ( ;F N C F l / F-i C t.J F?) 1 7,02 10.34 3,152 2 4,55 10.00 3,265 RAIMFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS GONFLUEfJCED RUNOFF" VALUES ARE AS FOLLOWS? 11,41 11,33 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS? RUNOFF(CFS) = 11,41 TIME(MI MUTES) = 10,838 TOTAL AREA(ACRES) = 4,50 ;;;:-:<** t * * * ********** ;i;* * * * ********** * ;H * *:;<:;; 'l-. * * ;F: *:;;****:(;;;; * * t * *: ;c:/ * * T- *;,; :n n;: :Ji :{i FLOW PROCESS FROM MODE 1,20 TO MODE 1,21 IS CODE /////COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<-<-::;-<-< //>>>USING USER -SPECIFIED I"'IPESIZE<<<<< DEPTH OF FLOW IN 18,0 INCH PIPE IS 13,2 INCHES PIPEFLOW VELQCITY(FEET/SEC,) = 8,2 UPSTREAM NODE ELEVATION = 309,64 -DOWNSTREAM NODE ELEVATION = —303,76 FLOWLENGTH(FEET) = 55.56 MANNINGS N = 0.013 GIVEN PIPE DIAMETERdNCH) = 13.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = - 11,41 TRAVEL TIME(MIN.) = 0,11 TC(MIN.) = 10.95 * * * * * ********************** * * * * * * * * *' * * * * * * * * * * * * * * * * * * * * * ;{c ;;< * * ;f: * ;K * * * * * * * * * ::< t FLOW PROCESS FROM NODE 1.21 TO NODE 1.21 IS CODE = 1 /////DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-^i-^ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE? TIME OF CONCENTRATION(MINUTES) = 10.95 RAINFALL INTENSITY (INCH,/HOUR) = 3,14 TOTAL STREAM AREA (ACRES) = 4,50 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 11,41 ********************************************:F:******************************* FLOW PROCESS FROM NODE 1.21 TO MODE 1,21 IS CODE = 7 /////USER SPECIFIED HYDROLOGY INFORMATION AT MOBE«<« USER-SPECIFIED VALUES ARE AS FOLLOWS? TC(MIN) = 10,00 RAIN INTENSITYdNCH/HOUR) = 3.27 TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) = 4,37 *************************************************************:K*****;^:*;^****** FLOW PROCESS FROM MODE 1.21 TO NODE 1.21 IS CODE = 1 /////DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<-::; 0:;< /////AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES/<< ^ •:; CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE? TIME OF CONCENTRATION(MINUTES) = 10,00 RAINFALL INTENSITY (INCH./HOUR) = 3,27 TOTAL STREAM AREA (ACRES) = 1,60 TOTAL S''REAM RUNOFF (CFS) AT CONFLUENCE = 4.37 CONFLUENCE INFORMA FION? STREAM RUNOFF TIME INTENSITY MUMBER (CFS) (MIN.) (INCH/HOUR) 1 11,41 10.95 3,137 2 4,37 10.00 3,265 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS? -I CT -' •* -I i:r "y "7 .L vJ • iJ .1. J. V.J » vJ' v3 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS? RUNOFF (CFS) = 15.. 61 TIME (MINUTES) = 10,950 TOTAL AREA(ACRES) = 6.10 **************************************************;{;************************* FLOW PROCESS FROM NODE 1.21 TO NODE 1,30 IS CODE = 4 /////COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA-^^ >>>> >USING USE1^--SPECIFIED F' IPES j; ZE<<<< PIPEFLOW VELOCITY(FEET/SEC.) = 3.3 UPSTREAM NODE ELEVATION = 308.76 -DOWNSTREAM NODE ELEVATION = 307.27 FLOWLENGTH(FEET) = 95.20 MANNINGS N = 0.013 GIVEN PIPE DIAMETERdNCH) = 13.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 15.61 TRAVEL TIME(MIN.) = 0,13 TC(MIN.) = 11.13 **************************************************************************** FLOW PROCESS FROM MODE 1.30 TO MODE 1,40 IS CODE = 4 /////COMPUTE PIPEFLOW TRAVELTIME THRU SUB ARE A / > > > > USING USE R - S P E C ]; FIE D I"' IP E SIZ E < < < < < DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14,9 UPSTREAM NODE ELEVATION = 307.27 DOWNSTREAM NODE ELEVATION = 303.90 FLOWLENGTH(FEET) = 57.00 MANNINGS N = 0,013 GIVEN PIPE DIAMETERdNCI-l) = 18,00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 15.61 TRAVEL TIME (MIN,) = 0.06 TC(MIN,) = 11.. 19 vX* -J* vlr vtr vl* vlr vl* vlr vl/ vl* vir vi* v(* vl* vl/ vtr vi* vlr vl* vi* vl/ vJ* vt* vtr vl/ vl* vl/ vi/ vl* vi* vl- v!/ vl* •!/ vJ* vl/ vlr O* vl* vl* vl/ vJ/ vJ* \l* vJ* vl* -J* vt* vi* vV vl* vl/ vl* -X- vtr v^* vl* vl* vJ* vj/ -Jf vi* vl* -,(/ v?/ v/* vi/ il* -.if \i/ vl* vl/ vl,- vl- vl/ vl.- ^ -tw ^ /^C A*. A^* 'f' A^ '^ A*^ JVv A^ /^ /\\ Av -^v /^ A'^ >P 'p 'P -iv A*- '^ A^ /fv A^ .-iv A< 'fvf Av Av ^- f - '^ 'P -^v /p A'. T- A^ 'P 'f* 'f- A>> -i^ '^ T- '^ 'p 'fw -i- -iv /p FLOW PROCESS FROM NODE 1,40 TO NCDE 1,40 IS CODE = 1 •»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE? TIME OF CONCENTRATION(MINUTES) = 11,19 RAINFALL INTENSITY (INCH./HOUR) = 3,11 TOTAL STREAM AREA (ACRES) = 6,10 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 15.61 -X- TX- -4/ vl* vl* vl- vtr vl* -J* U," vtr vi* vl* vi* vl* U* vl* il* vl* vl* vir vl.* vl* vl/ vl/ vl/ vlr vlr vi* v|* vl/ vl* -I* vJ* vj* -J* il* vl* v^/ M/ vt' vV v.lr vl* vl* -J/ vf.- vl.- vf* vl* vl* vl* vl* -4/ vl.- *J* if/ vl* it/ vJ* vt* vl/ vl* il* vl/ vi,- vi.- vf / vl/ v(* vl- v^,- v -t. Av -1^ 'fv /f. A^ .fw Av A^^^ -f* ^-i^ 'h .-fw /fv /i\ ri-. /fw Av A^ A^ -'l'^ 'T* '^ 'l*^ •^'^ 'f^ 'P 'iiv AV 'iv 'P A^ /;v • P '. - 'f- 'f- 'f- y -i- 'f- Av '^ -1^ - p 'i^ IV o - AV -t- --|v -f^ -T- A- 'f- 'P /i'v TV A^. /iTv 'V- -l* 'P Av AV AV ' FLOW PROCESS FROM MODE 1.40 TO MODE 1,40 IS CODE = 7 /////USER SPECIFIED HYDROLOGY INFORMATION AT NODF USER-SPECIFIED VALUES ARE AS FOLLOWS? TC(MIN) = 10.00 RAIN INTENSITYdNCH/HOUR) = 3,27 TOTAL AREA (ACRES) = 0.71 TOTAL RUNOFF (CFS) 1,33 vV *<' vf vt' VV vl/ vl* vi/ V** vl* vi* vl* vi* vi* vl/ vl*il* vi* Y* A/ vtr vl* vl/ il* vl* vi/ vl* vi/ vt- vl/ .i* vl* v|/ vt* vl/ -1* vl/ ii* vl/ vl* vl* vl* vl* il* vl* vl* v 1* vl* O* vl* il* il* v'/ vlf -I* vl* .(* -.1/ vl.- i(. ii.,f. .J, .f, •<*i|.. ,»* .1, .|. ll* vP* vl* if - vJ/vj* vl* -P /l- /,v .-(^ /?. A^ - tv *p oV ov /p /^ -TW -Sv /p .-iv . fw o'v ^v .^v .p ,. /^ 1^ /^v 'P P A- I- tv /iv /r- A- -f- 'P -iw /p /p .p /|-. tf. .-^>. /f. .f. ^v .f. A'- '^ ^. -P --fv /p ^p /f. -iv .,v *p .i\ o*. 'f. -P -P -Vv -.V -1^ A- '1^ - t^ i'* 'P 'P -T- 'A '>- FLOW PROCESS FROil NCDE 1,40 TO MODE 1.10 IS CODE - 1 >>>> ANFl COMI"'UTE VAF^: F OUS CONF"LUENCED STREAM VALUES< ••.<<• CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE? -TIME OF CONC£MTRATION(MINUT£S) = 10.00 RAINFALL INTENSITY (INCH./HOUR) = 3.27 TOTAL STREAM AREA (ACRES) = 0.71 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1.83 CONFLUENCE INFORMATION ? STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 - 15.61 11.19 3.113 2 1.83 10.00 3.265 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS? 17.36 16.71 COMPUTED CONFLUENCE ESTIMATESARE AS FOLLOWS? RUNOFF(CFS) = 17.36 TIME(MINUTES) = 11.194 TOTAL AREA(ACRES) = 6.31 ********************************* * ******** * * * * * * * * * * * * * * * * *• * * * ***;;;**;!<* * * * * * * FLOW PROCESS FROM NODE 1.40 TO NODE 1,50 IS CODE = 4 /////COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA^ / / > > > USING U S E R - S P E CI r' IE D PIF' E SIZ E •:; < •< -•; •< DEPTH OF FLOW IN 13.0 INCH PIPE IS 10.1 INCHES PIPEFLOW VELOCITY(FEET/SEC,) = 17,1 UPSTREAM NODE ELEVATION = 303.90 DOWNSTREAM NODE ELEVATION = 302.66 FLOWLENGTH(FEET) = 15.57 MANNINGS N = 0.013 GIVEN PIPE DIAMETERdNCH) = 18.00 MUMBER GF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 17.36 TRAVEL TIME(MIM.) = 0,02 TC(MIN.) = 11,21 ****** * * * * * * * * * * * ******** * * ****** * * * * * * * * * * * * * * * ;jc * * * * * * * ** * * * * * * * ****** * * * ;!< * FLOW PROCESS FROM NODE 1,50 TO NODE 1.00 IS CODE = 4 /////COMPUTE PIPEFLOW TRAVELTIME THRU SUB ARE A-=:;<< >>>>/USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 6,6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 29.5 UPSTREAM NODE ELEVATION = 302,66 DOWNSTREAM MODE ELEVATION = 299,20 FLOWLENGTH(FEET) = 10,00 MANNINGS N = 0,013 GIVEN PIPE DIAMETERdNCH) = 13,00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 17,36 TRAVEL TIME(MIN.) = 0,01 TC(MIN,) = 11,21 :-ic************************************************;;;:K*********;;;**:};*;;c*********;;; FLOW PROCESS FROM MODE 1,00 FG NODE 2,00 IS CODE = 3 /////COMPUTE PIPEFLOW TRAVELTIME THRU SUB A RE A •<<•:;-/•< :::• > > > > USING C 0 M F-' I.J 7' E F^; - E S FIM A i" E D I •• IP F: S IZ t;: ( N 0 M - i-' F^ E ;•;: S FJ I--; F^ I--1... C W ) ••; < < < DEPTH OF FLOW IN 13,0 INCH PIPE IS 14,4 INCHE PIPEFLOW VELOCITY(FEET/SEC,) = 11,5 UPSTREAM NODE ELEVATION = 299.20 DOWNSTREAM NODE ELEVATION = 286.31 FLOWLENGTH(FEET) = 410.00 MANNINGS N = 0.033 ESTIMATED PIPE DIAMETERdNCH) = 18,00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 17.36 TRAVEL TIME(MIN.) = 0.60 TC(MIM.) = 11,31 ******************X<****************){<;}c**j)c******^<^'>|{;|c************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2,00 IS CODE = 1 /////DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-^:;-::-:::•<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE? TIME OF CONCENTRATION(MINUTES) = 11.81 RAINFALL INTENSITY (INCH./HOUR) = 3.06 TOTAL STREAM AREA (ACRES) = 6.81 -- TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 17.36 * * * * ************ * ******** * * * ^ ;}c * * -a * $ * $ t * * *' * * * * * * * * * * * * ; K * * * * * * $ * * , •^ ;{< * >;< s * * * * FLOW PROCESS FROM NODE 2.10 TO NODE 2.10 IS CODE = ////::^USER SPECIFIED HYDROLOGY INFORMATION AT MODE-<•=::•-:;•<-/ USER-SPECIFIED VALUES ARE AS FOLLOWS? TC(MIN) = 10.00 RAIN INTENSITYdNCH/HOUR) = 3,27 TOTAL AREA (ACRES) = 1.43 TOTAL RUNOFF (CFS) = 2.80 *******;|i***;:{**;K********;K***********;K****;^c*;t;;Ki;c^<;;;^:$t************************** FLOW PROCESS FROM MODE 2.10 TO MODE 2.20 IS CODE = 9 /////COMPUTE "V" GUTTER FLOW TRAVELTIME THRU SUBAREA-^<<<-< UPSTREAM MODE ELEVATION = 302.00 DOWNSTREAM NODE ELEVATION = 295.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 350,00 'V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.080 PAVEMENT LIP (FEET) 0.030 MANNINGS M = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02 MAXIMUM DEPTH(FEET) = 0,50 50 YEAR RAINFALL INTENSITYdNCH/HOUR) = 3,052 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = ,9500 TRAVELTIME THRU SUBAREA BASED ON VELOCITY < FEET/SEC) = 3,12 AVERAGE FLOWDEPTH(FEET) = 0.24 FLOODW IDTI I ( FEET ) "V" GUTTER FLOW TRAVEL TIME (MIM) = 1.87 TC(MIN) ll,;j7 SUBAREA AREA(ACRES) = 1,11 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 2.59 TOTAL RUNOFF(CFS) = END OF SUBAREA "V" GUTTER HYDRAULICS? DEPTH(FEET) = 0,26 FLOODWIDTH(FEET) = 13,23 FLOW VELOCITY(FEET/SEC, ) 3.29 DEPTH*OEL0CITY 0.86 **********;}; ;|c***;;c>K**********************;K************:}:^**:!c**:;;'K***:!;***;}-*:i FLOW PROCESS FROM MODE 2,20 FO MODE 2.00 IS CODE - 3 6. 0'. ////;:: COMPUTE PIPEFLOW TRAVELTIME THRU SUB^\FEri< «« /////USING COMPUTER-ESTIMATED PIPESIZE (MCN-PRESSURE PLOW) ::;<<< DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.7 UPSTREAM NODE ELEVATION = 291.50 DOWNSTREAM NODE ELEVATION = 236,81 FLOWLENGTH(FEET) = 125,00 MANNINGS N = 0,013 ESTIMATED PIPE DIAMETERdNCH) = 12.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 6,02 TRAVEL-TIME(MIN.) = 0.22 TC(MIN.) = 12,08 ********************************************************:J{$$^^<*;i(************* FLOW PROCESS FROM NODE 2,00 TO NODE 2,00 IS CODE = 1 //>::>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-:::-::;-::/:;-^ /////AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-::;-::;-::;-::;-::; CONFLUENCE-VALUES-USED FOR INDEPENDENT STREAM 2 ARE? TIME OF CONCENTRATION(MINUTES) = 12,08 R AIN F A L L IN F E N S17' Y (IN C F-i, / F l 0 LJ R ) = 3.03 TOTAL STREAM AREA (ACRES) =2.59 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 6.02 CONFLUENCE INFORMATION? STREAM RUNOFF TIME INTENSITY NUMBEI^; (CFS) (MIN.) d N C F i / i- i 0 U i";) 1 17.36 11.81 3.057 2 6.02 12.08 3.032 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS? 23,32 23.23 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS? RUNOFF(CFS) = 23.32 TIME(MINUTES) = 11.310 TOTAL AREA(ACRES) = 9.40 **************************************************************************** FLOW PROCESS FROM MODE 2,00 TO MODE 3.00 IS CODE = 3 ' > > > > C 0 M F U 7' E PIF-' E F- LOW T RAVE t.. TIM E 7' F-l R U CUBA F^ E A •::;::; < ::;::; ;::-;::-;::-;::- U SING C (3 M I--' U F E1"^ -- E S 7' IM A T E D I •• IF' E SIZ E (NON - - F-' l'^; E S S U R E F" I... 0 W) ::; -: DEPTH OF FLOW IN 21.0 INCH PIPE IS 15,1 INCilES PIP E i" L 0 W V E L 0 CIT Y (FEE 7' / SEC.) = 12.6 UPSTREAM NODE ELEVATION = 286.81 DOWNSTREAM MODE ELEVATION = 282,10 FLOWLENGTH(FEET) :::: 155.00 MANNINGS M = 0.013 ESTIMATED PIPE DIAMETERdNCH) = 21,00 MUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 23.32 TRAVEL TIME(MIN,) = 0.20 TC(MIN.) = 12.01 FLOW PROCESS FROM MODE 3.00 TO NODE 3.00 IS CODE /////DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE•::;•::;</-:: CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MINUTES) = 12,01 RAINFALL INTENSITY (INCH./HOUR) = 3.04 TOTAL STREAM AREA (ACRES) = 9.40 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 23.32 •:if.ttt^.mt^'I^Zi<^ttttttttttttt^ttttttt^ FLOW PROCESS FROM MODE 3.10 TO MODE 3.20 IS CODE 2 /////RATIONAL METHOD INITIAL SUBAREA ANALYSIS::;-::;-:::-::;-::; SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 660.00 UPSTREAM ELEVATION = 304.94 DOWNSTREAM ELEVATION = 288.91 ELEVATION DIFFERENCE = 16.03 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 5.915 *CAUTION? SUBAREA FLOWLENGTH EXCEEDS COUNTY N0M0GAPF l DEF1N ITION. EX TR AF'0F. A TI ON OF M0M0 GF^' APFI t.JSED. 50 YEAR RAINFALL INTENSITYdNCH/HOUR) = 3.926 SUBAREA RUNOFF(CFS) = 6.56 TOTAL AREA(ACRES) = 1.76 TOTAL RUNOFF(CFS) = 6,56 ******************;{(**;<;****:!( •K*;jc^;*******){c*^**;!{;{i^;|i*5:c;!c;K;;^ FLOW PROCESS FROM NODE 3.20 TO NODE 3.30 IS CODE = 3 /////COMPUTE PIPEFLOW TRAVELTIME TFIRU SUBAREA::;-::;::;-::;-::; /////USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOU) •«•<•<•< DEPTII OF FLOW IN 12.0 INCH PIPE IS 7.8 INCHES PIPEFLOW VELOCITY(FEET/SEC, ) :::: 12.1 UPSTREAM NODE ELEVATION = 285,40 DOWNSTREAM NODE ELEVATION = 282.60 FLOWLENGTH (FEET) = 45.00 MANNINGS M := 0,013 ESTIMATED PIPE DIAMETERdNCH) = 12,00 NUMBER QF PIPES :::: 1 PIPEFLOW THRU SUBAREA(CFS) = 6.56 TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 5,98 tt^^-^at-:!^:\'tr:it''ii)^^^^^^^^^ FLOW PROCESS FROM NODE 3,30 TO MODE 3,30 IS CODE :::: 8 ///ADDITION OF SUBAREA TO MAINLINE PEAK FLOW-::;::;::;<< 50 YEAR RAINFALL INTENSITYdNCH/HOUR) = 3.914 SOIL CLASSIFICATION IS 'D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT :::: .9500 SUBAREA AREA(ACRES) = 0-43 SUBAREA RUNOFF(CFS) = 1,60 TOTAL AREA (ACRES) := 2,19 TOTAL RUNOFF (CFS) :- 3,16 TC(MIN) = 5,98 ************************************************;{<^;;; ;;?;{{;!;;;; }:f**;;c^:^c;;^ FLOW PROCESS FROM MODE 3.30 TO NODE 3.00 IS CODE = 3 ;::;::; •-:: ;> C O M U T E F' IF' E F- F. G W T R A V E L T ]; M E 7" FIR U S U D A R F: A ::; :;::;::;::; :::• ;::• ;::• ;::•;; - l.J SI N C C O M F- U T E F^: - E S 7' IM A 7' E B FIF' E SIZ E (MON-1'-' R E S S U R E F" F.. 0 W ) ::; :;::; -::;::; DEPTH OF FLOW IN 12.0 INCH PIPE TS 9,2 INCHES PIPEFLOW VELOCITY(FEET/SEC,) = 12,6 UPSTREAM NODE ELEVATION = DOWNSTREAM NODE ELEVATION = 282.10 FLOWLENGTH(FEET) = 8.00 MANNINGS N = 0.013 ESTIMATED PIPE DIAMETERdNCH) = 12.00 NUMBER OF PIPES = .1 PIPEFLOW THRU SUBAREA(CFS) = 8.16 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 5,99 ****************;K************************3|<^;^<*^:^;st-f:;^:^C)f;>fc***-(c:j<.t**** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 ;::-/;>//DESIGMATE INDEPENDENT STREAM FOR CONFLUENCE-::-:: -::• :: •::• /////AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE? TIME OF CONCENTRATION(MINUTES) = 5.99 RAINFALL INTENSITY (INCH./I-IOUR) = 3.91 -TOTAL STREAM AREA (ACRES) = 2,19 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 8,16 CONFLUENCE INFORMATION? STREAM RUNOFF TIME INTENSITY NUMBER (CPS) (MIN.) (INCH/HOUR) 1 23,32 12,01 3,039 2 3.16 5,99 3.912 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS? 29.67 26.28 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS? RUNOFF(CFS) = 29.67 TIME(MINUTES) = 12,015 TOTAL AREA(ACRES) = 11.59 *************)K*****************;{c****)fc**^K^<*)};:{;:^$>)c^;K){i-<;);^$* FLOW PROCESS FROM NODE 3.00 TO NODE 4,00 IS CODE :- 3 /////COMPUTE PIPEFLOW TRAVELTIME THRU SUB ARE A-:::•::;-::;•::;-::; /////USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)-::;</-::;< DEPTH OF FLOW IN 24,0 INCH PIPE IS 15,9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13,4 UPSTREAM NODE ELEVATION = 282.10 DOWNSTREAM NODE ELEVATION = 273,50 FLOWLENGTH(FEET) = 120,00 MANNINGS N = 0.013 ESTIMATED PIPE DIAMETERdNCFI) = 24,00 NUMDER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 29.67 TRAVEL TIME(MIN,) = 0.15 TC(MIN.) = 12.16 ********************^?*^*;f;**«***********>v;!;******;|;^c;}:*;{{;j($$*$^;S***************** FLOW PROCESS FROM NODE 4.00 TO MODE 4,00 IS CODE = 1 /////DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-::; ::: ::;<•::; CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE? TIME OF CONCENTRATION(MINUTES) = 12.16 RAINFALL INTENSITY (INCFI./HOUR) = 3.03 TOTAL STREAM AREA (ACRES) = 11,59 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 29,67 **************************************$.t'^:}j^;*:{j;^$;};:*$^;i;^*;i{^^$;f;;{j$$^;^{$:^$;j<$:jC****** FLOW PROCESS FROM NODE 4.10 TO MODE 4,20 IS CODE = 2 /////RATIONAL METHOD INITIAL SUBAREA ANALYCIS<:;:::;=::::; SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 830.00 UPSTREAM ELEVATION = 307.60 - DOWNSTREAM ELEVATION = 286.00 ELEVATION DIFFERENCE = 21.60 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 6.612 *CAUTION? SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. *CAUTION? SUBAREA FLOWLENGTH EXCEEDS COUNTY -NOMOGF<APH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 50 YEAR RAINFALL INTENSITYdNCH/HOUR) = 3.794 SUBAREA RUNOFF(CFS) = 4.97 TOTAL AREA(ACRES) = 1.38 TOTAL RUNOFF(CFS) = 4.97 *********************!^***$**$****^'**********;j?**;S;**:{!$^w*******^J!;**;{;^**,')c**.1^^<**:l; FLOW PROCESS FROM MODE 4.20 TO NODE 4.00 IS CODE = 3 /////COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA-::;::;::;•::;•::: ;::- / :> > /USING COMPUTER-ESTIMAT E D P IPESIZE (NO M - PRESSURE F L OW )<•::: < < •< D£F-Tl-l 0F FL0W IN 12,0 INCH PIPE IS 8. 5 INCF-lES PIPEFLOW VELQCITY(FEET/SEC.) = S.4 UPSTREAM NODE ELEVATION = 232.50 DOWNSTREAM NODE ELEVATION = 278.50 FLOWLENGTH(FEET) = 140.00 MANNINGS N = 0,013 ESTIMATED PIPE DIAMETERdNCH) = 12.00 NUMBER GF PIPES - 1 PIPEFLOW THRU SUBAREA(CFS) = 4.97 TRAVEL TIME(MIN.) = 0.28 TC(MIM.) = 6.39 ^ \t' vlf vl* vl/ v.y vl,* vJ* vi* v^ vV vlr v^ vl* vl* J* vl* vl* vl* vlr vl/ vl* vJ* ^ vl/ vf* vl* vt- -Xr vi/ vi* vi* -4/ vl* vl/ vj* vl* vi* - I* -ir vl* ii* vlr vl* vl/ ilr \K' -J* vl* -J* vf* vL* vl* vl* vi* vl* vl/ -.1/ -i* vl/ U.- -J/ vf* vi* vl* vl/ v// vl* vl/ vf* v'* •-).• vl/ vl* Jf^- J^V /fw /fv /fw ff. /,•. f^ /{•. A^ /il A^- '^ 'f' 'A AV '?V A'V ^. .^W A^ Av ^ 'h '¥V -1^ '^ -fV 'fv '^ 'fv A^ ^ 'f* A^ 'fv ^- -fv *Y- -^'V /\\ . f. /jv /fw /?v /I'V /,V ^V, ^, .^^ ^ ^ /^ .4^. ,^ ..(C /jt^ ^JV ^jW. ..VI. ..,\ .y, FLOW PROCESS FROM MODE 4.00 TO MODE 4,00 IS CODE = 1 -DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-:::-::;<<< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE? TIME OF CONCENTRATION(MINUTES) = 6.89 RAINFALL INTENSITY (INCII,/IIGUR) = 3.74 TOTAL STREAM AREA (ACRES) :=: 1.33 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 4,97 *********************************;t:***:j;***********:^c**^**>K**:!::*:t:********»:***s:** FLOW PROCESS FROM NODE 4,11 TO NODE 4.12 IS CODE = 2 /////RATIONAL METHOD INITIAL SUBAREA ANALYSIS-:::-::;-::;::; ::; SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 ;FN17';;:FL SUBAI^^:I;:i^ FLOW-F,.F::NG7'ii(F- EET) = 5&0• 00 UPSTREAM ELEVATION •:: 302,26 DCWN::/FREAM ELEVATION = ;:93,59 ELEVATION DIFFERENCE = ' 8,67 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTE8) = 5.927 *CAUTION? SUBAREA FLOWLENGTH EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED, 50 YEAR RAINFALL INTENSITY(INCH/HCUR) = 3,924 SUBAREA RUNOFF(CFS) = -4.88 TOTAL AREA(ACRES) = 1.31 TOTAL RUNOFF(CFS) = 4.38 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ******* ;}c * * * ;K * * ****$* * ^i * * ^ * ^i * * * -M * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 4.12 TO NODE 4.00 IS CODE = 3 ;::- /;::-;::- ;::• COM F I.! T E I"' IF-' E F- L.. 0 W 7' R A V E F.. T IME T H R LJ S LJ B A I-:; E Fi < < < < < > > > > > USING C 0 M P U T E R -- ESTIMA T E D PIP E SIZE (MON - - PRESSURE FLOWX < < < •< DEPTH OF FLOW IN 12,0 INCH PIPE IS 6,0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.4 UPSTREAM NODE ELEVATION =—289.60 DOWNSTREAM MODE ELEVATION = 273.50 FLOWLENGTH(FEET) = 140.00 MANNINGS N = 0.013 ESTIMATED PIPE DIAMETERdNCH) = 12.00 MUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4,88 TRAVEL TIME(MIN.) = 0.19 TC(MIN.) = 6.11 ************;K************************************;K************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 /////DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-::; ::;<::;::; /////AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-::;::;-::; CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE? TIME OF CONCENTRATION(MINUTES) = 6.11 RAINFALL INTENSITY (INCH./HOUR) = 3.89 TOTAL STREAM AREA (ACRES) = 1.31 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 4,88 CONFLUENCE INFORMATION? STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIM.) (INCH/HOUR) 1 29,67 12,16 3,025 2 4,97 6.89 3.741 Z 4 . 38 6 . 1 ;L 3 • 883 RAINFALL-INTENSITY-RAT10 CONFLUENCE FORMULA USED FOR 3 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS? V.J / • •'T / V \.> :.J • / v J COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS? RUNOFF (CFS) := 37, 49 TI ME ( MI NOTES ) ::: 12,164 TOTAL AREA(ACRES) = 14,28 <Xr vl/ vj* vlr vV vjl* vjy vi* v^/ vj^ vJ/ vrf* vJ/ %(,* vl/ vi* vt/ v^r vV U* v.* vl,* v*/ vlr Xp U* vl* -X* vl* viy vl/ vV vlr vV vi/ vVwi-r vV \f/ vl- v** -J/ vl/ vl* wl* vl* J* vi* vl* -J/ vi* yl/ vl.' vi* vl* vl/ vi* vl* vl* ^1* vl* vl/ vi/ -.h vl* vi* vl/ vl* ii* v./ vl* vl/ vi/ vi/ A- -T- A- A* 'P 'P 'P 'P-P A- AV 'P-P •r•'^ tv Av/iv /^ .p/;v <^ AV--p . V- 'P ."P .-^v Av o*./i\/(\ *p ov /^ *f. ov'p /rw/p ov /p -V* -Iv /o o'* T- P - P iv - T-'i- r--V- - I- "V - p • tv/f- -I - - i*- - r'-f- 'P '•v .p /p ;p .iV /iv.p FLOW PROCESS FROM MODE 4,00 TO NODE 5,00 IS CODE 3 ;::•;::-;::-;::- ;::• C 0 M F^' U T E F' IP E F- L 0 W 7" R A V E L FIM E T l -l R U S U B A R E A ::;::;::; -::;::; ;::-;::-;::- ;::•;::-1,1SIN G C 0 M F-' U T E R - E S TIM A 7" E D F' 11-' i;: SIZ E (NON - F' R E S S LJ R F; FLOW) -::; •• DEPTH OF FLOW IN 24,0 INCII PIPE IS 19,4 INCHES F^' IF' E F-1... 0 W V E E 0 C ;i; T Y ( F F^ E 7' / SEC.) = 13.3 UPSTREAM MODE ELEVATION = 278.50 DOWNSTREAM NODE ELEVATION = 272.10 FLOWLENGTH(FEET) =- 215.00 MANNINGS N = 0.013 ESTIMATED PIPE DIAMETERdNCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 37.49 TRAVEL TIME(MIN,) = 0.26 TC(MIN.) = 12,42 ************::J<***********************************,I;********;K***********.'{;;K***** FLOW PROCESS FROM MODE 5.00 TO NODE 5.00 IS CODE = 3 /////ADDITION OF SUBAREA TO MAINLINE PEAK FLGlA<«<< 50 YEAR RAINFALL INTENSITYdNCH/HOUR) = 3.002 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 1.04 SUBAREA RUNOFF(CFS) = 2.97 TOTAL AREA(ACRES)--= -"15.32 -TOTAL RUNOFF(CFS) = 40.45 TC(MIN) = 12,42 ********************.^*;4j****^$.t*;{;**;jc$*:{c**********^c***:i;*;j;$^;;{<***$*^^ FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 3 ;::;:: ::=- > > C 0 M P U T E PIP E F L OW T R A V E L TIM E T H R U SUB A R E A < -=:; < < < > > > > > U SING C 0 M P U T E R - E S TI MATED PIPESI2E (NON - P R E S S LJ R E FLOW) •::. DEPTH OF FLOW IN 27.0 INCH PIPE IS 17,8 INCHES PIPEFLOW VELOCITY(FEET/SEC,) = 14,5 UPSTREAM NODE ELEVATION = 272,10 DOWNSTREAM NODE ELEVATION = 270.00 FLOWLENGTH(FEET) = 70,00 MANNINGS N = 0,013 ESTIMATED PIPE DIAMETERdNCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 40.45 TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 12.50 ***:lc*****:{i*;i;*;ic*:K******;:;************************************^;$*;;; ;{(;!(*********** FLOW PROCESS FROM NODE 6.00 TO MODE 6,00 IS CODE = 1 ;::////DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-:;-:: <« CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE? TIME OF CONCENTRATION(MINUTES) = 12,50 RAINFALL INTENSITY (INCH,/HOUR) = 2,99 TOTAL STREAM AREA (ACRES) = 15,32 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 40,45 ' vl/ vl.- *!/ v(/ vl/ vl/ \ii* \h vl/ vl* vl* vt* V.I* vl/ vl/ vl* vl* -1/vJ/ V' vV vJ* vlr vl* v»,* •!/ vl* vl* vl* vl/ vl.- vl/ vl* vl* vl* vl* vlf vl* v^/ vl* vl* vl.* vl* vl* vl* • [* vf* vl* vl* vi* v'* vl* vl* vf* vi* vl* vl/ v'/ v-'* i'/ vi*-.1* vl* vi.- vl* vl* vi* vJ* vi* vl* vi* vl/vl/ V .t./p.p /(v ov'i.-p'P p .p - f. /|S <p -ivovp .p-iv/f./T* -^^--fw 'V- 'fv 'p'iv -p /^ 'l•-'P'l^ -•^ -1v /»v/^ /fw'f-•'p'f-Av 'fv/i'w.-v. A'v/|^/f-Av.-V- 'f-.-^/i'v A'v/f./Tv.^^.--f.-p -r-A'v'f- /f-/pAvA'v AvA'v A**--fv Av -Vv Av FLOW PROCESS FROM MODE 6,10 TO NODE 6,20 IS CODE ::= 2 /////RATIONAL METFIOD INITIAL SUBAREA ANALYSIS-::; ::;<::;-::; SOIL CLASSIFICATION IS "D° INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = ,9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 660,00 UPSTREAM ELEVATION = 284,00 DOWNSTREAM ELEVATION = 275,00 ELEVATION DIFFERENCE = 9,00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = *CAUTION? SUBAREA FLOWLENGTH EXCEEDS COUNTV M 0 M 0 G R A F' F-l D E F' INIT10 N. EXT R A F' 0 L A T10 N 0 F N 0 M 0 (3 R A F^' H LJ S E D , - 50 YEAR RAINFALL INTENSITYdNCH/HOUR) = 3.787 SUBAREA RUNOFF(CFS) = 9,21 TOTAL AREA(ACRES) = 2.56 TOTAL RUNOFF(CFS) = 9.21 vi/ vt/ vl/ vl/ vl/ v(/ vl* vl/ vl* \t/ vt- *J* vt/ vl/ vl/ vl* vt/ vl* vl* vl.* vl* ll* vl* vt* -.1* vf/ \i* 11/ If/ vt* \1* -L- vl/ vl/ vf* vl.* vl* vl* vl* U* vt* vl* vl/ vl* vt* vl/ vf* -I* vl* vl* vl* vl- vl* vl* v(* Vf/ vl* vl/ vt* vlr vV vlr vl* vl* v^.- vtr vl/ vl* vl* vi* vi* vV vi* vtr vl* vi* AV ov /iv /iv /p /p /fv /p /(•% /|S /|\ /fv /f. /\\ /iv /|\ /fw /p /f. *iv .-fw .f. *i-. /p o'v 'P 'JV 'p -1v /|V •*iv -kV. /p Av 'Vv 'IV .p /p /p AV 'p /(-. /p /p /(\ /p /jv iv /p /p .'p .-iv /f. /f. ,^ *p /(V /p. 4f. .fw .•^ /»v .(V /fw /p .fw -iv />v *f. /f. ov /p .-fw /fw /Vv FLOW PROCESS FROM NODE 6,20 TO NODE 6,00 IS CODE = 3 /////COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA-:::-::;-::;-::;-::; >/:::-:::->USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)-<•::; DEPTH OF FLOW IN 13,0 INCH PIPE IS 14,5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6,0 UPSTREAM NODE ELEVATION = 271.50 DOWNSTREAM NODE ELEVATION = 270.00 -- FLOWLENGTH (FEET > :- 180 , 00 - ~ MANNINGS N = 0 ,013 ESTIMATED PIPE DIAMETERdNCH) = 13.00 NUMBER OF PIPES := 1 PIPEFLOW THRU SUBAREA(CFS) = 9,21 TRAVEL TIME(MIN,) = 0,50 TC(MIM,) = 7,15 .* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * .•*: * ;{c * * * * * * * * * t * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 6.00 TO MODE 6,00 IS CODE 1 /////DESIGNATE INDEPENDENT STREAM FOR CONFLUENC£-:::-:::•:::•:::•:: /////AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-::;::;•::;-::;< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE? TIME OF CONCENTRATION(MINUTES) = 7.15 R AIN F' A L I... INI" E N S ITY (IN C Fi, /110 LJ R ) =• 3, 7 0 TOTAL STREAM AREA (ACRES) = 2.56 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 9,21 CONFLUENCE INFORMATIOM? STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN,) (INCH/HOUR) 1 40,45 12,50 2,995 ;• + J. / • J. vJ V-? • /' o RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS? 47,91 41.98 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS? RUNOFF(CFS) = 47,91 TIME(MINUTES) = 12,503 TOTAL AREA(ACRES) = 17,88 **************************************************************************** FLOW PROCESS FROM NODE 6,00 TO MODE 6,00 IS CODE 8 //ADDITION OF SUBAREA TO MAINLINE PEAK FLOW =:;::;-::;-::;-::; 50 YEAR RAINFALL INTENSITYdNCH/HOUR) •::: 2,995 SOIL CLASSIFICATION IS ^'D INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT ::= ,9500 SUBAREA AREA (ACRES) = 4.18 SUBAREA RUNOFF (CFS) 11,39 'OTAL AREA(ACRES: TC(MIM) = 12.50 ************************.$*;{<$^^^$:*:^'^>j:^<^,f:************************************* FLOW PROCESS FROM MODE 6.00 TO NODE 7,00 IS CODE = 3 /////COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<-<-< /////USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 24.0 INCH PIPE IS 13.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 22.9 UPSTREAM NODE ELEVATION = 270.00 DOWNSTREAM NODE ELEVATION = 237,00 FLOWLENGTH(FEET) = 400.00 MANNINGS N = 0,013 ESTIMATED PIPE DIAMETERdNCH) = 24.00 MUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 59.81 TRAVEL TIME(MIM.) = 0,29 TC(MIN.) = 12.79 **************^*:{c********************************;fc^**$*;{c**********s:$******** FLOW PROCESS FROM NODE 7.00 TO NODE 7,00 IS CODE = 1 /////DESIGNATE INDEPENDENT STREAM FOR COMFLUENCE-::;-::;-::;:::=:; CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE? TIME OF CONCENTRATION(MINOTES) = 12,79 RAINFALL INTENSITY (INCH,/HOUR) = 2,' o •? TOTAL STREAM AREA (ACRES) =22.06 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 59.81 ***********************************************:i^*jsc;;? :)<;!;>:;****:!;***************** FLOW PROCESS FROM NODE 7.10 TO NODE 7,20 IS CODE = 2 /RATIONAL METHOD INITIAL SUBAREA ANALYSI SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 550,00 UPSTREAM ELEVATION = 269.00 DOWNSTREAM ELEVATION = 242.00 ELEVATION DIFFERENCE = 27.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 5,219 *CAUTION? SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION, EXTRAPOLATION OF NOMOGRAPH USED. *CAUTION? SUBAREA FLOWLENGTH EXCEEDS COUNTY N 0 M 0 G R A P i -l DEFINITION, E X F R A P 0 F. A T10 N 0 F N 0 M 0 G FC A P F l U S E D , 50 YEAR RAINFALL INTENSITYdNCH/HOUR) = 4,053 SUBAREA RUNOFF (CFS) = 1.3.15 TOTAL AREA(ACRES) = 3,41 TOTAL RUNOFF(CFS)= 13,15 V.I.* vlr %(/vl/vl/ -.1/vi/v(* vl/vl/il/v;* vi* v.y \tr vl/vl* VV vl* \f/' V vl/vl/ vl/vl* yf*-.1* -1/ V^/\l/vi* i|/ vt/ vl/ -J/-X* vi/ -..(/ vl* vl* O/vl* vl*-.(/ v>* yl.- v// ,1/vl,-vl/vl*-J/il/ -.1* ilr vl-vl* i* y/, v!.- vl • il* vt/ it- i'/v.* X- vl/ vV vi* vi* -.K yf* vl - vt- vJ/ /p tv- /p /I', /p o'* 'P 'P 'P 'P -P .p /i\ /p ov -IV /fw /f. ff. /xv/p .p Av Av/iv ov -Av .p /p M A* 'P 'P 'P 'fv Av -P 'A Av -fr 1^ /\\.-^\ /A /^v .p .-iV. *f. /,\ Av f,-. /i\ /|\ A'. 'P -V- 'iv Av /iw /p .p ,,v .p A- iV /'iv /,v /p - p o^ -iv ^\ /p FLOW PROCESS FROM NODE 7.20 TO MODE 7,30 IS CODE - 3 ;::• ;::•;;:-;: - ;::• C C M I •• LJ T E I--' IF-' i;: F- F. O W T F( A V E L 7' IM E F! 11^ LJ S U B A1/ E A ::; •::;::; •::;::; ;::-;::•;:: >>uSim coMF-'(.J FEF(-Es F;!;MA rEB P I;I•• i;;;s;[zE ( MON • i-^'F(I;;;SSLJRE FLOW ) DEPTH OF FLOW IN 18,0 INCFi PIPE IS 13,2 IMCHE? PIPEFLOW VELOCITY(FEET/SEC,) = 9,5 UPSTREAM MODE ELEVATION = 239.00 DOWNSTREAM NODE ELEVATION = 238,50 FLOWLENGTH(FEET) = 24.00 MANNINGS N = 0,013 ESTIMATED PIPE DIAMETERdNCH) = 13,00 NUMBER OF PIPES = 1 -PIPEFLOW THRU SUBAREA(CFS) = 13,15 TRAVEL TIME(MIN.) = 0.04 TC(MIN.) = 5.26 A^ /{v AC A( /^ A'V AV '{C A^ A^ 'K '{v AV A^ /^ %\ A'v /(v ov o'v ^ /|^ >^ o'v '^ ^^f^^A^^^^^f^^^-.r^f^^fT^^'^^^^^'J^ /ji ov /'{C ^\ /K /^v 'I'i /p '1^ ^ /jC oS /p /f' /|i -•'K Av 'P 'p --P AV O^ FLOW PROCESS FROM NODE 7.30 TO NODE 7.30 IS CODE = 8 /////ADDITION OF SUBAREA TO MAINLINE PEAK FLOW-::;-:::-:::::;•:; 50 YEAR RAINFALL-INTENSITYdNCH/HOUR) = 4.050 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES)= -0,46 SUBAREA RUNOFF(CFS) = 1.77 TOTAL AREA(ACRES) = 3.87 TOTAL RUNOFF(CFS) = 14.92 TC(MIN) = 5.26 vl/ vlr vl/ vl* vl/ vl* vl* vt* vl/ vl* vl/ vl* vl/ vl* vl/ vl/ vl/ vl* vJ* vl* vi* vl* vl* vl* vi* vl* vl* vir vl* yl* vl* vlr vlr vi* vlr vl/ vlr vi* vtr vj* vlr vJ* ylr vt* vJ* vl* vtr vl* li* vi* vJ* vl/ vi* vi* vi* vi* •.1/ vl* vtr vl* vl/ vl/ vi* vi* vlr vl* vtr vi* vl* vl* vlr vi* *i/ v// vl* v.i/ .-f. :f. /f /is ^ /f. :{\ /|v /IS A^- ''^ '^ 'P -fv --vv A*^ A^ A^ 'T- AV /f- '^ 'i^ .f* '^ * A^ ¥ •1^ * ^ A^ * -T^ A^ 'T A^- 'P Jf^ /f /^ A^V * A^ 'i^ 'iv ^ '^- AV /P /i^ 'A .'^ /p. /f AV AV 'f A^ 'f- -YV ••^ AV '^ -v. 'iv /^ 'f. /p FLOW PROCESS FROM NODE 7.30 TO NODE 7.00 IS CODE = 3 /////COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA-::;::;-::;::;-::; ;::• ;::• /;::- ;::• USING C 0 M P U T E R - £ S TIM A T E D F' IP SIZ E (N 0 M -1-^" R E S C LJ R E F' L.. 0 W ) -::;::; -::; -::; -::; DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.5 INCHES PIPEFLOW VELOCITY(F£ET/SEC.) =11,3 UPSTREAM NODE ELEVATION = 233.50 DOWNSTREAM NODE ELEVATION = 237,00 FLOWLENGTH(FEET) = 49,00 MANNINGS M = 0,013 ESTIMATED PIPE DIAMETERdNCH) = 13.00 NUMBER OF PIPES :::: 1 PIPEFLOW THRU SUBAREA(CFS) = 14,92 T R A V E F. FIM E ( MIN . ) = 0,0 7 T C ( MIM , ) •••••- 5 , 3 3 ***********************************************:-i<***********************.'ic**J';* FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 1 •DESIGNATE INDEPENDENT STREAM FOR CONFL UENC £-::;•::; •::;-::;-:;; CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE? TIME OF CONCENTRATION(MINUTES) = 5,33 RAINFALL INTENSITY (INCH./HOUR) = 4,04 TOTAL STREAM AREA (ACRES) = 3,37 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 14,92 vX- vV vlr vlr vl* vl/ -J* vA/ v)/ v// vJt/ vX- v(/ y^- vJ* vlr y(/ -4/ v^/ vV vl- vV vjl/ vlr -J^- v/.* vlr vX* vj/ 'Jf -J^ v(* vl* vlr v^* v*r vi* vtr vl/ vl/ vl/ vl* vl/ v>/ V '•J*' vi' vl/ vU v// vl/ vW vl/ v(/ vi/ yi* vl/ v** yl' vl.' vl* vl* vi* vtr yl* vi/ vl* v// vlr vl* vi* vl/ vi/ vL- vl* 7f. /f. /^ .-f. .p /p /p i\\ /p /p /f- -p /p /\ /p .p AV - P 'P -Iv .-p /p Av -p ••('• 'P Av .p .p -iv /,\ /p /|\ .p /p A\ ov 'p /p p .p .-.S - r- /p - tv .p .f. .,\ .v- /p .p .,. <i- -v /P A- - JV •>•. /\v .1'..f. *p .p - p.p .f. .-.v .p .p .p FLOW PROCESS FROM NODE 7,11 TO MODE 7,12 IS CODE 2 > > > >;::- RAT 10 N A!,. M E T110 Ei IM1 T i; A L S U B A F( il A ANA F.. Y SIS < • rv u rt « INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = ,9500 IMI T :F A I... 3 U B A R E A F L 0 W -1... F!: N G 7" F ! (F- EET) = 340,00 UPSTREAM ELEVATION = 266,00 DOWNSTREAM ELEVATION = 242,47 ELEVATION DIFFERENCE = 23,53 URBAN SUBAREA OVERLAND FIME OF FLOW (MI NOTES) :::: 4,151 *CACTION? SUBAREA SLOPE EXCEEDS COUNTY MCMCGRAPH FlE FIM17';;; ON, E;X I' F(AF-' O I._A i' ;• o n o F M O M OGR A r' i -i u s EB , TIME OF CONCENTRATION ASSUMED AS 5-MINUTES 50 YEAR RAINFALL INTENSITYdNCH/HOUR) = . 4,100 SUBAREA RUNOFF(CPS) = -1,52 TOTAL AREA(ACRES) = 0,39 TOTAL RUNOFF(CFS) = 1,52 **********************************;i?*****:^<;{c*)K*;;<;^<;;<>S;(c^<;i<$^;l(;!c***:^c**^;;K;K*** FLOW PROCESS FROM NODE 7.12 TO NODE 7.00 IS CODE = 3 /////COMPUTE PIPEFLOW TRAVELTIME TFIRU SUBAREA-::;-::;-::;-::;::; /////USING COMPUTER-ESTIMATED PIPESIZE (NOM-PRESSURE FLOW)-::;-:::-:::-::;•::: ESTIMATED PIPE DIAMETERdNCH) INCREASED TO 8.000 DEPTH OF FLOW IN 8,0 INCH PIPE IS 3.0 INCHES PIPEFLOW VELOCITY(FEET/SEC,) = 12,8 UPSTREAM NODE ELEVATION = 233.50 DOWNSTREAM NODE ELEVATION = 237.00 - FLOWLENGTH(FEET) -=:r-- 3,00 "MANNINGS N = 0,013 ESTIMATED PIPE DIAMETERdNCH) = S.OO NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.52 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 5.01 **********.^«c********;}c******************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7,00 IS CODE = 1 /////DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«-<-« /////AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-::;-::;:; CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE? TIME OF CONCENTRATION(MINUTES) = 5,01 RAINFALL INTENSITY (INCH,/HOUR) = 4,10 TOTAL STREAM AREA (ACRES) = 0,39 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1,52 CONFLUENCE INFORMATION? STREAM RUf/OFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 59,81 12,79 2,969 2 14,92 5,33 4.037 3 1,52 5,01 4,093 RAIMFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS? 71,38 60,39 59,54 COMPUTED CONFLLJEMCE ESTIMATES ARE AS FOLLOWS? RUNOFF(CFS) = 71,38 TIME(MINUTES) - 12.794 TOTAL AREA(ACRES) = 26.32 v'y '•I-' vV vl/ vl/ ll* yl/ vl* vi* vl/ vl* -.1/ yl* vl* vl* - I* vl* -1/ vl/ vt/ vt/ vl* vl* yl* vt.- vl* vl* -.1/ vt* vl* -.1* vi* vl/ vl/ yl* vV '(/ vl/ v(^ - I/ v!/ yl* vl* -if - yl/ -,1/ il* vl/ il* vf.- vi/ v!/ vl/ v(.' rl.- vl* vl* I* -1/ -.t.- vl/ v'* •)/ vlr • I* vl.- v'.* • •/ •!/ -.J.- -.(/ vt* • "* vl* -.1/ --P 'iv'fv -tv'P'P /i\/p.p A'v 'P /p*P'P - P-p.-P - tvp-'P 'f* --^'P-lv A* 'P A^ - h 'l'-AV ov A^ 'p ov - r* /p A • A- Av - p /»v/p -V- - P ••)•• A*- -P-'iv -f. .p /wv iv/f. .-f. o^-P .p . V- - tv P - l^ P ••{• P -P -iV /]V o^ • P Av FLOW PROCESS FROM NODE 7,00 TC MODE 8,00 IS CODE 3 ;::• ;::•;::- ;::• > c 0 M r-' LJ T E F' ;i:! •• [;; F L O W T R A V E L F I FI E F 11 R LJ S U D A R E A •::;:;:: < < >>>>>usum c0MF^'LJTF;;I- ES7'i. 1 A FEFI !•• :i;F-'ESI::E \H0M--FRESSLJi'-'E FL..CW) •;;;<<•; DEPTH OF FLOW IN 30,0 INCFi PIPE IS 23,5 INCHES PIPEFLOW VELOCITY(FEET/SEC,) = 17,4 UPSTREAM MODE ELEVATION' :: 237,00 D0 WM 3 7'REAli M0 BE ELEs' H j; :) M :•:: 234,70 FLOWLENGTH(FEET) = 65.00 MANNINGS N = 0,013 ESTIMATED PIPE DIAMETERdNCH) = 30.00 NUMBER OF PIPES = 1 - PIPEFLOW THRU SUBAREA(CFS) = 71.83 TRAVEL TIME(MIN,) = 0.06 TC(MIN.) = 12,86 vJ* vl/ -J/ vl* vl* vl* vi/ vl/ vl/ vl* vl* vl* -.lr vl/ vl* vl* ••1* vl/ vl* -J* vl/ •"* -J* v// yl/ -,1/ vL- vl/ il/ -1/ vl/ vl/ vl/ vl/ •(/ vl/ vl/ vl* vl/ vl/ vl/ vl* vi* vl* vl* vtr \1/ vV ••*/ v;/ vl/ vi/ vl/ vi* -J* vi/ vl/ ii/ •!/ vt* vlr vl/ vl* -,»* vi* vl* vl* vi* -.1/ vl/ vl/ -J* -.1* vV vl* vl* /i\ ^^ -f. .'f. /^ .-i'v Av .-f. /fv 'i'v /Vv /Vv 'I'v (V -i^ . |V /jC A^ /tv /IV -f. .h 'iv *i\ /p /Vv /fv A^ • P 'i^ • P A • '»• - A --iv /(\ . tS /f. .^v ,iv . i\ /t^ A^ A-- •{•• 'P -ic .i\ /p /Vv -P 'P 'fv't^ 'i'* 'i^ '^ *T- '^ .Y. ..jS /fv .f. AV .-P .p ov 'Vv 'P FLOW PROCESS FROM NCDE 3,00 TO NODE 3,00 IS CODE = 1 /////DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-::;-::;-:::-::;::; CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE? TIME OF CONCENTRATION(MINOTES) = 12,36 RAINFALL INTENSITY (INCH,/HOUR) = 2,96 TOTAL STREAM AREA (ACRES) = - 26.32 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 71.83 yi* vl* vl* vi* vl* vi* vl* vl* vi* vJ* vlr vl/ vi/ vl/ -J/ vl* vJ/ yl* vl* vl* vl/ vlr vl* vl* vJ* vlr v*.' vt/ vl/ vt- i»* vl* vl* U* vt/ yl/ vl/ -.1* vl* -Xr vtr vl* vl* v!* rl* vl* -X- vl* vl* iJ/ vl* vJ* vlr ii* -.tj -4* -.1* vl* vf* *X- vl* vt* vV -X- vlr vf/ vl/ v^* v'* vl* yl* vl* vl* -.1/ ^. .-f. .-fw ff. A- ^ A'' 'A /fv 'fv Av 'fv A"-- *1S /^ /l\ A^ *^ 'fw /^ /fr /fw -fw /^C vf. /^S ^ A^ A^ 'h /^ Av fv A'w >^ A'' A^ 'fv 'fv Av A^ 'Iv /fw .•^ . i>w Av Av A- A^ .-iV vp /f. .^v .yv Av Av A^ 'Vv -Vv rtv- -T- '^ 'P 'P 'P 'P /f. -I'w A^ 'iv /p - p 'P FLOW PROCESS FROM NCDE 20.00 TO NODE 21,00 IS CODE = 2 /////RATIONAL METHOD INITIAL SUBAREA ANALYSIS-::;::;•:::-:::-::: SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 300.00 UPSTREAM ELEVATION = 318.84 DOWNSTREAM ELEVATION = 284,46 ELEVATION DIFFERENCE = 34,33 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 6,325 *CAUTION? SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION, EXTRAPOLATION OF NOMOGRAPH USED, *CAUTION? SUBAREA FLOWLENGTH EXCEEDS COUNTY N 0 M 0 G R A P l -l DEFINITION, E X T R A F' 0 L. A T10 N 0 F M 0 M 0 G R A F^' F l U S E D , 50 YEAR RAINFALL INTENSITYdNCH/HOUR) = 3.848 SUBAREA RUNOFF(CFS) = 3,40 TOTAL AREA(ACRES) = 0,93 TOTAL RUNOFF(CFS) = 3.40 ***********************************************;{;**************************** FLOW PROCESS FROM NODE 21,00 TO MODE 21.00 IS CODE ::= 3 ///;:•/ADDITION OF SUBAREA TO MAINLINE PEAK FLOW/-::;-::;/-:; 50 YEAR RAINFALL INTENSITYdNCH/HOUR) = 3,348 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = ,9500 SUBAREA AREA(ACRES) = 1,62 SUBAREA RUNOFF(CFS) = 5.92 TOTAL AREA (ACRES) = 2,55 TOTAL RUNOF;:-(CFS) ::: 9,32 TC(MIN) =6,32 it-''' vl/vl/vt/vl/ wt/ vt/ vl*.i/ 1^* vf/yl* vlr vl/ vl* vl/ vl* vl* •!/vl* it/vi* yl/ -.1/ vl/ vV vl* vl/ vl* vl/ -.1/ vi/ vi/ vl/ vl/ vt* vl*-,1* vl-vi.- vi/ -1/ yl* vi/ i|/ vl/U/ v(/ vlr -.»/ v(/-l/ vl/ vl - vl* vi* ij(/ vl, 1I/ ^l*r^/-^/ vl/ -) - yl-vl.--.f/ v*/ -,1/ v./ /fv /p /p /p /|V /p /p -i'v -T- T- 'f. A- 'iv 'iv. /|V o^ 'f- -P /p 'Vv A-'P -P 'P -P -1^ 'IV -V- A^ A- A- Av 'P f- -f. /iV. /p Av A'- 'P-P -.- -P -P /p /i\ 'p .(•- A-/f- 'P -1. 'P A- -P 'P /|. -iv .(•. .\\ -iv /f. ,p .p .|. .p .y. '^ -iv /r, FLOW PROCESS FROM MODE 21,00 TO MODE 22,00 IS CODE 6 /////COMPUTE STREETFLOW TRAVELTIME TFIRU SUBAREA-::; ::;< :/::; UPSTREAM ELEVATION - 234-16 DOWNSTREAM ELEVATION ••••^ S TREE. T EF.\iG TF-l (F- EE. T) 4 75.00 CLJF-;B F-lE ;i; S 7' 11 ( ;'; Mi;)11E S ) ~: 6 , S T R E E T F-i A F. F" WIB 7'! I (F" E E T ) = 2 G , 0 0 S 7' IE E T C R 0 G S F- A F.. L ( Fi E SIM /i F.. SPECIFIED MUMBER OF HALFS FREETS Ci-W-(RYI NG RUNOFF 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 10,93 STREET FLOWDEPTH(FEET) = 0.47 HALFSTREET FLOODWIDTH(FEET) = 7.81 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6,32 PRODUCT OF DEPTHaVELQCITY = 3.22 STREETFLOW TRAVELTIME(MIN) = 1,16 TC(MIM) = 7,49 50 YEAR RAINFALL INTENSITYdNCH/HOUR) := 3,642 SOIL CLASSIFICATION IS "D' INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 0.96 SUBAREA RUNOFF(CFS) = 3.32 SUMMED AREA(ACRES) = 3.51 TOTAL RUNOFF(CFS) = 12,64 END OF SUBAREA STREETFLOW HYDRAULICS? DEPTH(FEET) =0.49 HALFSTREET FLOODWIDTH(FEET) = 8.23 FLOW VELOCITY(FEET/SEC,) =7.12 DEPTH*VELOCITY = 3.51 ***********************************************************:^***************; FLOW PROCESS FROM NODE 22.00 TO NODE 22,10 IS CODE = 6 /////COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA-::;::;-::;-::;::; UPSTREAM ELEVATION = 263.70 DOWNSTREAM ELEVATION STREET LENGTH(FEET) = 30.00 CURD HEIGTH(INCHES) = 6, STREET HALFWIDTH(FEET) = 28,00 STREET CROSSFALL(DECIMAL) =0,0400 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 12,89 STREET FLOWD£PTH(FEET) = 0.43 HALFSTREET FLOODWIDTH (FEET ) 9.57 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.68 PRODUCT OF DEPTH?A'ELOCITY = 3.20 STREETFLOW TRAVELTIME(MIN) = 0,07 TC(MIN) = 7.56 50 YEAR RAINFALL INTENSITYdNCH/HOUR) = 3,630 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT ::: .9500 SUBAREA AREA(ACRES) = 0,14 SUBAREA RUNOFF(CFS) = 0,40 SUMMED AREA(ACRES) = 3.65 T0TAL RUN0FF(CF3) = 13,13 ENB OF SUBAREA STREETFLOW HYDRAULICS? DEPTH(FEET) = 0.48 HALFSTREET FLOODWIDTH(FEET) = 9,5 7 FLOW VELOCITY(FEET/SEC,) = 6,81 vl* -.1/ vl/ vl/ ll* vl* vi/ yl/ vl/ If/ vl- vl* vl/ vl* vl* vi* vl* vl* vi* .1* vl* vJ* ii* il/ vl* vi* vl* vi/ il.- il* yf/ yt- vl* vl* vf* vl* vt* vl- vl* yl/ v'/ -.1/ vt* vlr vl* yl* vJ* vl* vl* vl* yl* vl* yi/ yl* 1/ *.!/ iJ/ -1* -1/ -J/ /•p ov .Vv '1% -p /f- 'tv /p 'Vv 'IV 'Vv /fw f\\ 'Vv .p *|»w .-VV. /fw Av -fw A'V AV -t*^ 'Vv 'fv 'P -fv /^v -^v ov /iv -T- 'P •i'^ 't"- A- -tv Av 'P A* T- -1^ •P 'h /p ov -i^ vf. /fv />v /^ ov 'P -P -iw /)v /p j\\ . iv .iv .p FLOW PROCESS FROM NODE 22,10 TO MODE 22,20 IS CODE = /////COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<-<•«•=:: UPSTREAM ELEVATION = 262,41 DOWNSTREAM ELEVATION :::: : s 7' F^ F;; i;;: 7' E E M G T F-I ( F- E E T ) = 50,00 c LJ F( B I -I E I G T F-I (i M c i-i £ s) :::: 6, STREET HALFWIDTH(FEET) :::: 23,00 STREET CROSSFALL ( DECI MAL) SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 13.32 STREET FLOUDEPTH(FEET) ::: 0,47 F-l A L I" S T R E E T F L 0 0 D UIB 71 -I ( F E E T ) = 12 , 0 6 AVERAGE FLOW VELOCI TY ( FEE7../;;EC , ) = 5,02 PRODUCT OF DEPTH :iVE LOC ITY = 2,75 STREETFLOW TRA VELT IME ( MIN ) ::: 0,14 TC(MIM) :::: 7,70 50 YEAR RAINFALL IMTEMSI TY d NCi I/HOUR ) •:: 3,607 INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 0.11 SUBAREA RUNOFF(CPS) = 0,38 -SUMMED AR£A(ACRES) = - 3.76 TOTAL RUNOFF(CFS) = 13.50 EMD OF SUBAREA STREETFLOW HYDRAULICS? DEPTH(FEET) = 0.47 HALFSTREET FLOODWIDTH(FEET) = 12.06 FLOW VELOCITY(FE£T/SEC.) = 5.90 DEPTH*VELOCITY = 2.79 **********************>ii****>K************************;K^:********;{;***;!a******** FLOW PROCESS FROM NODE 22.20 TO NODE 23.00 IS CODE = 6 >;::->//COMPUTE STREETFLOW TRAVELTIME THRU SUB ARE A •:::-:::-::;-::;-::: UPSTREAM ELEVATION = 260.61 DOWNSTREAM ELEVATION = 246.42 STREIET LENGTH(FEET) = 390,00 - CURB HEIGTH (INCHES) = 6. STREET HALFWIDTH(FEET) = 28.00 STREET CROSSFALL(DECIMAL) =0.0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 -- **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 14,38 STREET FLOWDEPTH(FEET) = 0,45 HALFSTREET FLOODWIDTH(FEET) = 15.99 - AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.37 PRODUCT OF DEPTHSVELOCITY = 2,40 STREETFLOW TRAVELTIME(MIN) = 1,21 TC(MIM) = 8,91 50 YEAR RAINFALL INTENSITYdNCH/HOUR) = 3.414 SOIL CLASSIFICATION IS »D° IN Fl LJ S^ T RIA L D E ',J E L 0 P M £ M T R LJ N 0 F F t,) 0 E F FICIE N T = , 9 50 0 SUBAREA AREA(ACRES) = 0.54 SUBAREA RUNOFF(CFS) = 1.75 SUMMED AREA(ACRES) = 4.30 TOTAL RUNOFF(CFS) = 15.26 -END OF SUBAREA STREETFLOW HYDRAULICS? DEPTH (FEET) =0,45 HALFSTREET FLOODWIDTH (FEET) :=: 15,99 FLOW VELOCITY(FEET/SEC.) = 5.70 DEPTH*VELCCITY = 2,54 *******************;{;**>!; :{;i{<*$^-?;{i}fc*$*}}c$^$;{;>{c-(<$5|<>i(>*^ FLOW PROCESS FROM NODE 23,00 TO NODE 24,00 IS CODE = 3 /-;::-;::-;::-;::- C 0 M F' U T' E PIF-' E F LOW F R A V F: L T ;I; M E 7' FIR LJ S LJ B A R E A -::;::; •::; -::; < /////USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW )<-<•«•::; DEPTH OF FLOW IN 13,0 INCH PIPE IS 12,3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11,9 UPSTREAM MODE ELEVATION = 241.00 DOWNSTREAM NODE ELEVATION = 239.00 FLOWLENGTH(FEET) = 59.00 MANNINGS N = 0.013 ESTIMATED PIPE DIAMETERdNCH) = 18,00 NUMBER OF PIPES = 1 PIPEFLOW TFiRU SUBAREA (CFS) = 15,26 TRAVEL TIME(MIN,) = 0,08 TC(MIN,) = 9..00 *****************;K****::a;***:i:****:io:(**;}c;;i***;K******^o;;**;i<**;;?«**;;;** FLOW PROCESS FROM MODE 24.00 TO MODE 24,00 IS CODE ::: \./ :-////ADDITION OF SUBAREA TO MAINLINE PEAK FLOW:;::; :;::;-:; 50 YEAR RAINFALL INTENSITYdNCH/HOUR) ::: 3.401 SOIL CLASSIFICATION IS "D^ INDUSTRIAL DEVELOPMENT RUNOFF' CGEFFICIENT = ,9500 S U B A l\ L A l-i k F:. A ((^ C R E. S ) ':: 0,25 S U B A IA Fi; A r( U N 0 F F ( C F' S ) ::= 0,31 TOTAL ;v •:;;;./:;Ai;/':ES) -:-: -,55 TOTAL RUNOFF ( CFS ) = 16,06 TC(MIM; :- 9 >:):.' ****** * ****** * * * * * * * * * **;);*** % *:-;<* ^ * ;|( * * * * * * * * * * * * * * * * * * * * * * * * * ;}c * * * * * * * * % * t * * FLOW PROCESS FROM NODE 24,00 fO MODE 8,00 IS CODE = 3 /////COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA:/::; ::;-:::-::; /////USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) Il E p T l-i 0 F F LOW IM 18.0 ;[ N c 11 F-" I !••• E I s 12.1 ;i; N c!-! i;;; s PIPEFLOW VELOCITY(FEET/SEC.) = 12.7 UPSTREAM NODE ELEVATION = 239.00 DOWNSTREAM-NODE ELEVATION = 234.70 FLOWLENGTH(FEET) = 110.00 MANNINGS N = 0.013 ESTIMATED PIPE DIAMETERdNCH) = 13,00 NUMBER OF PIPES : PIPEFLOW THRU SUBAREA(CF3) = 16.06 TRAVEL TIME(MIN.) = 0,14 TC(MIN.) = 9,14 'i' '•{ ii" •'V 'k' ••>': '•^ '-t ^l' ^'' vy vt/ vl* il* iy il* vl*ii* vy v^- vl- vl* vl* il* vl* vl* vl* vy yy H* vt- vt* vi* vJ* vi/ -J* vt- vl* il* vl* vl* vi* -J* vl* vl/ -y vl/ vf/ vl- J* vt.- v(* vt/ -J,- VI* vl/ vi/ vf • vl.- - I.- y : 'V- A- 'P -^P 'P Av /p '1^ /p 'P /p /fw A^- fiv '1^ 'IV /p /JV /p /p .|\ .-fv o - 'P 'P 'i'v AV -V- /p .\\ /p /fw ov 'p /|\ /^v .-^v /p /p /j*. .-p A'w A\ 'p- 'l'* *f. 'f* AV -T* .-.S. /p .-f- /jV ov A- A'v Av *-|v .^p /p 'Vv /f- /p /p 'p '(•. /f- A^ 'p .iv .{: /p . FLOW PROCESS FROM NODE 8,00 TO MODE 8,00 IS CODE :::= 1 /////DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-::;-::;-::;-::;::; /////AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-::;-::;-:;;-::;::; CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE? TIME OF CONCENTRATION(MINUTES) = 9,14 RAINFALL INTENSITY (INCH./HOUR) = 3,38 TOTAL STREAM AREA (ACRES) = 4,55 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 16,06 CON F- L U ENCE IN F (J1^ h A TI Lj N ? STREAM RUNOFF TIME [NTEMSITY NUMBER (CFS) (MIN,) (INCH/HOUR) 1 71,33 12,36 2.963 RAINFALL-INTENSITY-RAT10 CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: -•i VT {"> in- -7 /"i .'\ i:.~ OvJ * 7 ..' 7 * v^._j COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS? RUNOFF (CFS) = 35,95 TIME (MINUTES) :::: 12<.S56 TOTAL AREA(ACRES) = 30,87 vl/ U* vl/ yl* vl* vi* vl*vl* vl* vy vl* vi/ v.I* vi.- vl/ vt- ytr yi* -X* yl* yl* yf/ -X- -y vi* -.1/ vl* -J.- vl* vl/ vy vl/ -,t/ -.y vl* vl/ vf.- vl/ vl.- it* vf* vl- v<* vl.--L- - I.- -1* -J/ -X- -J/ - </ vl* vi/ vi* vl* v^* vf* if* v'-- vl/ vl/ v.'* vl* ii- if/ vi* •»* v(* -X- -.I - vl/ vl - -J/ OV A-- 'IV 'I'v /^ /)\ fi\ /p /fw /p /i\ Av /f. /Iv /jV /fw /p ov /i\ /p ov /p A'v --fv -P 'P --i-- /p -P /p /p -P -iv /^v /p ov 'iv -f. - p /p /p /fv ^p /f- -f- -T- 'V* -^v Av Av "iv /(. Av 'P .p A* - ••- 'P -.v '/- A^- -P A- 'Vv -T- 'I'- 'f- 'P A- -I*-- A- FLOW PROCESS FROM NODE 3.00 TO MODE 9,00 IS CODE = 3 /////COMPUTE PIPEFLOW TRAVELTIME THRU SUB AREA ::;<-::;<-::; ;::•;::-;::-;::- ;::• U 31N G C 0 M F' LJ 7' E R - E 3 TI MATE D i"' IPESIZE ( N 0 N -- P R E S S Li R E F L 0 W) ::;::;::; •::; • DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.2 INCHES F' IP E F- L 0 W V E F.. 0 CIT Y (F- E E 7' / S E; C , ) = 46,0 UPSTREAM NODE ELEVATION = 234,70 DOWNSTREAM MODE ELEVATFOM = 225,00 FLOWLENGTH (FEET; = 24-00 MAI-'NIMGS M :::: 0,013 ESTIMATED PIPE DIAMETERdNCH) ::: 21,00 MUMBER OF PIPES :::: : PIPEFLOW THRU SUBAREA (CFS) :::: 35,95 T F:; l-i iJ E L 7" IM E ( MIM , ) -: 0,01 T G • ii 1 il12.G6 v.(-- •>'/' vl/ yl/ vl/ ll.- vlr ll/ vt* -.1/ 1,1/ yl/ vl/ -..1/ vl* vl* -.1* -.1/ vl/ vl* -J,- *!/ .y -..(/ V* vl/ vl/ vy vl/ vl* ,1* vl- vt/ vt/ vl* vy vf* vl* vl/ vl* vjl/ -.1/ vl/ vl/ -.^z -1* it* -.1* iy ^l. .1, iy -J,- •.}.-t, vt/ -j* it* vl* vl* vt* vl* Jf vl/ -J/ if/ v»* vl* vl* vl* vl* vl/ vl/ -J* vl* -.!.-/p /iv/p /p /\-. ov 'P 'P 'P /p .p .p .p A* 'I - 'I'- 'P - P 'I'w tt\ /y. /p /p .-p ov 'iv /fv /^v /1\ .-^ /j-V /i'. /p /p /f. /f. .-p /(\ /^S .-y. /^v /p /|V. o'- -r- 'tv /p *'p /f. 'P .'^ - p .-iv . p Av -P 'P -T- ."V- ip- - P - P --p - V- 'P -f- -Vv 'P -P A- -iv .p /p -P FLOW PROCESS FROM MODE 9,00 TO NODE 10,00 IS .CODE ::: 5 /;::-;::- /;::- COMPUTE T F5 A F' E Z 01D A L • - C i -l A N N E L. FLOW ::;::;::; -::; -::; > ;::• :::• / / T F^ A V E L 71M E TFIRU SUBAREA::; •::; •::; -::; •:; UPSTREAM MODE EL DOWNSTREAM NODE :VATION = 225.00 [LEVATION = 96,50 CHANNEL LENGTH THRU SUBAREA(FEET) :::: 260,00 CHANNEL BASE(FEET) = 0,00 "Z" FACTOR = 2,500 MANNINGS FACTOR = 0,030 MAXIMUM DEPTH(FEET) = 3.00 -CHANNEL FLOW THRU SUBAREA(CFS) =85,95 FLOW VELOCITY(FEET/SEC) = 23.60 FLOW DEPTH(FEET) = 1,21 TRAVEL TIME(MIN.) = 0.13 TC(MIN.) = 13.05 ************************************************************************:!<*** FLOW-PROCESS FROM NODE 10,00-TO NODE - 10,00 IS CODE = 8 /////ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<-«-=::< 50 YEAR RAINFALL INTENSITYdNCH/HOUR) = 2,944 SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT :::: ,8500 SUBAREA AREA(ACRES) = 2,50 SUDAREA RUNOFF(CFS) TOTAL AREA (ACRES) = 33,37 TOTAL RUNOFF (CFS) ••••• TC(MIN) =13,05 FLOW PROCESS FROM NOBE 10.00 TO NODE 11,00 IS CODE • /////COMPUTE PIPEFLOW TRAVELTIME THRU SUB A RE A •::;-:::-::;<::; /////USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW: DEPTH OF FLOW IM 30,0 INCH PIPE IS 20,6 INCHES PIPEFLOW VELOCITY(FEET/SEC,) = 25,7 UPSTREAM NODE ELEVATION = 96.50 DOWNSTREAM NODE ELEVATION = 38,50 FLOWLENGTH(FEET) = 100,00 MANNINGS N = 0.013 ESTIMATED PIPE DIAMETERdNCH) = 30,00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 92,21 TRAVEL TIME(MIN,) = 0.06 TC(MIN.) = 13.11 END OF RATIONAL METHOD ANALYSIS ENBINKRINS FF <3.^O..S^'^' •Xr v// vJ/ v|* v;/ sif vV -V -V vv vy -,i- yy vV vy • y vj/ yi* yl/ vy vl/ ll/ vy yi* v.y vi* iy vi* -j/ vy vy ,t/ -.t/ ,y ^y -y iy vy vi- ^y iy -,y .t.- yU w^/ sy v.y vy vj/ vi* vt* vy vy vi* vy vy vi* vi/ vy vy yy -,y v^* vy vy vy u* vy vy y^, ^jy ^y ^y ^ .ffi. /p /^v /IV /p ov T* 'P IV /p /p /p .-(V. .rp /p /p ,p ty. ov *p Av t\-. ,\s /^v /f. . jv ty. fy. /^v /p /p A'- - iv T- 'P -iV -P 'P .y. '\: o*- 'P 'P -P -P 'P iv 'iv 'f* T- 'P - tv -p />•. '(>w ty. tV- -'V- ty. - p /P 'V- -I - - r- "v T- 'f- 'tv -iS /f- Jlv *p /p ov 'P -pRESSURE^-PlPE-FtOW-HYDRAULIC;; (Reference? LACFD»LACRDya OC :5-COMPUTER PROGRAM PACKAGE M A 11Y D R A LJ LIC S CRITER 10 N ) -* * * * * * * * * * * * * * * * * * * * * * * * * .* * ** * * * * * :-K .* *************************************** (C) Copyrialvt 1982)-1936 Advanced Enaineer ina' Software i::AES.l Espec i a-H''::-; -p reF-(3r ed—f o r ? ^ WILLIAMSON J5 SCHMID 17782-SKY-PARK-BLVD . r-IRVINE -eA- 72714 *********;!;DESCRIPTION OF RESULTS******************************************** -^-CARLSBAD-GATEWAY-eEN-TERTr -L-I-NE -" A"-HYDRAULICS p ( Q~100)-, -— * * JN?84136 DF?MHM84136PLA * * 6-24--1986. * *>if**:-!f**.*********.***:^**:-l<**********:i<****************************************** ****;:ol<********************************************************************** NOTE:h-STEAD>^-FLQW HYDRAULIC-HEAD-LOSS COMPUTAllONS-BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD?LACFCD? AND OCEMA DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA? NODE NUMBER -:= 1.00 FLOWLINE ELEVATION = 88.50 PIPE DIAMETERdNCH)-^—30.00-- PIPE FLOW (CFS ) = - 112.33 ASSUMED DOWNSTREAM CONTROL HGL = 91.000 — NCDE l;-,-00 -? -HGL-^- < -91VO0O:HEGL= 99,131/?FL0WLIME= < irtr\ --jr*/\/V.-., Advanced En.^!ineerinsi Software F:AESII SERIAL No, BOOOO VER, 2.3C RELEASE DATE? 2/21/36 PRESSURE FLOW PROCESS FROM NODE 1,00 FO MODE 2,00 IS CODE UPSTREAM NODE 2,00 ELEVATION ::: 96.80 A L C UL A T E P R E S S UR E F L 0 W F RIC T10 \•! L 0 S S E S (L A CF C D) ? PIF-'E FLOW :::: PIPE LENGTH = SF=(Q/K)**2 = (( 112,33 CFS PIPE DIAMETER := 30,00 INCHE' 108,00 FEET MANNINGS M -: 0,01300 112,33)/( 410^171))**2 0,0750001 MF=L*SF - ( 103,00)*( 0.0750001) - nG BE. 2.00 ? F-lGL - -:: 99 , 10 0;: • i EGL::: S, 100 l07,231/i;FL0WLIME :: 96 , soo;: PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 0,20 NODE 2.00 ? HGL:::: < 99.300/JEGL= < 107.431>JFLOWLINE= < 96,800/ END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM DETAILED CALCULATIOJ HYDRAULICS 84136 6-23-86 DESIGNED BY /)^7^/>^ DATE WILUAMSON^^ I 177S2 SKY PAHK BLVD. • IRVINE, CA 92714 • (714) 261-2222 <CA/Z^S^i:> <S:^7^<^y <2^X/^^7L^ I/A/6 'B' O/^/^^/T^ SHEET NO^ JOB NO. S4'I3C=> L£e»eA7£> DESIGNED BY DATE WILUAMSON^SCHM* CONSUITINQ CIVIL ENOIKEEfl* IND LAND lUAVC ( 177S2 SKY PARK BLVD. • IRVINE. CA 92714 • (714) 261-2222 CAS^Se?AC> <:B^72SA^^ CT^TG^ SHEET NO^ r 0F_ JOB NO. AJOO€ A/O. Q/oo <^^^ L L coA/r/A/uovs a 2 /0.29 7 -2 CFS /FOOT Z.SO '4 -2 CFS /FOOT 7.C3 -^ CFS /FOOT ^,72 7, as -2 CF5> /FOOT 5 3.7 -2 CFS/FOOT 70.65 7 -2 CFS/FOCT 7.3 Z.85 -2 c/=s /FOOT 23 -7^ ***************************************************************************;«; PRESSURE-PIPE-FLOW 1-IYDRAULICS COMPUTER -pROGRAM -PACKAGE (Ref e renee ? LACFDLACRD. 3 OCEMA HYDRAULI CS CR ITER I ON) —vlr vi/vVv^vi/vyvyvi(vi*vVvbvi*vi*vjyvyvi*vjyvirvir4i/vi/\y vl* vi* yi» li* vl/ u* vy vjy vl* vy v^ vi*^ sf^ vy vy v/^ vy ^y vi/ v^^ yy iy vy ^i* vi* vi* vy \t'vi* v^*yi^vi/-\j/»i*-*i/vi*iy vi* vi* vi* vi* vy vi*^i/-vy vi*ii* vf* vy -.i* vi*vi*- /f. ov 'p ov 'P '?- -•iv*p /p/f. o'v -(V Av A*- -iv /f-. ov - JV /-p -(v -T- *p .-fv *i\ *f. ty. '^.•. -r- 'P '|v ov -i"- .,v -T- 'iv '}-- •T- T 'Iv 'iw .-jv .-^v .-^v ov --p *p Av 'fv -iv ov -T- 'P /p /fw ov /p rf- nv *iv /p .-^v .-jv ^f. .-f. /^w, ^. /j-, .-^^ .-j., ^y. /p /p (C) Copyr:i.i5ht 1982? 1986 Advanced En^ineerinsS Software FAESJ E g-F'O?cri 3.11H"~F-r ffr^s re d-^f a r-t : WILLIAMSON a SCHMID -17782-SKY PARK BLVD, V- IRVIME:-1:)A, V 92714 • **********DE3CRIPTI0N OF RESULTS******************************************** --* CARLSBAD GATEWAY CENTER^ LINE-"B» • HYDRAUL I CS»-< Q-100 )• • "" ~" * - * JM?84136 DF?MHM34136PLB * ; * 6-24-1996, * - *1» vV vir vl* U» vy vi* U* U* vlt vy vtr wi>-vl/ vy-vl*vJ* vlr vX> vlr vlr U* vt/ U* vl* ^ v^ vjU vj^/ vU vt* v^U v^^>t/^ vl*yt* vV vy vA'vV v4^ vy v|y v^U vJ^^ 77.^.77. .p'1- 'P'P -i'v .p ."p '^ -f- 'Vv - P 'P Vv-T* A- .^^-^v Av 'iv'fv A--T' -T- -T- '^ 'iv.^vov /pov A'/f- - f. ov/p-p .fv /p -f. ."iS./^/p *iV A>. Av AV'l^ A"--iv - (^/p oV. .t- .f- .•'i^-r- 'P'^ 'P /f./p/p /fw/^v ov iv/»v /p ov'p **************************************************************************** -NOTE? STEADY FLOW HYDRALJLIC HEAD~t.„OSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRDLACFCD v AND OCEMA DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA? NODE MUMBER = 3,00 FLOWLINE ELEVATION := 217,20 PIPE DIAMETER?; INCH)--30,00 --RIPE-FLOW (CFS ) = 104,53 ASSUMED DOWNSTREAM CONTROL HGL = 219,700 NODE 3. 00 ? -HGL--< - - -219,700/ ? E6L--< - "226 , 748/ ? FLCWLINE= -::; 217,200/ SERIAL Mo, BOOOS ' ir •••y ~:r^ PRESSURE FLOW PROCESS FROM MODE 3,00 TO MODE 4,00 IS CODE :::: 1 UPSTREAM MODE 4.00 ELEVATION = 213.00 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD)? PIPE FLOW = 104,58 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 3,00 FEET MANNINGS M 0.01300 SF::(a/!()*:;:2 :::: (( 104,5C)/( 410, 171) )**2 ::: 0,0650031 F!F-::L*SF •:: ( 3,0C)*( 0,0650031) -::: 0,520 NCDE 4,00 ? HC!..:-:: I 220,220;: ? EGL::: ::; 227,263/? FLOWLINE= •::: 218.000) PRESSURE FLOW ASSUMPTION USED TG ADJUST HGL AMD EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 0.23 NODE 4.00 ? HGL= ::; 220.500/5 EGL= -::; 227.548/5 FLOWLINE= -::; 218.000/ -PRESSUREFLOW PROCESS-FROM -f--<ODE 4 ,00- TO -NODE 4.00 IS CODE = 5 UPSTREAM NODE 4.00 ELEVATION = 213.40 -e-AL-eULfVt-E-pRESSURE--Fi.-OW dUNCTiON IrOSSES? NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 92.6 30.00 4.909 18.858 0.000 5.521 -o -^.0-4 , 6"-—3O.00 4 .909 21-.-305 — 7.04i 3 12.0 13.00 1.767 6.796 45.000 4 0.0 0.00 0.000 0.000 0.000 5 0.0=:=^=Q5 EQUALS-BA3IN-1NPUT=== - LACFCD AMD OCEMA PRESSURE FLOW JUNCTION FORMULAE USED? -DY=-(02*V2-air*VL-e*eOS-(-DELTi*rl--)—^;^3*V3*eOSt&ELTA3)-- Q 4 * V 4 * C (.7 S (D E L T A 4 ) ) / ( ( A1 -I- A 2) * 16.1) UPSFREAM MANNINGS N 0.01300 ' DOWNSTREAM MANNINGS N = 0.01300 UPSTREAM FRICTION SLOPE = 0.05093 -DOWNSTREAM -FRICTION-SL0PE^ -0TO6501 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.05797 JUNCTION LENGTH(FEET) = 4.00 FRICTION LOSS = 0.232 ENTRANCE-LOSSES -= -0.-000 ^ JUNCTION LOSSES = DY-I HVl~HV2-f ( FRICTION LOSS )-r (ENTRANCE LOSSES) JUNCTION LOSSES = 2.687-}- 5.522- 7.048-h( 0.232)-f( 0.000) = 1.393 NODE 4.00 ? -HGL= <—223 . 418/ f EGL= -<—"228.941 / J FLOWLIN£= < 213. 400;: PRESSURE FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 1 UPSTREAM NODE 5.00 ELEVATION = 228.02 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD)? PIPE FLOW = 92,57 CFS PIPE DIAMETER = 30,00 INCHES PIPE LENGTH = ---19.25 FEET MANNINGS N = 0.01300 GF:::: CQ/K) **2 (( 92,57)/( 410,171))**2 0.0509344 HF::::| ;;;SF = ( 19,25)*( 0,0509344) = 0,900 MODE 5.O0 ; HOi = -::• - -224,399/?EGL= < 229,921 / ? FLOWLI NE= ::; 228,020) PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL i OST PRESSURE HEAD USING SOFFIT CONTROL = 6.12 NODE 5,00 ? HGL:::: -::; 230.520/?EGL= ::; 236.042/? FLOWLINE= -::; 228.020) PRESFJURE FLOW PROCESS FROM MODE 5.00 TO MODE 6.00 IS CODE = 1 UPSTREAM MODE 6,00 ELEVATION :::: CAI CULATE PRESSURE FLOW FRICTION LOSSES(LACFCD)? PIPE FLOW •:•: 92,57 CFS PIPE DIAMETER :::: 30,00 INCHED ;•••[!::•!::: LENGTH 3,00 FEET MANNINGS M ::: 0,01300 S ::: ( 0 /' !•();;;:!/;: :: ( ( 92,57) /• ( 410 , .1. 1 ) ) * * 2 :::: 0 ,0509344 !iF::M *SF •= ( S,00)*( 0,050934 4) ::: 0,407 MODF 6,00 ? HGL:::: < 230,927/? EGL-:: < 236,450/? FLOWLINE:::: •••RESSURE FF.OW ASSUnPTIOM MCCi;; TO ADJUST HGL AND ESL L 0s7- I'-'I":F;;•;;:s\\R:;: wE.AB GGIWG SOFF:T CCN7'F-;oL. :=: o, 4 NODE 6.00 ? HGL= -::; 231.350/? EGL= -::; 236.872/? FLOWLINE= -::; 228.850/ PRESSURE FLOW PROCESS FROM NODE 6.00 TO MODE 7.00 IS CODE = 3 -UPSTREAM-NCDE -7v00 ELEVATION -::^ 230,-^9 - - CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA)? - PIPE-FLOW — 92,57--eFS PIPE DIAMETER '= ---30.00 INCHES CENTRAL AMGLE = 45.000 DEGREES PIPE LENGTH = 17.67 FEET MANNINGS N = 0.01300 -pRESSUF?i::-fl;OW--Af;rEA -= 4v90^^-SaUARE-FEET FLOW VELOCITY = 13.86 FEET PER SECOND VELOCITY HEAD = 5.522 BEND COEFFICIENT(KB) = 0.1768 -lt&=KF*< VELOCTT Y- HEAD) -=--^ -0 • 177)-* ( 5 . 522) -=^—0.976- PIPE CONVEYANCE FACTOR = 410,171 FRICTION SLOPE(SF) = 0.0509344 FRICTION LOSSES = L*SF = ( 17.67)*( 0.0509344) = 0.900 —NODE Trf>0~t~mt^-^.—2-33T226-i^EGL^=-< 23S-r74S:rf FtOWL-INE=—-:/ -1230.690:;- PRESSURE FLOW PROCESS FROM NODE 7.00 TO NODE S.OO IS CODE = 3 UPSTREAM NODE 8.00 ELEVATION = 234,33 CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA)? PIPE FLOW = 92,57 CFS PIPE DIAMETER = 30.00 INCHES CENTRAL ANGLE = 5.900-DEGREES PIPE LENGTH = 34.99 FEET MANNINGS N = 0.01300 PRESSURE FLOW AREA = 4.909 SQUARE FEET FLOW -VELOCITY =—18v 36 "FEET-PER^SECOND : - ~ VELOCITY HEAD = 5.522 BEND COEFFICIENT(KB) = 0.0640 HB::::KB*(VELOCITY HEAD) = ( 0.064)*( 5.522) = 0.353 -PIPE- CONVEYANCE FACTOR = 410.171 FRICTION SLOPE(SF) = 0.0509344 FRICTION LOSSES = L*SF = ( 34.99)*( 0.0509344) = 1.782 NODE 8.00 ? HGL= -::; 235.362/?EGL= -:: 240.884/i FLOWLINE= •::; 234.330/ PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 1.47 NODE SvOO ? HGL---<- -236.S30;>pEGL= -:( 242.352/? FLOWLIN£= -::; 234,330/ ••ROCESS FROM NODE 3.00 TO NODE 9.00 IS CODE = UPSTREAM NODE 9,00 ELEVATION = CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA)? PIPE FLOW :-= 92.57 CFS PIPE DIAMETER = 30.00 INCHES CENTRAL ANGLE = 12.000 DEGREES PIPE LENGTH = 8.97 FEET MANNINGS N = 0.01300 PRESSURE FLOW AREA = 4,909 SQUARE FEET FLOW VELOCITY = 18.86 FEET PER SECOND VELOCITY HEAD = 5.522 BEND COEFFICIENT(KB) = 0.0913 HB=KB*(VELCCITY HEAB) = ( 0,091)*( 5.522) = 0.504 PIPE CONVEYANCE FACTOR = " 410.171 FRICTION SLOPE(SF) = 0.0509344 FRICTION LOSSES = L*SF = ( 8.97)*( 0,0509344) = 0.457 NODE 9,00 ? HGL= -::; 237,791/y EGL:::: ::; 243,313/? FLOWL INE= -::; 235,260/ PRESSURE FLOW PROCESS FROM NODE 9,00 TO i/ODE 9.00 IS CODE UPSTREAM MODE 9,00 ELEVAFION = CALCULATE PRESSURE FLOW JUNCTION LOSSES? -f^O.—DISCHARGE—DIAMETER AREA VELOCITY — DELTA HV — 1 77.6 30.00 4.909 15.809 0.000 3.881 2 92.6 30.00 4.909 13.858 5.522 ^ 13v6 21.00 2.405 -5-^654 —75.200 " 4 1.4 15.00 1.227 1.116 46.600 5 0.0===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED? DY=(Q2*V2-ai*V1*C0S(DELTAl)-Q3*V3*C03(DELTA3)- -04*V4*C0S (i:iEtTH4 H-'Hi-A 1-f A2>* 1-6-.-1-) — — UPSTREAM MANNINGS N = 0.01300 -DOWNSTREAM- MANNINGS-N -=-0, (M 300 UPSTREAM FRICTION SLOPE = 0,03579 DOWNSTREAM FRICTION SLOPE - 0.05093 -A VHi:" R A6EDH^RIfrF-H>N-S L-fJ PE-l N-zfU N C TIO N-ASS UM ED -A S-fVrO4 336 JUNCTION LENGTH(FEET) = 5.00 FRICTION LOSS = 0,217 ENTRANCE LOSSES = 0.000 -JUN C T10 N -L 0 S S E S = - D Y+H V1 - H V 2 -f (F RI CFI 0 N- L 0 S S ) -f (£ N TR A N C £ ~L 0 S S E S) JUNCTION LOSSES = 3.152-f 3.831- 5.522-f( 0.217)-H 0.000) = 1.728 NODE 9.00 ? HGL:= ::; 241. 160/5 EGL= -::; 245.041/5 FLOWL IN£= < 235,590) PRESSURE FLOW-PROCESS-FROM NODE 9.00 TO NODE -10.00 IS CODE = UPSTREAM NODE 10.00 ELEVATION = 236,72 -CALCULATE -PRESSURFr-FLOW-F"TPE~BF:;ND-LOSS£S(OCEMA)?-- - PIPE FLOW = 77.60 CFS PIPE DIAMETER = 30,00 INCHES CENTRAF,. ANGF..E -•:: 33,000 DEGREES PIPE-LENGTH = 21,77 FEET - - MANNINGS M = 0.01300 PRESSLJRE FLOW AREA = 4.909 SQUARE FEET FLOW VELOCITY = 15.81 FEET PER SECOND VEI:Ot; F TY HEAD -3 . 8S1 ——BEND COEFFICIENT ( KB ) = 0.1514 " HB=KB*(VELOCITY HEAD) = ( 0.151)*( 3,881) = 0.587 PIPE CONVEYANCE FACTOR = 410,171 FRICTION SLOPE(SF) = 0.0357926 FRICTION LOSSES --L*SF =-( 21 . 77 )*(- 0.0357926 ) = 0.779 NODE 10,00 ? HGL:= •::; 242.527/? EGL= -::; 246.407/? FLOWLINE= ::; 236.720/ PRESSURE FLOW PROCESS FROM NODE 10,00 TO NODE 11.00 IS CODE UPSTREAM NODE 11.00 ELEVATION = 254,00 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD)? PIPE FLOW ^ 77,60 CFS PIPE DIAMETER :::: 30,00 INCHES PIPE LENGTH = 332,22 FEET MANNINGS M = 0.01300 SF::::(Q/K)**2 = (( 77.60)/( 410.171))**2 = 0.0357926 HF=L*SF = ( 332,22)*( 0,0357926) = 11.891 NODE 11,00 ? HGL:::: 2 5 4 , 418/5 E G L = ::; 253 .298/? FLOWLINE^ < 254.000;: PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 2.03 NODE 11,00 ? HGL= < 256,500/? EGL= < 260,381/? FLOWLINE= ::; 254,000;: PRESSURE FLOW PROCESS FROM MODE 11,00 TO MODE 12,00 IS CODE UPSTREAM MODE 12,00 ELEVAFION •:: 2o5,00 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD)? -p-XF-E-FtOW-^ 7TT60-CFS PI-pE-DrAMETER-s"—30 , 00 INCHES " PIPE LENGTH = 16.00 FEET MANNINGS N = 0,01300 SF=(Q/K)**2 = (( 77.60)/( 410,171))**2 = 0.0357926 -HF=L*SF-^-1 16r00)*( OT0357926) -= " 0.573 NODE 12.00 ? HGL= •::; 257.073/? EGL= •::; 260.953/5 FLOWLINE:::: < 265,000/ PF;:ESSURE-FL0W ASSUMPTION USED TO ADJUST HGL AND EGL- LOST PRESSURE HEAD USING SOFFIT CONTROL = 10.43 NODF 12.00 ? HGL= ::; 267.500/?EGL= •::; 271.381/?FLOWLINE= ::; 265.000/ -PRESSURE FLOW- PR'OCESS-FROM-NODE 12.00 TO NODE 13.00 IS CODE = 1 UPSTREAM NODE 13.00 ELEVATION = 266.15 -eAL-eOLA^TE-F*RESSURE-ftOW-FFC-It/TrON-LOSSES-( LACFCD)-? PIPE I--I OW = 77.60 CFS PIPE DIAMETER = 30,00 INCHES PIPE LENGTH = 32,00 FEET MANNINGS M = 0.01300 -SF= <Q/K) **2 = -( ( -77 .60) / ( 410.171 ) )**2 = 0. 0^57926 - HF=L*SF = ( 32.00)*( 0.0357926) = 1.145 NODE 13.00 ? HGL= •::; 268.645/?EGL= -::: 272.526/?FLOWLINE::= ::; 266.150/ PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 0.00 NODE 13v00 ? HGL= <—-2^i3.650/?EGL= -< 272.531/?FL0WLINE= ::: 266.150/ PRESSURE FLOW PROCESS FROM MODE 13.00 TO NODE 13.00 IS CODE = 5 UPSTREAM NODE 13.00 ELEVATION = 266.15 CALCULATE PRESSURE FLOW JUNCTION LOSSES? NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV —45.9 - - 27.00 3.976 —11.552 0.000 2.072 30,00 4.909 15.809 3.881 3 21,0 27,00 3.976 5,237 69.000 —4 0,0 0.00- - 0.000 - 0.000 0.000 - 5 io.6===Q5 EQUALS BASIN INPUT::= = = LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED? D Y = ( Q 2 * V 2 -- G1 * V1 * C 0 S ( D £ L 7' A1 ) - Q 3 * V 3 * C 0 S ( D E L T A 3 ) - a4*V4*C0S(DELTA4) )/( ( Al-f A2 ) *16 .1 ) UPSTREAM MANNINGS N :=: 0,01300 DOWNSTREAM MANNINGS N = 0,01300 UPS-*-REAM FRICTION SLOPE = 0.02199 DOWNSTREAM FRICTION SLOPE = 0,03579 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02839 JUNCTION LENGTH(FEET) = 4.50 FRICTION LOSS = 0.130 ENTRANCE LOSSES = 0.776 JUNCTION LOSSES = DY-fHVl-HV2-}-(FRICTION LOSS ) i ( ENTRANCE LOSSES) JUNCTION I OSSES = 4,338 1 2.072- 3,301-1-( 0.130){( 0,776) = 3,636 NODE 13,00 ? HGL= < 274 , 145/J EGL= < 276 , 217/? FLOWL INL:- •:; 266.150;: PRFSSURF Flow PROCESS FROM MODE 13,00 TO NODE 14,00 IS COB! UPSTREAM NCDE 1-1,00 ELEVATION - 271.77 /n CALCULATE PRESSURE FLOW FRICTION LOJ PIPE FLOW = -PIPE-LENGTH SF=(Q/K)**2 HF=L*SF = ( -NODE 14 , 00 45.93 CFS PIPE DIAMETER = 27.00 INCHES = ^64-.-O0-FEET-- MANNINGS N =-<^.01300 = (( 45.93)/( 309,703))**2 = 0,0219939 64.00)*( 0.0219939) = 1.403 -?-HGL=-27Sv552/'7EeL= 2^71T77'0/ PRESSURE FLOW PROCESS FROM NODE 14,00 TO NODE UPSTREAM NODE 14.00 ELEVATION = 271.77 14.00 IS CODE = CALCULATE PRESSURE FLOW JUNCTION LOSSES? NO. D 3 -4- ISCHARGE 42>^ 45.9 0.0 o-,-o— DIAMETER —27^0 27.00 0.00 Qnrm AREA -3.976 3.976 0.000 -(^.-ooo- VELOCITY -to. 621— 11.552 0.000 —OTOOO-— 3.7===Q5 EQUALS BASIN INPUT=: DELTA —OTOOO 0.000 -Oi-OOO- HV 2.072 LACFCD-AND OCEMA-PRESSURE FLOW JUNCTION -FORMULAE USED? DY=(Q2*V2-Q1*V1*COS(DEL TA1)-a3*V3*C0S(DELTA3)- Q4>}cV4*C0S(DELTA4) ) / ( (Al •F-A2) *16.1) UPSTREAM DOWNSTRE UPSTREAM DOWNSTRE AVERAGED -JUNCTION ENTRANCE JUNCTION -JUNCTION NODE MANNINGS N = 0.01300 AM MANNINGS M = 0.01300 FRICT'ION -SLOPE = 0>01859 " - AM FRICTION SLOPE = 0.02199 FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02029 LENGTH (FEET-)-= 4T00 FRI CTION LOSS = " LOSSES LOSS 0.081 -LOSSES 14,00 ? = 0,414 = DY^fHVl-HV2-f( FRICTION LOSS )!(ENTRANCE LOSSES) = 0.641-f-l.752- 2.O72-f-( 0.081)-f( 0.414) = 0.316 HGL= -=:: 276.689/JEGL= < 27S.440/yFL0WLINE= ••:; 271 770: PRESSURE FLOW PROCESS FROM MODE 14.00 TO NODE 15,00 IS CODL = 1 UPSTREAM MODE - -15.00 - - ELEVATION = —279,12 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD)? PIPE FLOW = PIPE LENGTH := SF::=(Q/K)**2 = HF=L*SF = ( 42.23 CPS PIPE DIAMETER ::- 27.00 INCHES 222.00 FEET MANNINGS N = 0.01300 ;( 42,23)/( 309,703))**2 = 0.0185931 222,00)*( 0.0185931) = 4.128 NODE 15,00 ? HGL= 230.816/5EGL= ^82,563/?FL0WLINE= PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST NODE UJRE HEAD USING SOFFIT CONTROL 0.5J 15,00 ? HGL= ^EGL= •::; 233, 122/? FLOWL I NE= 279.120;: 279.120) PRESSURE FLOW PROCESS FROM NODE 15,00 TO NODF 15.00 IS CODE = UPSTREAM MODE 15.00 ELEVATION CALCULATE PRESSURE FLOW JUNCTION LOSSES? NO, DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 32,4 24,00 3,142 10,307 0,000 l>u50 .-) •;> •-;> '-y -;< . fs, fs ...I , I. -y .- V -.* . 4 > 9 15,00 4,9 12.00 0,0===Q5 EQUALS 0.785 6. 60,000 LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED? DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*C0S(DELTA3)- Q4 *y4*C0S (DELTA A Yr/ C tA1-f A2) * 16 rl ) UPSTREAM MANNINOS N = 0,01300 DOWNSTREAM MANNINGS N :::^ 0. 01300 UPSTREAM FRICTION SLOPE = 0.02049 DOWNSTREAM FRICTION SLOPE = 0.01359 AVERAOED-FI"^ICTION -SLOPE-Iti^UNCTION -ASSUMED JUNCTION ENTRANCE -JUNCTION JUNCTION NODE LENGTH(FEET) = 4.00 LOSSES = 0.000 LOSSES -=- DY-f HV 1 -HV2-f( FRI CTI ON FRICTION AS 0 . 01954 - LOSS = 0.078 LOSS)-I-<ENTRANCE LOSSES) LOSSES = 0.745-f 1.650- 1.752-F-( 15.00 ? HGL= -::: 282.193/?EGL= 0.078)-f( 0.000) = 283.843>?FL0WLINE= 0.721 : 279.120) PRESSURE FLOW PROCESS FROM NODE 15.00 TO NODE UPSTREAM NODE 16.00 ELEVATION = 232.47 -16.00 IS CODE = CALCULATE -PRESSURE- FLOW-FRICTION LOSSES(LACFCD)r PIPE FLOW = PIPE LENGTH = SF=(Q/K)**2 = HF=L*SF = ( NODE 16.00 r t-\ "7 fv tr ^ f • V j O L* i" O 105.00 FEET PIPE DIAMETER = 24.00 INCHES MANNINGS M = 0.01300 ( 32-.-38)/( 226.224)1**2 = 0.0204870 105.00)*( 0.0204370) = 2.151 HGL= -::: 284.344/5EGL= -::; 235. 994/5 FLOWLINE= -: PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 0.13 NODE 16.00 t HGL= •< 234.470/?EGL= < 236,120/5 FLOWLINE= 232.470/ 232.470; PRESSLJRE FLOW UPSTREAM NODE ROCESS FROM NODE 16.00 16,00 ELEVATION = TO MODE 232.47 16,00 IS CODE = CALCULATE PRESSUR FLOW 1 NO. DISCHARGE DIAMETER 24.4 24.00 32,4 24,00 3-. 0 15.00 0,0 0.00 0,0===05 EQUAL; 4 5 AREA 3,1-^2 3.142 VELOCIT / • / LJ /' 10,307 H /•> /-y —J / '•<i ••:' X * .v'- / O * vJ 'v/* CJ 0.000 0,000 BASIN INPUT=== BELTA 0,000 iO,000 0.000 HV 0.937 1 .650 LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED? DY=(Q2*V2-G1*V1*C0S(DELTAl)-Q3*V3*C0S(DELTAS)- Q4*V4*C0S(DELTA4) )/( ( Al^f A2) *16 .1) UPSTREAM MANNINGS N = 0,01300 DOWNSTREAM MANNINGS N = 0,01300 UPSTREAM FRICTION SLOPE =0.01163 DOWNSTREAM FRICTION SLOPE = 0,02049 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01606 JUNCTION LENGTH(FEET) ENTRANCE LOSSES = 0.000 JUNCFirjN LOSSES = DY-fHVl Ji.JMCTIQN LOSSES = 1.169 NODE 16,00 ? HGL:::: ::; : 1 .00 FRICTION i"l O rv . i...l i_J . J 0.01 -(FRICTION LOSS) •F( ENTRANCE LOSSES) ^37- l,650!-( 0,016)i-( 0,000) = 0,472 .55;::?E0L= :•; 236 , 592/? FLOWLIN£= < 282,470;:: PRESSURE FLOW PROCESS FROM NODE 16,00 TO NODE 17.00 IS CODE = 1 UPSTREAM NODE 17.00 ELEVATION = 283.15 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD)? PIPE FLOW = 24.40 CFS PIPE DIAMETER = 24.00 INCHES -F-IPE-fcENGTH-= -24 .00 -FEET MANNINGS N = 0.01300 SF=(Q/K)**2 = (( 24.40)/( 226.224))**2 = 0.0116333 - HF=L*SF = ( 24.00)*( 0.0116333) = 0.279 -fiOBE -l-7 vOO-l^-HGL=--^—285 .935>? EGL:--<—286 .87i;>; FLOWLINE= -< -283.150;: PRESSURE FLOW PROCESS FROM NODE 17.00 TO NODE 13.00 IS CODE = 3 UPSTREAM NODE 18.00 ELEVATION = 284.23 CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA)? PIPE FLOW = 24.40 CFS PIPE DIAMETER = 24.00 INCHES -CENTRAl;.-ANGLE-=-24 . 000-DEGREES —- PIPE LENGTH = 38.00 FEET MANNINGS N = 0.01300 PRESSURE FLOW AREA = 3.142 SQUARE FEET FLOW VELOCITY-= ^7. 77 -FEET-PER SECOND VELOCITY HEAD = 0.937 BEND COEFFICIENT(KB) = 0.1291 HB=KB*(VELOCITY HEAD) = ( 0.129)*( 0.937) = 0.121 PIPE CONVEYANCE FACTOR- = 226.224 FRICTION SLOPE(SF) =^ 0.0116333 FRICTION LOSSES = L*SF = ( 33.00)*( 0.0116333) = 0.442 NODE 18.00 ? HGL= •=:; 286.493/5 £GL= -::; 287.434/? FLOWLINE= -::; 284.230/ PRESSURE FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 1 UPSTREAM NODE 19.00 ELEVATION = 286.62 CALCULATE PRESSURE FLOW FRI CTION"LOSSES < LACFCD)J PIPE FLOW = 24.40 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 34.00 FEET MANNINGS M = 0.01300 SF=(0/K)**2-= (( — 24,40)/( --226 , 224 ) ) **2 = 0.0116333 HF=L*SF = ( 84.00)*( 0.0116333) = 0.977 NODE 19.00 ? HGL= -::; 237.475/5 EGL= ::; 288.411/? FLQWLINE= •< 286.620/ PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 1.15 NODE 19,00 ? HGL= -::; 283,620/5 EGL= < 239.557/J FLOWLINE= •::: 286.620.: PRESSURE FLOW PROCESS FROM NODE 19,00 TO NODE 19.00 IS CODE UPSTREAM NODE 19,00 ELEVATION :: 286,62 CALCULATE PRESSURE FLOW JUNCTION LOSSES? NO, DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 17.3 18,00 1,767 9,790 0,000 1,483 2 24,4 24,00 3,142 7,767 - 0.937 3 7,1 15,00 1,227 5,736 80,000 4 0,0 0.00 0,000 0,000 0,000 5 0, 0=::-::: Q 5 EQLJALS BASIN INPUT :::== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED? ri ::: (02*02 -- Q1V -l. * i'; O S ( F;I E L.. 7' A l ) -- Q 3 * 3 * C 0 S ( Fl E L ;' A 3 ) ~ Q4*V4*C0S(DELTA4) )/( (Al •FA2) *16 .1) OFIiiTRE A M-MA NN I NG S "N ^ 0 . 01300 DOWNSTREAM MANNINGS N = 0.01300 UPSTREAM FRICTION SLOPE = 0.02712 DOWNSTREAM-f^RICTION 3L0PE-=- OrOl-163 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01938 JUNCTION LENGTH(FEET) = 4.00 FRICTION LOSS = 0.078 -ENTRANCF/1^0SS£S-= -0.-000 - JUNCTION LOSSES = DY-fHVl-HV2-KFRICTION LOSS ) i (ENTRANCE LOSSES) JUNCTION LOSSES = 0.165-}- 1.488- 0.937-{-( 0.078)f( 0.000) = 0.794 -NODE 19T00-1-- HGL=~--<-233 v8-62>t E-6tr=-<—290 .-350/ ? FLOWL-INE= -2S6 . 620) PRESSURE FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 1 UPSTREAM NODE 20.00 ELEVATION = 289.93 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD)? PIPE FLOW = 17.30 CFS PIPE DIAMETER = 18,00 INCHES -PIPE-LENGTH = 90.00 FEET MANNINGS N = 0.01300 SF=(Q/K)**2 = (( 17.30)/( 105.043))**2 = 0.0271241 HF=L*SF = ( 90.00)*( 0.0271241) = 2.441 -NODE 20. 00 1- HGL=^~< - 291 v303> ?EGL= -2927792>?FL0WLINE= < 239 . 930) PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL -LOST -PRESSURE-HEAD USING SOFFIT CONTROL-- -0.1-3 - " - NODF 20.00 ? HGL= •::: 291.430/5EGL= -=:; 292.918/fFLOWLINE= -=:: 239.930;: PRESSURE FLOW PROCESS FROM MODE 20.00 TO NODE 21.00 IS CODE = 3 UPSTREAM NODE 21.00 ELEVATION =-—290.59 - CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA)? PIPE-FLOW = 17.30 -CFS- PIPE DIAMETER-= -18.00 INCHES CENTRAL ANGLE = 14.000 DEGREES PIPE LENGTH = 21.99 FEET MANNINGS N = 0.01300 PRESSURE FLOW AREA = 1.767 SQUARE ~FEET FLOW VELOCITY = 9.79 FEET PER SECOND VELOCITY HEAD = 1.488 BEND COEFFICIENT(KB) = 0.0986 HB»KB*(VELOCITY HEAD) = ( 0.099)*( 1.488) = 0.147 PIPE CONVEYANCE FACTOR = 105.043 FRICTION SLOPE(SF) = 0.0271241 FRICTION LOSSES = L*SF = ( 21,99)*( 0,0271241) = 0,596 NODE 21.00 ? HGL= -::; 292,173/5 EGL= -::; 293,661/?FLOWLINE= •::; 290,590/ PRESSURE FLOW PROCESS FROM NODE 21,00 TO MODE 22.00 IS CODE UPSTREAM NODE 22,00 ELEVATION = CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD)? PIPE FLOW = 17,30 CFS PIPE DIAMETER = 18,00 INCHES PIPE LENGTH ::= 90,00 FEET ' MANNINGS M := 0.01300 SF::::(Q/K)**2 = (( 17,30)/( 105,043) )**2 :::: 0,0271241 HF=L*SF :::: ( 90 , 00 )( 0,027 1,241 ) = 2,441 MODE 22,00 ? HGL:::: -/ 29 4 , 614/5 EGI..::= -::' 296 , 103/? FLOWLINE= < 293.290/ PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL F CST PRESSURE HEAD USING SOFFIT CONTROL :::: 0,13 MODE 99.;)0 ? liCi -:: -:; 294,790;:: i EGL:::: < 296,278/? FLOWL INE:::: :; 293,290/ PRESSURE FLOW PROCESS FROM MODE 22.00 TO NODE 22.00 IS CODE UPSTREAM MODE 22.00 ELEVATION = 293.41 CALCULATE PRESSURE FLOW MANHOLE LOSSES(LACFCD)? PIPE FLOW = 17.30 CFS PIPE DIAMETER = 18.00 INCHES —PRESSURE-FLOW AREA—= i-.-767-3QUARE -FEET FLOW VELOCITY = 9.79 FEET PER SECOND VELOCITY HEAD = 1.48S ---flMN-=^--TO5*-eVEfc0e I-T-Y-flEAD )-=^--. 05*(—1.488)--== —0.074 NODE 2.00"? HGL= •::: 294.864/;EGL= ::; 296.353/? FLOWLINE= ::; 293.410/ -PRESSURE-FLOW -ASSUMPT-ION -USED TO ADJUST-HGL-AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 0.05 NODE 22.00 : HGL= < 294.910/?EGL= < 296.398/?FLOWLINE= ::; 293.410/ -PRESSURE FLOW-PROCESS FROM NODE -22.00-TO-NODE 23.00 IS CODE = 1 UPSTREAM NODE 23.00 ELEVATION =298.90 -CALCULATE-PRESSURE-FLOW Fr<ICTION -L0SSE3(LAeFCD) ? - PIPE FLOW = 17.30 CFS PIPE DIAMETER = 18.00 INCHES PIPE IFNGTH = 183.00 FEET MANNINGS N = 0.01300 SF=(Q/K)**2 = -( ( 17.30)/(- 105.043) )**2 —0.0271241 - - HF=L*SF = ( 183.00)*( 0.0271241) = 4.964 NODE 23.00 ? HGL= •::; 299.874/JEGL= •::: 301.362/f FLOWLINE= ::; 293.900) PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 0.53 NODF 23.00 ? HGL= <—300. 400/y EGL= < 301 .888/JFLOWLINE= < 298.900.:: PRESSURE FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 1 UPSTREAM NODE 24.00 ELEVATION = 302.66 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD)? PIPE FLOW = 17.30 CFS PIPE DIAMETER = 18,00 INCHES PIPE I ENGTH = 15,00 FEET MANNINGS N = 0,01300 3F=(Q/K)**2 = (( 17,30)/( 105,043))**2 = 0.0271241 H-=1 *SF = ( 15,00)*( 0,0271241) = 0,407 NODE - 24.00 ? HGL= •:; 300.307/?EGL= < 302.295/?FL0WLINE= < 302.660;: PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL tOST PRESSURE HEAD USING SOFFIT CONTROL = 3.35 NODE 24.00 ? HGL= ::: 304.160/5 EGL= -::; 305.648/? FLOWLINE::: < 302.660) PRESSURE FLOW PROCESS FROM NODE 24.00 TO NODE 25,00 IS CODE = 1 UPSTREAM NODE 25,00 ELEVATION = 303,90 CAICLILATE PRESSURE FLOW FRICTION LOSSES (LACFCD ) ? PTPF FIOW = 17,30 CFS PIPE DIAMETER = 18.00 INCFIES '^•I':-F LENGTH = 15,57 FEET MANNINGS N = 0.01300 SF::::(Q/K)**2 ::: i <• 17.30)/( 105,043) )**2 = 0.0271241 HF-:::! :!;SF :" ( 15,57)*; 0,0271241) -::: 0,422 MODE 25,00 ? HGL= ::: 304,532/: ECL::= / 306,071/5 FLOWLINE:- 303.900) PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL _ _ -LOST-PRESSURE-HEAD-USI NG-SOFFlT-CONTROL-s:* 0.82 "_; NODE 25.00 ? HGl.= ::: 305.400/? EGL= -=:; 306.888/? FLOWLINE= =:; 30^.900/ PRESSURE FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 5 -tiPSTREAM-NODE 25.00 ELEVATION = 303.^90 CALCULATE PRESSURE FLOW JUNCTION LOSSES? —NOv-BISCHARGE DIAMETEf;: -AREA——VELOCITY HELTA - —HV - - 1 15.7 15.00 1.227 12.769 0.000 2.532 2 17.3 18.00 1.767 9.790 — 1.488 - - 3 0. 6 12.00 0.-785 -0-r751 90 .-000 4 0.0 0.00 0.000 0.000 0.000 5 i,o===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEIMA PRESSURE FLOW JUNCTION FORMULAE USED? DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*C0S(DELTA3)- —Q4*V4*C0S(DELTA4) )/( (Al-i-A2)*16.11 UPSTREAM MANNINGS N = 0,01300 -i:fOWN3TREAM-MANNINGS -N = 0.-01300 UPSTREAM FRICTION SLOPE = 0.05884 DOWNSTREAM FRICTION SLOPE = 0.02712 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.04298 JUNCTION LENGTH(FEET) = 4.00 FRICTION LOSS = 0.172 ENTRANCE LOSSES = 0.298 -JUNCTION L0SSES-^-DYtHVl--HV2-f (FFCICTION-LOSS)-KCENTRANCE LOSSES) JUNCTION i OSSES = -0.637^f 2.532- 1.488^F( 0.172)-f( 0.298) = 0.876 NODE 25.00 ? HGL= -::; 305.232/?£GL= ::: 307.764/? FLOWLINE= < 303.900) PRESSURE FLOW-PROCESS FROM-NODE 25 700 TO-I^^ODE -26 .-00 IS CODE = - 1 UPSTREAM NODE 26.00 ELEVATION = 307.2^^ CAICULATE-PRESSURE FLOW FRICTION LOSSES(LACFCD)? — PIPE FLOW = 15,67 CFS PIPE DIAMETER = 18.00 INCHES PTPF I FNGTH = 57.00 FEET MANNINGS N = 0.01300 SF=(n/K)**2 •••"- (( - 15.67)/( 105,043) )**2 = 0,0222537 HF=L*SF = ( 57,00)*( 0.0222537) = 1,268 NODE 26,00 ? HGL::: 307,311 / ? EGL:::: 309.032/? FLOWL I NE= ::; 307.270) PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 0.96 NODE 26,00 ?HGL= ::; 308.770>?ECL= < 309.991/;FL0WLINE= -::; 307.270. PRESSURE FLOW PROCESS FROM NODE 26,00 TO NODE 26.00 IS CODE = 2 UPSTREAM MODE 26,00 ELEVATION = 30/,27 CAICLILATE PRESSURE FLOW MANHOLE LOSSES (LACFCD ) ? PIPE FLOW = 15,o7 CFS PIPE DIAMETER = 13.00 INCHES PRESSURE FLOW AREA = 1.767 SQUARE FEET FLOW VEF..OCITY = 3,37 FEET PER SECOND '.'ELOCITY HEAD := 1.221 HMM •::: , 0 5 * (V EL 0 C T T Y HEAD) ••• ,05*( 1,221) :::: 0,061 NODE 26,00 ? HGL= ::; 303,331/? EGL= ::; 310, 052/5 FLOWLINE:::: ::; 307.2/0.: PRESSURE FLOW PROCESS FROM NODE 26.00 TO NODE UPSTREAM NODE 27.00 ELEVATION = 303.76 27.00 IS CODE CALCULATF PIPE FLOW = -PIPE -LENGTH- =- SF=(Q/K)**2 = HF=L*SF = ( -NODE 2-7-,00- FLOW FRICTION LOSSES(LACFCD)? 15.67 CFS PIPE DIAMETER = 18,00 INCHES 95.20 -FEET MANNINGS N 0.01300 (( 15.67)/( 105.043))**2 = 0.0222537 95.20)*( 0.0222537) = 2.119 -?-HGL=^-':;—^10.-950->^EGL= -< 312.-17i;:-yFL0WLiNE= 308.-760/ PRESSURE FLOW PROCESS FROM NODE 27.00 TO NODE UPSTREAM NODE 27.00 ELEVATION = 308.76 27.00 IS CODE = CALCULATE PRESSURE FLOW JUNCTION LOSSES? NO, —1- 3 -4 DISCHARGE 1 1 •-'%5 15.7 4.4 O, 0 - DIAMETER -13.00 18.00 12.00 —0.00- AREA -1.767 1.767 0.785 -0.-000 VELOCITY —6.394 — 3.867 5.564 -0.000 — DELTA -0.000 90.000 -0.000 HV 0.635 1.221 0.0===Q5 EQUALS BASIN INPUT=== LACFCD-AMD OCEMA-PRESSURE-FLOW -JUNCT I ON-FORMULAE~ USED ? DY=(Q2*V2-Q1*V1*COS(DELTAl)-Q3*V3*C03(DELTA3)- Q4*V4*C0S(DELTA4) )/( (Al-fA2)*16.1 ) UP ST DOWN -UPST DOWN AVER -JUMC ENTR JUNG -JUNG NODE REAM MA STREAM REAM FR STREAM AGED FR flON LEi ANCE LOi TION LO! TION LO! 3 N = 0.01300 NINGS N = 0.01300 ION 3L0PE-= 0.01157 — CTION SLOPE = 0.02225 ION SLOPE IN JUNCTION NNI MAN ICT FRI ICT NOT :.SE 3SE <^SES = rH( 00 FEET/- = 0.000 = DY-fHVl-HV 1.172-f- 0 HGL= -::; 312 —^-1,00 3SUMED A3 0.01691 FRICTION LOSS = —1).063 [FRICTION LOSS)i<ENTRANCE LOSSES) 55--lr^i:21 }-( 0.068)-^F( 0.000) = 0.654 189/?EGL 312.824/yFLOWLINE= 308.7 PRESSURE FLOW PROCESS FROM NODE 27.00 TO MODE UPSTREAM NODE 28,00 ELEVATION = 309.64 28.00 IS CODE CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD)? PIPE FLOW = 11,30 CFS PIPE DIAMETER ~ 13.00 INCHES PIPE LENGTH = 55,56 FEET MANNINGS M ::: 0,01300 SF::::(Q/K)**2 = (( 11.30 ) / ( 105,043) )**2 = 0,0115723 HF=L*SF = ( 55,56)*( 0,0115723) = 0,643 NODE 23,00 ? HGL:::: 312.S32/5EGL= -=:; 313,467/? FLOWLINE= -•:; 309,640; l-'RESSURE FLOW UPSTREAM NODE mc "ROM NODE 23,00 TO NODE 309^64 CODE CALCULATE PRESSLJRE FLOW JLJNCTION LOSSES? MO, DISCHARGE DIAMETER AREA VELOCITY DELTA 1 7,0 18,00 1,767 3,972 0,000 o/ 11.3 13.00 1.767 6.394 0,3 8,00 0,349 0.831 —0 .-0 -0. 00 0. 000 0. 000 4,0===Q5 EQUALS BASIN INPUT=== IJ . 6 JO 90.000 -0.000 -LACFCD -AND -OCEMA -PRESSURE FLOW JUNCT I ON FOIRMULAE USED ? DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*C0S(DELTA3)- Q4*V4*C0S(DELTA4))/((AlfA2)*16,1) UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N =• 0.01300 -UPSTREAM -FR-ICTION-SLOPE-^ -0^00447 DOWNSTREAM FRICTION SLOPE = 0.01157 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00302 -JUNCTI0N-LI.=;NGTI-«FEET)-= --4.00 FRICTION LOSS =--0.032 - - ENTRANCE LOSSES = 0.127 JUNCTION LOSSES = DY-fHVl-HV2-}-(FRICTION LOSS)-f (ENTRANCE LOSSES) -^UNCTION-tOSSE&-^= 0T730-f-0-r245--O-. 635-ft-O ?-032)-f (-0 .-127)-=- 0.549 NODF 28.00 ? HGL= •=:; 313.771/JEGL= •=:; 314.016/J FLOWLIN£= < 309.640; PRESSURE FLOW PROCESS FROM NODE 28.00 TO NODE -UPSTREAM -NODE 1.>S.00 ELEVATION = 311. 50 28.00 IS CODE = CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD)? PIPE FLOW-=^ - 7.02 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 270.00 FEET MANNINGS N = 0.01300 SF=(Q/K)**2 = (( 7.02)/( 105.043))**2 = 0.0044662 HF=l 1cSF-=-( 270 , 00) * (-0v0044662) := 1-.206 NODE 28.00 ? HGL= -::; 314.977/5 £GL= < 315.222/? FLOWLINE= -311.500; PRESSURE FLOW PROCESS FROM MODE 29.00 TO NODE UPSTREAM NODE 29rO0 ELEVATION :=-- 311V50 ^9.00 IS CODE = 8 CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD)? PIPE FLOW(CFS) -=-- -7.02 - -pIPE-DIAMETER(INCH) = 18.00 PRESSURE FLOW VELOCITY HEAD = 0.245 CATCH BASIN ENERGY LOSS = .2*(VEL0CITY HEAD) = .2*( 0.245) = 0.049 NODE 29,00 HGL: 315 1/?EGL= 315.271/?FL0WLINE= 311.500/ END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM £»8II)£EHIKG .... 0 PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference? LACFD ? LACRD ^ S OCEMA HYDR.:U.JLICS CRITERION) *:4c****)i(****************************:K*:t::v*:i< ;};*;{::******************************** (C) CoPVvri^irt 1982i'1936 Advanced EnsSineerin-S Software CAESII E s p e c .-j. s 11 p r e r- a r e d f or? WILLIAMSON % SCHMID 17732 SKY PARK BLVD.y IRVINE CA.? 92714 *******:F:**DEGCRIPTION OF RESULTS******************************************** * CARLSBAD GATEWAY CENTERy LINE "C-l" HYDRAULICS? (Q~100), * * JN?84136 DF?MHMS4136PLC1 * * .d ... TT.._ -I Q p 51; 1^. '.J j;^ v.> 1 / O O • 1^ *************:{?**************************************!{<*********************** • I.- -.Xt -1/ -,(/ v'* -.1/ vf/ \i* vl* vl- -.i* vl* vy vy vy vy vy vJ* -.l- vy vy vJ* vy vl* vl* vie vy vl* vy vi/ vl* vl* vy vl- vl* vl/ g* vl* vl* vl* vl* vl/ vy vl/ vl* vl* vy vl* vy vy v^ vl* vl* vl, vl/ vl* vt/ vl/ vl^ -Xr vJ* vl* -X- vl* vir vl* -J* -J* vie vl/ vl- vy -.1/ O/ *.(* .-,. /p . ,\ )y. V. 'i^ -iv 'i-v p ^*'t- AV 'P 'f* 'Tv .^v o^ 'f^ A^ '1^ 'V- '1^ Av -TV t^ /p /f f(y ry. 7^. .p .p ov AV /^ A* '1^ ^ -fv 'f- 'Yv /fw /i\ .-^ *f. .f. A^ ^ Av 'iv .-fv Av Av '^ .fv 'f. /Yv ^. /fw ^v /fv /f. /f. Av 'f- A^ ^t- 'l^ 'P '^ 'i^ Av MOTE? STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRDvLACFCD« AND OCEMA DESIGN MANUALS, DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA? NODE NUMBER = 4,30 FLOWLINE ELEVATION = 241,38 PIPE DIAMETERdNCH) = 15,00 PIPE FLOW(CFS) = 1,09 ASSUMED DOWNSTREAM CONTROL HGL = 243,040 NODE 4.30 ? HGL= -::; 243,040/5 EGL= < 243,052/? FLOWLINE= -::; 241,380/ Adv.3nced EniSineerinS Software CAES3 SERIAL No. BOOOS VER, 2,3C RELEASE DATE? 2/21/86 PRESSURE FLOW PROCESS FROM NODE 4,30 TO NODE 4.31 IS CODE = 1 UPSTREAM MODE 4.31 ELEVATION :::: 242,72 C A F.. C U L. A T E P ?:> E S S LJE F" L (7 W I" RIC 7' 10 M I., 0 L) S E S ( L A C1" CD)? F-' IF-' F: !"• 1... G w :::: 1.09 c F";;) F' IF' F: D I A M E 7' F: F. 15.00 i N c i-i E s PIPE LENGTH = 20,93 FEET MANNINGS M = 0.01300 SF=(:l/K)**2 - (( 1. 09) / ( 64,593) )**2 = 0.0002847 |.|F"::::L::CSF = ( 2S,9S)*( 0,0002347) 0,008 MODE 4,31 ? HGL= / 243,043;: 1 EGL::= -< 243 • 061/y FLOWLINE= ::; 242,720;:: "LOW ASSUMPTION USED TO ADJUST HGL AMD EGL L. 0) LOST PRESSURE HEAD USING SOFFIT CONTROL = 0,92 NODE 4,31 ? HCL::= < 243. 970/? EGL= -=:; 243 • 982:> ? FLOWLINE= 242.720; PRESSURE FLOW PROCESS FROM NODE 4,31 TO NODE 4,31 IS CODE = 8 UPSTREAM NODE 4,31 ELEVATION :::: CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD)? PIPE FLOW (CFS) = 1.09 PIPE DIAMETERdNCH) = 15.00 PRESSURE FLOW VELOCITY HEAD = 0,012 CATCH BASIN ENERGY LOSS = .2*(VEL0CITY HEAD) = .2*( 0.012) = 0,002 NODE 4.31 ? HGL= -::; 243,935/? £GL= -::; 243,985/? FLOWLINE= ::; 242,720; END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM ENSINEERINb ^ p£ Z?. ^^.Sx-Q **************************************************************************** — PRESSUR'E-1='IPE~FL0W HYDRAULICS--C0MPUTER PROGRAM PACKAGE ' " (Reference? LACFD» LACRD»-S OCEMA HYDRAULICS CRITERION) **************************************************************************** (C) Copyright 1932? 1986 Advanced EnsSineerins^ Software CAESJ Especially-prepared fort ~ WILLIAMSON S SCHMID 17782- SKY PARK-iBLVD-.-y IRVINE CA.-y 92714 **********DESCRIPTION OF RESULTS******************************************** * CARL-SBAD GATEWAY CENTERy-LINE-"C HYDRAULICS»—(Q-lOO) .- ' - - * * JN?84136 DF?MHM84136PLC * * 6-24-1986. * **************************************************************************** **************************************************************************** NOTE? STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRDyLACFCDy AND OCEMA DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA? NODE NUMBER = 4.00 FLOWLINE ELEVATION = 213.05 -PIPE DIAMETERdNCH) = -18.00 PIPE FLOW(CFS) = 14.89 ASSUMED DOWNSTREAM CONTROL HGL = 221.820 NODE 4 . 00 t-HGL:= --< --22lT820;>-y EGL=-:r—222.922/ ? FLOWLINE= -:' 218.050/ A d V.::; n <::: e d E Vi >.5 i i"i e e r i. n S o f -t w a r e C A E S 3 SERIAL No, BOOOO VER, 2,3C RELEASE DATE? 2/21/36 PRESSURE FLOW PROCESS FROM NODE 4,00 TO NODE 4,10 IS CODE = UPSTREAM MODE 4,10 ELEVATION = 234,46 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD)? PIPE FLOW = 14.89 CFS PIPE DIAMETER = 13.00 INCHES PIPE LENGTH = 32,00 FEET MANNINGS M ::= 0,01300 SF=(Q/K)**2 :::: (( 14,S9)/( 105.043) )**2 = 0.0200934 HF::::L*CF = ( 32,00):!c( 0.0200934) := 0.643 NODE 4,10 ? HGL::: -::; 222,463/j EGL:::: < 223,565;:-; FLOWL I NE= •: PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL ;/ > LOST PRESSURE HEAD USING SOFFIT CONTROL = 13.50 NODE 4,10 ? HGL= -::; 235,960/? EGL= -::; 237.062/y FLOWLINE= -::; 234.460/ -PRESSURE-FLOW PROCESS FROM NODE -4.10 TO NODE 4.20-IS CODE UPSTREAM NODE 4,20 ELEVATION = 240.41 CALCULATE-PRESSURE-FLOW -FRICT-iON LOSSES(LAiCFCD) ? PIPE FLOW = 14.39 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 61.93 FEET MANNINGS N = 0.01300 -SF=(Q/K)**2-=-( ( 14.89)/-( 105.043.H**2 = -0.0200934 HF=L*SF = ( 61.93)*( 0.0200934) = 1.244 NODF 4.20 ? HGL= -::; 237.204/5 EGL= -::; 238.307/?FLOWLINE= •=:; 240.410; PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 4.71 -NODF 4-20-t-H6t^=^-< 241-i-91-0::-fE6L=-<:—-243T:0t2:> ? FLf)WL-INE= —24O-.410/ PRESSURE FLOW PROCESS FROM NODE 4.20 TO NODE 4.30 IS CODE = 3 UPSTREAM NODE 4.30 ELEVATION = 241.38 CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA)? PIPE FLOW = 14.89 CFS PIPE DIAMETER = 13.00 INCHES CENTRAL-ANGLE=42.000 DEGREES PIPE LENGTH = 33.11 FEET MANNINGS N = 0.01300 PRESSURE FLOW AREA = 1.767 SQUARE FEET "FLOW VELQCIf Y 8 . 43 FEET-PER SECOND VELOCITY HEAD = 1.102 BEND COE|-FICIENT(KB) = 0.1703 HB=KB*(VELOCITY HEAD) = ( 0.171)*( 1.102) = 0.188 PIPE-CONVEYANCE FACTOR = 105.043 FRICTION SLOPE(SF) = 0.0200934 FRICTION LOSSES = L*SF = ( 33.11)*( 0.0200934) = 0.665 NODE 4.30 ? I-IGL= •::; 242.764/yEGL= -=:: 243.366/5FLOWLINE= •::; 241.380/ PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 0.12 NODE 4,30 ? -H6L= < 242.880/yEGL= < 243.982/yFLOWLINE= < 241.380/ PRESGURE FLOW PROCESS FROM NODE 4.30 TO NODE 4, 30 IS CODE = 5 UPSTREAM NODE 4.30 ELEVATION 241 ,38 CALCULATE PRE SSURE FLOW JUNCTION LOS SES? NO, DISC HARG I DIAMETER AREA VELOCITY DELTA FIV 1 13,8 18,00 1.767 7.809 0,000 0.947 1-4,9 18,00 1 .767 3.426 1.102 3 1,1 15.00 1.227 U • O CJ CJ 75.000 - 4 0,0 0.00 0.000 0.000 0,000 -- 0.0 =: ==Q5 EQUAL 3 BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED? DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*C0S(DELTA3)- Q4*V4*C0S(DELTA4) )/( ( Al F-A2) *16 .1) UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS M - 0.01300 UPSTREAM FRICTCOM SLOPE = 0,01726 DOWNSTREAM FRICTION SLOPE :- 0,02009 3> AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01868 JUNCTION LENGTH(FEET) = 1.00 FRICTION LOSS :•:: 0.019 -ENTRANCE-LOSSES -=—OvOOO - - JUNCTION LOSSES = DY^fHVl-HV2^f (FRICTION LOSS) •!•(ENTRANCE LOSSES) JUNCTION LOSSES = O.Z07\- 0.947- 1.102f( 0,019) + ( 0.000) = 0.170 -NODE 4. 30t-HGL=- <-—243.205/?EGL= < " "244 .152/y FLOWLINE= •:' 241,330/ PRESSURE FLOW PROCESS FROM NODE 4.30 TO NODE 4.40 IS CODE = 3 UPSTREAM NODE 4.40 ELEVATION = 241.93 CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA)? PIPE FLOW = 13.80 CFS PIPE DIAMETER = 18.00 INCHES -CENTRAL-ANGLE-^ 24.000 DEGREES -- PIPE LENGTH = 18.72 FEET MANNINGS N = 0.01300 PRESSURE FLOW AREA = 1.767 SQUARE FEET -f"LOW-VEtOeiTY-^= T-rSt-FEE'r-pER-SECOND - - VELOCITY HEAD = 0.947 BEND COEFFICIENT(KB) = 0.1291 HE=KB*(VELOCITY HEAD) = ( 0.129)*( 0.947) = 0.122 PIPE-CONVEYANCE FACTOR = 105.043 — FRICTION SLOPE(SF) = 0.0172593 FRICTION LOSSES = L*SF = ( 18.72)*( 0.0172593) = 0.323 NODE 4.40 ? HGL= •::: 243.651/? EGL= < 244.598/J FL0WLINE= -:; 241.930/ PRESSURE FLOW PROCESS FROM NODE 4.40 TO NODE 4.50 IS CODE = 1 UPSTREAM NODE 4.50 ELEVATION = 242.72 —CALCULATE-PRESSURE-FLOW FRICTION-LOSSES(LACFCD)t PIPE FLOW = 13.80 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 27.18 FEET MANNINGS N = 0.01300 SF=(Q/K)**2 = ( ( - t3.80)/( -105,043 ))-**2 = 0. 0172593 HF=L*SF = ( 27.18)*( 0.0172593) = 0.469 NODE 4.50 ? HGL= -::; 244.120/5EGL= -::; 245.067/?FLOWLINE= < 242.720) PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 0.10 NODE 4.50 ? HGL= -::; -244.220/TE6L= "245.167/yFLOWLINE= -::; 242,720; PRESSURE FLOW PROCESS FROM NODE 4.50 TO NODE 4.50 IS CODE = 3 UPSTREAM NODE 4.50 ELEVATION = 242,72 CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD)? PIPE FLOW (CFS) = 13.30 PIPE DIAMETERdNCH) = 18.00 PRESSURE FLOW VELOCITY HEAD ::= 0.947 CATCH BASIN ENERGY LOSS = ,2*(VEL0CITY HEAD) = .2*( 0.947) = 0.189 NODE 4,50 ? HGL= -::; 245,356/? EGL := ::; 245,356/? FLOWLINE= -::; 242.720/ END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM MBINEEBIHB ^ pTZ ^. U- Sx>- ;k 'Ac ^ ;k «v ""t ^^f ^Jf ^' ^J^ '•^^^'^ v'^ * J' vV -y vi.- vy vy -J* -x* vi* y -.i- vi* v.y vi/ • ^ vtr -i/ vt* v /p .-(V /p /Ifw /p Av nv ov -IV 'p /p /|\ /fL ov /p /f. Av /p 'p Av /p /p nv /P /iv ov A- Av *p /fv /p .-i*w -IV .-f. ^fi ov /Jv .f. /ft Av ."f - / **;;oi<******************;i<;i<;K****** PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference? LACFD y LACRD ? J4 OCEMA HYDRAULICS CRITERION) ***********************;{;**************************************************** (C) Copyrisiht 1932»1986 Advanced En£5ineer:i.n<s Software CAESJ Especially prepared for? WILLIAMSON ?i SCHMID 177S2 SKY PARK BLVD.y IRVINE CA.y 92714 * * * * * * * * * * D £ S C RIP T10 N OF RESULTS************************ ** **************** * * * CARLSBAD GATEWAY CENTERy LINE "D-1" HYDRAULICSy (Q-lOO). * * JN?84136 DF?MHM84136PLD1 * * 6-23-1986. * *************************;f:****;K*)|c*****)K*************************;!<***S:^!$,t**** *******************;K*****************;i<****$*;K******************;K********** NOTE? STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD?LACFCDy AND OCEMA DESIGN MANUALS, DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA? NODE NUMBER •••••^ 9,00 FLOWLINE ELEVATION = 233.50 PIPE DIAMETERdNCH) = 24,00 PIPE FLOW(CFS) = 23.34 ASSUMED DOWNSTREAM CONTROL HGL = 239.480 vl* vV NODE 9,00 ? H6L:= < 239,480/? EGL= < 240,374/? FLOWLINE:^: -:; 233,500/ Advanced En^J:;.neer:i.n:.^ FJoftware FAESII SERIAL Mo, BOOOS OER, 2,30 RELEASE DATE? 2/21/86 PRESSURE FLOW PROCESS FROM MODE 9,00 TO MODE 9.10 IS CODE UPSTREAM NODE 9,10 ELEVATION = 237,55 CALCULATE PRESSURE FL0W FRICT10M LOSSES(LACFCD)? PIPE FLOW = 23.84 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 29,94 FEET MANNINGS N O.C 1300 SF=(Q/K)**2 = (( 23,84)/( 226.224))**2 = 0,0111055 HF::::L*SF :::: ( 29,94):K( 0,0111055) ::: 0,332 M 0 D E 9 , :F 0 ) H G1...::: -:; 2 3 . 013;:: 5 F;: (7 F..: :: -::; 240,707 ;: • ? F' L 0 W LIM £:- -::; 237,550; PRESSURE FLOW PROCESS FROM NODE 9,10 TO NODE 9,20 IS CODE = 1 UPSTREAM NODE 9,20 ELEVATION =237.87 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD)? PIPE FLOW = 23.84 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 16.00 FEET MANNINGS N = 0.01300 SF::=(Q/K)**2 = (( 23.34)/( 226,224) )**2 = 0.0111055 HF=L*SF = ( 16,00)*( 0.0111055) = 0.178 NODE 9,20 ? HGL= •::; 239,990/? EGL= •::; 240.884/y FLOWLINE= -::; 237.870) PRESSURE FLOW PROCESS FROM NODE 9,20 TO NODE 9.20 IS CODE = 5 UPSTREAM NODE 9,20 ELEVATION = 237.87 CALCULATE PRESSURE FLOW JUNCTION LOSSES? NO, -DISCHARGE -DIAMETER AREA VELOCITY DELTA HV 1 21.0 24.00 3.142 6,688 0.000 0.694 2 23,8 24,00 3.142 7.533 — 0.394 3 0,0 0.00 0,000 0,000 0.000 4 0.0 0.00 0.000 0.000 0,000 5 2.8===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED? DY=(Q2*V2-ai*Vl*C0S(DELTAl)-Q3*V3*C0S(DELTA3)- Q4*V4*C0S ( DELTA4 ) ) / ( ( Al-f A2 ) *16 . 1 ) UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N = 0.01300 UPSTREAM FRICTION SLOPE = 0.00363 DOWNSTREAM FRICTION SLOPE = 0,01111 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00987 JUNCTION LENGTH(FEET) = 4.00 FRICTION LOSS = 0.039 ENFRANCE LOSSES = 0.179 JUNCTION LOSSES = DY-IHVl-HV2-I-( FRICT ION LOSS ) F-( ENTRANCE LOSSES) JUNCTION LOSSES = 0,399-f 0,694- 0.894-F-( 0,039)-f( 0.179) = 0.413 NODE 9,20 ? HGL= < 240,608/? EGL= < 241 , 302/? FLOWL I NE= •=:: 237.870; PRESSURE FLOW PROCESS FROM NODE 9,20 TO NODE 9,30 IS CODE = 1 UPSTREAM NODE 9,30 ELEVATION = C A F.. C U L. A 7' E F R E 3 S LJ R E F L 0 W F" R j; C 7' ]; G M !.. 0 S S E S (1... A C F- CD)? PIPE FLOW :::: 21.01 CFS PIPE DIAMETER 24,00 INCHES PIPE LENGTH = 16.00 FEET MANNINGS N = 0,01300 SF=(0/K)**2 = (( 21,01)/( 226.224))**2 = 0,0036253 16,00)*( 0,0036253) = 0,133 •I/<:;!::• NODE 9 V 30 ? HGL:- 240.746:> ? EGL= < 241 • 440/5 FLOWL I NE= < 238,360) JCESS FROM MODE 9,30 TO MODE 9,30 IS CODE = 8 UPSTREAM MODE 9,30 ELEVATION = 233,36 CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD)? PIPE FLOW (CFS) = 21.01 PIPE DIAMETERdNCH) = 24,00 PRESSURE FF..OW VELOCITY HEAD :::: 0,69 4 CATCH DASIM ENERGY LOSS = ,2*(VELOCITY HEAD) = .2*( 0,694) = 0.139 END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM EneiNEEiiiite • p.- ^ 3^- ***********************************************************************:>:***;!; PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference? LACFD»LACRD.S OCEMA HYDRAULICS CRITERION) ^ vL- -J/ \t/ .i.- vl- vl/ iJi? .JL- -.1/ gi/ W .i' \l/ vt"A. iJU W/ ^J.' --U .4/ 4- -.^ y.* --J-- --V 'J.- .(^ .V .'(' vV ^' a. .1/ a. .1/ .V .J.' ^ ^ '•If ^ ^ ^V^k ^i' ^f' (C) Copyr:i;;jh-h 1982? 1986 Advanced EniSineering Software CAESH Especially prepared for? WILLIAMSON g SCHMID 17 7 8 2 S K Y F' A R K B L V D , y IR VIN £ C A , y 92714 **********DESCRIPTION OF RESULTS******************************************** * C A R L S B A D G A T i;: W A Y C £ N T £ R y l_ IN £ " D - 2 " F l Y D R A U LIC S y ( Q -10 0 ) , * * JN?84136 DF?MHM84136PLD2 * vi/ st- vi/ -.Af v^f -.^f •Jl' ^f' vt- v^/ -vV 'p 'p 'p - p 'p - p 'p ********************************************************************* •.1* vl* •.;* vj* vl* vl* vi/ vl.- vl* vl* vl/ vl* vl/ vy vy vy vi* vi* vy vy vy -.y vy vy \h vy vi* vy x- vi* yy vy vf* vi* -i* vi* vi* vi* vi* vy -i* vi* vi* vi* vi* vy vy vi* vy vi* vi* v^* vy vi* vi* vi/ vi* vi* vy vir vi* vi- vi* -J* -.i- -.i* vy •'' vi- - i* vt/ vi/ vi/ v.* -.it -f. *fi . y..Vv -i^- 'P A^- ••^ --f* --iv /p /,v 'iv -i • 'P -P 'i^ 'P 'P 'P 'iv 'P -P 'P 'iv 'p 'jv nv /fw /p 'l^ 'l>- -iv tf- ty. /i\ /,v /[X Av 'Vv nv 'fw /^ t\\ /^ /i\ /p ov 'f^ 'P 'l\ Av /fw A>- -T- 'f^ 'i^ 'P 'i'^ 'f- 'f- 'f- --f- .-fw /p /^v /fw /jv .fw . f. .-y. tf. Av /p t\\ NOTE? STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED OM THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD H..ACFCD y AND OCEMA DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA? MODE NUMBER = 9,00 FLOWLINE ELEVATION = 233.50 PIPE DIAMETERdNCH) = 15,00 PIPE FLOW(CFS) = 2.44 ASSUMED DOWNSTREAM CONTROL HGL = 239.480 NODE 9.00 ? HGL= -:( 239.430/? EGL= < 239 ,541 / ? FLOWL INE= < 233.500/ idvanced Ens!ineerin:-3 Software CAESII SERIAL No, BOOOS )ER, 2,30 RELEASE DATE? 2/21/86 PRESSURE FLOW PROCESS FROM NODE 9.00 TO MODE 9,11 IS CODE UPSTREAM MODE 9,11 ELEVATION = 239,46 C A L C LJ I... A 7" E P F^; E F) S LJ R E F" 1... 0 W 1" F^; 1C 7' 10 N !... 0 S ;3 E S (L A C F C Ei) ? PIPE FLOW :::: 2>44 CFS PIPE DIAMETER ::= 15.00 INCIiES PIPE LENGTH :::: 14,17 FEET MANNINGS M = 0,01300 SF=(Q/K)**2 = (( 2,44)/( 64,59S))**2 -= 0.0014267 HF::::L*SF = ( 14,17)*( 0.0014267) •::: 0,;)20 MODE 9,11 ? HGL •: / 2Z9. Z00'> UjGL^- 239,562/? FLOWLIM£::= -::; 239,460; PPI;;;SF;UF:;E FI..OW ASSUMPTION USED TO ADJUST FIGL Fm EGI LOST PRESSURE HEAD USING SOFFIT CONTROL = 1,21 NODE 9,11 ? HGL= < 240,710;:: J EGL= < 240,771/? FLOWLINE= < 239.460/ PRESSURE FLOW PROCESS FROM MODE 9,11 TO NODE 9,11 IS CODE = 8 UPSTREAM NODE 9,11 ELEVATION = 239,46 CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD)? PIPE FLOW (CPS) = 2,44 PIPE DIAMETERdNCH) = 15.00 PRESSURE FLOW VELOCITY HEAD =0,061 CATCH BASIN ENERGY LOSS = ,2*(VELOCITY HEAD) = .2*( 0.061) = 0,012 NODE 9.11 ? HGL= -::; 240.784/? EGL= •::; 240.734/5 FLOWLINE= -::; END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM