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Home My WebLink AboutFontana Gateway - PM 11668f i HYDROLOGY STUDY AND HYDRAULIC CALCULATIONS FOR PARCEL MAP NO. 11668 CITY OF FONTANA, CA ;i 1 LOCATION: SOUTH OF SLOVER AVENUE AT JASMINE STREET PREPARED BY: JOHNSON -FRANK & ASSOCIATES, INC. 5150 E. HUNTER AVENUE ANAHEIM, CA 92807 (714) 777 -8877 PROJECT ENGINEER: LEONARD CASTILLO REVIEWED BY: WILLIAM L. HARRIS RCE #31737 DATE: APRIL 10, 1989 JFA JOB #: 351 -87 Qg pVESS /p ��44� �Q.M �-• q �F 2 R #31737 n 12 -31 -92 . s� CIVIC. C. �djF9 0 SLOVER AND JASMINE, FONTANA HYDROLOGY \ HYDRAULICS SUMMARY The following Hydrology and Hydraulic calculations were performed utilizing the Advanced Engineering Software (AES) Hydrology and Hydraulic programs in conjunction with the San Bernardino County Hydrology Manual. Manual calculations were done in conformance with accepted standards and methods. HYDROLOGY The Hydrology Maps for this project have been included as reference exhibits in this study. Peak main line 25 and 100 year discharges were determined at concentration points; and were calculated to the downstream end of the improvements where an inlet was made to the existing San Sevaine Channel. Initial subarea calculations were done to determine design discharges for catch basin, culvert and lateral storm drain design. Initial subarea runoff calculations were done on Jasmine Street to determine capacity. From existing conditions and proposed improvements it was determined that the streets can handle the flows. The offsite area to the northwest is being handled by a riser and diverted into storm drain line 'B'. All flows are picked up by storm drains and diverted into San Sevaine Channel. HYDRAULICS Twenty -five and 100 year main line hydraulics were calculated for the proposed storm drain systems. Hydraulic calculations were performed for all laterals as well. Assumed H.G.L. elevations were determined from a flood protection analysis study of San Sevaine Channel prepared by Bill Mann and Associates dated February, 1988. From hydraulic element studies, a normal depth of 5.00' is achieved for flows in excess of 7200 CFS. This 5.00' depth is assumed for H.G.L. elevations at the two inlets. Twenty -five year hydraulics were performed on all storm drain lines and H.G.L. elevations will remain in the system. One hundred year hydraulics were performed to show H.G.L. will not reach the finished floor. An elevation of 2 feet above the existing channel levee and access road for all pads was maintained as stated in the Bill Mann study. u R8 LA 1 R � — r RS — + r r — �- - — t R7W 6W ! 4W y R2W L•� RIW :� i RIE RZE T4N L —� — — — _ •. I � . 1 i a• I. 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R2W - ` , P' SAN OFRNAROINO COUNTY — — — - - =.� =.` - ✓ — — — - — — - - —' — - - - - - -R5 VALLEY �� REDUCED DRAWING T3S - soTA� - •�. , -':" �� SCALE 1" = 4 MILES Y.a -100 YEAR 1 HOUR ..® ON ttttl.c, taoA..a.. a. t..s LA ' - - -�' t , = .' .. — — — - — SAN BERNARDINO COUNTY ' . ,� — — - �a' •♦ A ' Irwllol��r • e w �'••'••..... W HYDROLOGY MANUAL C s ISOLINU PREW►ITATION tMlCPM) OBE on" 0% uta .............. • „ Mt recta INN" s r 1 Q —17 FIGURE 9- L��w 1 1 R Rlsw�;_: R w -4 4— 4 UN A- N%w.m. / at T 31 34 M Le 0 -100, BE spa AQ t y Ll - � T - - r -e;7 1UPLAND -ft 11 o TIS -j 4j OIlITj C ON E I as . ...... . ..... am CREW CHINO ommesK T3S REDUCED DRAWING SCALE 1"=4 MILES SAN BERNARDINO COUNTY A V130 � � | " " ~� ^^.^~^^^~^^�^^^^^~^^^^^^`^^^^^^^� '` ^ ~'^^~'^~~'~°^ MANUAL -~ C lSOLINES PRsC,pITATw»Nx VALI-EY AREA MONYETALS _-- ____ 0� RA�'IONAL METHOD HYDROLDGY COMPUTER PROGRAM PACKAGE (Re-i:erence: 1986 SAN BERNAn"DInO CO. HYDROLOGY CRITERION) (c) Copyright 1983-88 Advanced Engineering Software (aes) Ver. 5.2A Release Date: 7.'08/88 Serial # 2932 Analysis ore-oared by: JOHNSON - FRANK & ASSOCIATES 5150 E. ;.UN� AVE. ANAHEIM,CA. 92807 (714) 777-8877 DE CRIP ION OF 'STUDY *********+**************** * 25 YEAR -HYDROLOGY FOR J.N. 351-87^ * * RUN 4-4-89 L.CASTILLO * * OUTPU7 FILE DAT * FILE NAME: 35187A.DAT TIME/DATE OF STUDY: 15:27 4/ 4/1�S9 ============================================================================ USER H'!`DROLCGY AND MODEL INFORMATIC,'�i: ====================================~======================================= GF-CON[E�^T3��ICN MODEL*-- USER SPEClFIEC STORM EVENT(YEA�) = ��.0O SPECIFIED MIt PIPE SIZE(INCH> = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 4 R-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* ��A~YEAR STORM 60-MINUTE INTENGITY(INCH/HOUR) = .890 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.280 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1-HOUR INTENSITY(INCH/HOUR) = 1.0248 SLOPE OF INTENSITY DURATION CURVE = .6000 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)J** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 688.O0 UPSTREAM ELEVATION(FEET) = 982.66 DOWNSTREAM ELEVATION(FEET) = 975.13 ELEVATION DIFFERENCE(FEET) = 7.53 TC(MIN.) = .304*[( 688.00** 3.00)/( 7.53)]** .20 = 10.235 25 YEAR RAINFALL INTENSITY(IWCH/HOUR) = 2.961 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA RUNOFF(CFS) = 6.24 - rOTAL AREA(ACRES) = 2.42 PEAK FLOW RATE(CFS) = 6.24 ************************************* ********* **** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 >///>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: [NE OF CONCENTRATION(MIN.) = 10.23 RAINFALL INTENSITY(INCH/HR) = 2.96 AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = 2.42 TOTAL STREAM AREA(ACRES) = 2.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.24 *****************************************************************+********** FLOW PROCESS FROM NODE 2~20 TO NODE 2.50 IS CODE = 2 ____________________________________________________________________________ >>)>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 390.00 UPSTREAM ELEVATION(FEET) = 978.20 DOWNSTREAM ELEVATION(FEET) = 975.53 ELEVATION DIFFERENCE(FEET) = 2.67 TC&MIN.) = .304*[( 390.00** 3.00)/( 2.67)]** .20 = 8.252, 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.208 SOIL CLASSIFICATION IS ^A" COMMERCIAL SUBAREA LOSS RATE. Fm(INCH/HR) = .0970 SUBAREA RUNOFF(CFS) = 3.36 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 3.36 **************************************************************************** FLOW PROCESS FROM NODE 2.20 TO NODE 2.50 IS CODE = 1 ____________________________________________________________________________ >>>>>DES%GNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.96 RAINFALL INTEMSITY(INCH/HR) = 3.21 AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = 1.20 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.36 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) 1 9.33 10.23 2 9.29 8.96 Fm(INCH/HR) Ae(ACRES) .097 3.62 .097 3.32 rOMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: AK FLOW RATE(CFS) = q` 33 Tc(MIN ) = 1�� 235 � . . . EFFECTIVE AREA(ACRES) = 3.62 AVERAGED Fm(INCH/HR) = .10 TOTAL AREA(ACRES) = 3.62 FLOW PROCESS FROM NODE 2.00 7 3 NODE 3.00 IS CODE = 6 ____________________________________________________________________________ >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<,(< = ========================================================================= UPSTREAM ELEVATION(FEET) = 975.!3 DOWNSTREAM ELEVATION(FEET) = 968.00 STREET LENGTH(FEET) = 575.00 CURB HEIGTH(INCHES) = B. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 30.50 INTERIOR STREET CROSSFALL(DECIMAL) = .006 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = _: **TRAVEL TIME COMPUTED USING MEAN FLOW;CFS) = 10.42 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .34 HALFSTREET FLOOD WIDTH(FEET) = 27.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.14 PRODUCT OF DEPTH&VELOCITY = .73 STREET FLOW TRAVEL TIME(MIN.) = 4.47 TC(MIN.) = 14.71 25 YEAR RAINFALL INTENSITY(lNCH/HOUR) = 2.182 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE. FmOZNCH/HR) = .097( SUBAREA AREA(ACRES) = 1.05 SUBAREA RUNOFF(CFS; = 2.16 EFFECTIVE AREA(ACRES) = 4.67 AVERAGED Fm(INCH/HR) = .10 TOTAL AREA(ACRES) = 4.67 PEAK FLOW RATE(CFS) = 9.61 jj � OF SUBAREA STREET FLOW HYDRAULICS: ��PTH(FEET) = .33 HALFSTREET FLOOD WIDTH(FEET) = 25.33 FLOW VELOCITY(FEET/SEC.) = 2.26 DEPTH*VELOCITY = .75 FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 7 ____________________________________________________________________________ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 14.71 RAINFALL INTENSITY(INCH/HR) = 2.38 EFFECTIVE AREA(ACRES) = 4.67 TOTAL AREA(ACRES) = 4.67 PEAK FLOW RATE(CFS) = 4.51 AVERAGED LOSS RATE, Fm(INCH/HR) = 1.310 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 6 _____________________________________________________________________________ >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 968.00 DOWNSTREAM ELEVATION(FEET) = 959.53 STREET LENGTH(FEET) = 440.00 CURB HEIGTH(INCHES) = 8. ' REET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 30.50 INTERIOR STREET CROSSFALL(DECIMAL) = .006 0 OUTSIDE STREET CROSSFALL(DECIMAL) = .?20 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 5.15 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) HALFSTREET FLOOD WIDTH(FEET) = 17.70 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.25 PRODUCT OF DEPTH&VELOCITY = .64 STREET FLOW TRAVEL TIME(MIN.) = 3.2s TC(MIN.) = 17.97 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.112 SOIL CLASSIFICATION IS °A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR} = .0970 SUBAREA AEA(ACRES) = .71 SUBAREA RUNOFF(CFS) = 1.29 EFFECTIVE AREA(ACRES) = 5.38 AVEPAGED Fm(INCH/HR) = z.15 TOTAL AREA(ACRES) = 5.38 PEAK FLOW RATE(CFS) = 4.v6 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .29 HALFSTREET FLOOD WIDTH(FEET) = 17.70 FLOW VELOClTY(FEET/SEC.) = 2.03 DEPTH*VELOCITY = .58 ***************************************+************************************ FLOW PROCESS FRC! NODE 3.00 TO NGGE 4.00 IS CODE = 1 ---- i ----------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR COhFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: C . IME OF CONCENTRATION(M%N.) = 17.97 RAINFALL INTENSITY(INCH/HR) = 2.11 AVERAGED Fm(INCH/HR) = 1.15 EFFECTIVE STREAM AREA(ACRES) = 5.38 TOTAL STREAM AREA(ACRES) = 5.38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.66 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSISf<<<< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 265.00 UPSTREAM ELEVATION(FEET) = 968.77 DOWNSTREAM ELEVATION(FEET) = 961.44 ELEVATION DIFFERENCE(FEET) = 7.33 TC(MIN.) = .304*[( 265.00** 3.00)/( 7.33)]** .20 = 5.8()5 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.161 SOIL CLASSIFICATION IS '^A" COMMERCIAL SUBAREA LOSS RATE, Fm(%NCH/HR) = .0970 SUBAREA RUNOFF(CFS) = 3.07 TOTAL AREA(ACRES) = .84 PEAK FLOW RATE(CFS) = 3.07 / `. FLOW PROCESS FROM NODE 5.00 TO NODE &.00 IS CODE = 1 ---------------------------------------------------------------------------- vo, Y>>>�DESl6NATE INDEPENDENT STREAM FOR CONFLUENCE(<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.80 ! )INFALL INTENSITY(INCH/HR) = 4.16 AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = .84 TOTAL STREAM AREA(ACRES) = .84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.07 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE S.00 IS CODE = 2 ____________________________________________________________________________ >>>>=TIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DEVELOPMENT IS COMMERCIAL TO = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]*- .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 430.0C UPSTREAM ELEVATION(FEET) = 965.84 DOWNSTREAM ELEVATION(FEET) = 959.98 ELEVATION DIFFERENCE(FEET) = 5.86 TC(MIN") = .304*[( 430.00** 3.00)/( 5.i6)3** .20 = B.117 25 YEAR RAINFALL lNTENSITY(INCH/HOUR/ = 7.403 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA RUNOFF(CFS) = 4.02 TOTA, AREA(ACRES) = 1.35 PEAK FLOW RATE(CFS) = 4.02 ************************************************************************ FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 1 ____________________________________________________________________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.12 RAINFALL %NTEMSITY(INCH/HR) = 3.40 AVERAGED Fm(%NCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = 1.35 TOTAL STREAM AREA(ACRES) = 1.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.02 FLOW PROCESS FROM NODE 10.00 TO NODE 10.50 IS CODE = 2 ------------------------------------ w --------------------------------------- >>>>>RATIQNAL METHOD INITIAL SUBAREA ANALYSIB<<<{< . ============================================================================ DEVELOPMENT IS COMMERCIAL TC = K*C(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 550.00 UPSTREAM ELEVATION(FEET) = 963.92 nOWNSTREAM ELEVATION(FEET) = 962.28 ( EVATION DIFFERENCE(FEET) = 1.64 ' TC(MIN.) = .304*[( 550.00** 3.00)/( 1. '4)]** .20 = 12.137 25 YEAR RAINFALL INTENSITY(INCH/HQUR) = 2A73 SOIL CLASSIFICATION IS "A" i / ��~� COMMERCIAL SUBAREA LOSS RATE. Fm(INCH/HR) = .0970 SUBAREA RUNOFF(CFS) = 4.89 TOTAL AREAVACRES) = 2.11 PEAK FLOW RATE(CFS) FLOW PROCESS FROM NODE 10.50 TO NODE 8.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.1 � UPSTREAM NODE ELEVATION(FEET) = 958.11 DOWNSTREAM NODE ELEVATION(FEET) = 953.55 FLOW LENGTH(FEET) = 577.97 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.89 TRAVEL TIME(MIN.) = 1.88 TC(MIN.) = 14.01 **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NO.'-)E 8.00 IS CODE = 1 ____________________________________________________________________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>}AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 ONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: ME OF CONCENTRATION(MIN.) = 14.01 ��AINFALL INTENSITY(INCH/HR) = 2.45 AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = 2.11 TOTAL STREAM AREA(ACRES) = 2.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.89 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. e* PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) 1 14.81 5.80 2 15.42 8.12 3 12.82 17.97 4 14.45 14.01 .511 4.42 .5I5 5.84 .6B2 9.68 .617 8.49 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.42 Tc(M%N.) = 8.117 EFFECTIVE AREA(ACRES) = 5.84 AVERAGED Fm(INCH/HR) = .53 TOTAL AREA(ACRES) = 9.68 FLOW PROCESS FROM NODE 8.00 T0 NODE 9.00 IS CODE = � - _____-_______________~_-______________-___________________________________ ( />>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA{<<{< ` >>>>>US%NG COMPUTER-ESTIMATED PIPEBIZE (NON-PRESSURE FLOW)<<<<< ============================================== ============================= DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.9 INCHES RX PIPE-FLOW VELOCITY XEET/SEC.} = 11.4 UPSTREAM NODE ELEVATION(FEET) = 953.55 DOWNSTREAM NODE ELEVATION(FEET) = 949.89 FLOW LENGTH(FEET) = 113.00 MANNING'3 N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = :PE-FLOW(CFS) = 15.42 [RAVEL TIMEkMlN.) = .17 TC(MIN.) = 8A8 | Ft-OW PROCESS FROM NODE 10.00 TO NODE 11100 IS CODE = 2 _______________________________________________ -________-___-_______________ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSISf<<<< DEVELOPMENT IS COMMERCIAL � TC = K*[(LENGTH** 3.00)/(ELEVATION CHAN6E)]**1.20 / INITIAL SUBAREA FLOW-LENGTH(FEET) = 800.00 UPSTREAM ELEVATION(FEET) = 963.92 DOWNSTREAM EcEVATION(FEET) = 958.61 � ELEVATION DIFFERENCE(FEET) = 5.31 ! TC(MIN.) = .304*[( 800.00** 3.00)/( 5.3 )]** .20 = 1:.015 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.490 SOIL CLASSIFICATION IS "A" ! COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/SR) = ;0970 SUBAREA RUNOFF(CFS) = 12.86 TOTAL AREA(ACRES) = 5.51 PEAK FLJW RATE(CFS) = 12.a6 FLOW PROCESS FROM NODE 11.00 TO NODE 12�00 IS CODE = 3 -~��------ -�______________________________- _ _________________________ ��\>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBARkA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<�<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.0 UPSTREAM NODE ELEVATION(FEET) = 953.36 DOWNSTREAM NODE ELEVATION(FEET) = 952.36 FLOW LENGTH(FEET) = 49.00 MANNING'S y4 = 1.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.86 TRAVEL TIME(MIN.) = .09 TC(MIN.) = 12.11C.) FLOW PROCESS FROM NODE 11.00 TO NODE 12;00 IS CODE 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUEACE<<<<< TOTAL NUMBER OF STREAMS 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM! 1 ARE: TIME OF CONCENTRATION<MIN.> = 12.10 RAINFALL INTENSITY(INCH/HR) = 2.68 ! AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = 5.51 � XgTAL STREAM AREA(ACRES) = 5.51 [ ' AK FLOW RATE(CFS) AT CONFLUENCE = 12.86 FLOW PROCESS FROM NODE 13.00 TO NODE 12.10 IS CODE = 2 ____________________________________________________________________________ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ nEVELOPMENT IS COMMERCIAL / I = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 350100 � UPSTREAM ELEVATION(FEET) = 958.00 | DOWNSTREAM ELEVATION(FEET) = 956.22 ELEVATION DIFFERENCE(FEET) = 1.78 TC(MIN.) = .304*[( 350.00** 3.00)/( 1.79)3** .20 = 9.104 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.177 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE. Fm(INCH/HR) = 0970 SUBAREA RUNOFF (CFS) = 6.49 TOTAL AREA(ACRES) = 2.34 PEAK FLOW RATE`CFS) = 6.49 ********************************************* ************************* FLOW PROCESS FROM NODE 12.10 TO NODE 12kOO IS CODE = 3 ____________________________________________________________________________ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBA >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON- ============================================== ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 1 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.8 IN PIPE-FLOW VELOCITY(FEET/SLC.' = 17.2 UPSTREAM NODE ELEVATION(FEET/ = 956.22 DOWNSTREAM NODE ELEVATION(FEET) = 951.88 LOW LENGTH(FEET) = 24.65 MANNING'S N = STIMATED PIPE DIAMETER(INCH) = 18.00 NU - PIPE-FLOW(CFS) = 6.49 EA<<<<< RESSURE FLOW)<<<<\ ============================= .0�)0 AES .013 ER OF PIPES = 1 TRAVEL TIME(MIN.) = .02 TC(MIN.) = 9.13 � FLOW PROCESS FROM NODE 12.()0 TO NODE 12.00 IS CODE = 1 ------------------------------------------------- _____________________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUqNCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VjALUES<<<<{ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.13 RAINFALL INTENSITY(INCH/HR) = 3.17 AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = 2.34 TOTAL STREAM AREA(ACRES) = 2.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.0 RAINFALL INTENSITY AND TIME OF CONCENTRATlON TIO CONFLUENCE FORMULA USED FOR 2 STREAMS. � ** PEAK FLOW Q(CFS) 1 18.30 (_2 `_2 18.04 RATE TABLE ** Tc(MIN.) 12.10 9.13 Fm(INCH/HR) Ae( ) . 097 1.49 .85 .097 COMPUTED CONFLUENCE ESTIMATES ARE AS F0-LOWS:' PEAK FLOW RATE(CFS) = 18.30 Tc(M%N.) = 12.105 0 EFFECTIVE AREA,ACRES) = 7.85 AVERAGED Fm(INCH/HR> = .10 TOTAL AREA(ACRES) = 7.85 ' !OW PROCESS FROM NODE 12.00 TO NODE IS CODE = 3 _ _ ___ _______________________________________________________________________ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU 5UBARTA<<<<< />>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOWj'<<<< DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.9 INCHES PIPE-FLOW VELOClTY(FEET/SEC.) = 5.3 UPSTREAM NODE ELEVATION(FEET) = 950.86 DOWNSTREAM NODE ELEVATION(FEET) = 949.39 FLOW LENGTH(FEET) = 410.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.30 TRAVEL TIME(MIN.) = 1.29 TC(MIN.) = 13.40 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 9.00 IS CODE = 1 ____________________________________________________________________________ >>>>>DEGIGNATE lNDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE. TIME OF CONCENTRATION`MIN.) = 13.4(:; RAINFALL INTENSITY(INCH/HR) = 2.52 AVERAGED Fm(INCH/HR) = .10 w ECTIVE STREAM AREA(ACRES) = 7.85 ��>TAL STREAM AREA(ACRES) = 7.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.30 **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 7 ____________________________________________________________________________ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 8.28 RAINFALL INTENSITY(INCH/ ) = 3.36 EFFECTIVE AREA(ACRES) = 5.84 TOTAL AREA(ACRES) = 9.68 PEAK FLOW RAT (CFS) = 15.42 AVERAGED LOSS RATE, Fm<INCH/HR> = .500 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. ! ***e**************************************** ******* ******* FLOW PROCESS FROM NODE 8.00 TO NODE 1.00 IS CODE 1 ____________________________-_____________-___�________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLU, >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM = TOTAL NUMBER OF STREAMS 2 )NFLUENCE VALUES USED FOR INDEPENDENT STREAq TIME OF CONCENTRATION(MIN.) = 8.28 RAINFALL INTENSITY(INCH/HR) = 3.36 AVERAGED Fm(INCH/HR) = .50 ' <<<<< ES<<<<< ========================== 2 ARE: F7-"% ma EFFECTIVE STREAM AREA(ACRES; = 5.84 TOTAL STREAM AREA(ACRES) = 9.68 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.42 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ( JNFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 31.12 10.42 .288 12.33 2 29.18 13.40 .269 13.159 3 31.94 8.28 .311 11.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 31.94 Tc(MIN.) = 8.280 EFFECTIVE AREA(ACRES) = 11.00 AVERAGED Fm(INCH/HR) = .31 TOTAL AREA(ACRES) = 17.5� FLOW PROCESS FROM NODE 9.00 TO NODE 15.?0 ZS CODE = 3 ____________________________________________________________________________ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>/>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH CF FLOW IN 36.0 INCH FIPE IS 24.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.2 UPSTREAM NODE ELEVATION(FEET) = 948.39 DOWNSTREAM NODE ELEVATION(FEET) = 947.50 FLOW LENGTH(FEET) = 226.48 MANNING'S N = .013 STIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 _PIPE-FLOW(CFS) = 31.94 TRAVEL TIME(MIN.) = .60 TC(MIN.) = 8.88 FLOW PROCESS FROM NODE 9.00 TO NODE 15.00 IS CODE = 1 >>>>NDES%GNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CC]NCENTRATION(MIN.) = 0.88 RAINFALL INTEWSITY(INCH/HR) = 3.22 AVERAGED Fm(INCH/HR) = .31 EFFECTIVE STREAM AREA(ACRES) = 11.00 TOTAL STREAM AREA(ACRES) = 17.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.94 **************************************************************************** FLOW PROCESS FROM NODE 1+.00 TO NODE 15.10 IS CODE = 2 ____________________________________________________________________________ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYS%S<<<<< ============================================================================ nEVELOPMENT IS COMMERCIAL C = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 260.00� UPSTREAM ELEVATION(FEET) = 962.00 DOWNSTREAM ELEVATION(FEET) = 956.72 ELEVATION D i IFFERENCE(FEET) = 5.23 TC(MIN.) = .304*[( 260.00** 3.00//( 5 .20 = 6.128 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(lNCH/HR) = 970 � UBAREA RUNOFF(CFS) = 12.74 TOTAL AREA(ACRES) = 3.60 PEAK FLOW RAT (CFS) = 12.74 FLOW PROCESS FROM NODE 15.10 TO NODE 15 00 IS CODE = 3 ________________________________________ ______________________ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUB o>>>>USING COMPUTER-ESTIMATED PIPESIZE ( FLOW)<<<<< ============================================= ========================== ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 16000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.3 INCHES PIPE-FLOW VELOClTY(FEET/SEC.) = 19.0 � �� UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) FLOW LENGTH(FEET) = 21.07 ESTIMATED PIPE DIAMETER(INCH) = PIPE-FLOW(EFS) = 12.74 TRAVEL TIME(MIN.) = .02 l 951.39 ! = 948.50 ' MANNING'S N 013 13.00 NUMBER OF PIPES = C(M1N./ = 6.A � *************************** * ****** * FLOW PROCESS FRCM NODE 15.00 TO NODE 15.00 IS CODE = 1 ___________________________ ______ ____ _______________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< = jj�r>>>AWD COMPUTE VARIOUS CONFLUENCED STREAM ALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.15 � RAINFALL %NTENS3TY(INCH/HR) = 4.02 � AVERAGED Fm(INCH/HR) = .10 | EFFECTIVE STREAM AREA(ACRES) = 3.60 TOTAL STREAM AREA(ACRES) = 3.60 � PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.74 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. | ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae( ) 1 42.09 8.88 .258 1L.60 2 39.98 11.05 .245 1 .93 3 36.82 14.03 .233 1 .29 4 40.89 6.15 .242 1 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS PEAK FLOW RATE(CFS) = 42.09 Tc(MIN.) =1 8.885 EFFECTIVE AREA(ACRES) = 14.60 AVERAGED m(INCH/HR) = .26 TOTAL AREA(ACRES) = 21.13 | | / \' ****************************************** ***************** FLOW PROCESS FROM NODE 15.00 TO NODE 1 IS CODE = 3 ---------------------------------------------- 4 ----------------------------- o >>,>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUEAR />/>>USING COMPUTER-ESTIMATED PIPESIZE (NON-P =============================================== DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.6 INC PIPE-FLOW VELOCITY(FEET/SEC.) = 6.7 i PSTREAM NODE ELEVATION(FEET) = 947.50 DOWNSTREAM NODE ELEVATION(FEET) = 946.57 FL[}W LENGTH(FEET) = 231.53 MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) = 39.00 NaM PIPE-FLOW(CFS) = 42.09 TRAVEL TIME(MIN.) = .57 TC(MIN.) = 9. A<<<<< ESSURE FLOW><<<<< ============================ .013 ER OF PIPES = 1 ******************************************** *************************** FLCW PROCESS FROM NODE 16.00 TO NODE 17Ll0 IS CODE = 2 _____________________________________________|____________________________ />>>>RATIONAL METHOD INITIAL SUBAREA ANALYSES =============================================== DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE):** INITIAL SUBAREA FLOW-LENGTH(FEET) = 255.00 UPSTREAM ELEVATION(FEET) = 963.58 DOWNSTREAM ELEVATION(FEET) = 957.09 ELEVATION DIFFERENCE(FEET) = 6.4- TC(MIN.) = .304*[( 255.00** 3.00)/( c.4 Z5 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4. SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = SUBAREA RUNOFF(CFS) = 4.79 TOTAL AREA(ACRES) = 1.31 PEAK FLOW RAT <<<< ============================ .20 }]** .20 = 5.812 58 3970 (CFS) = 4.79 FLOW PROCESS FROM NODE 16.00 TO NODE 17110 IS CODE = 1 --------------------------------------------------------- -------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUE =============================================== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIW.) = 5.81 RAINFALL INTENSITY(%NCH/HR) = 4.16 AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = 1.31 TOTAL STREAM AREA(ACRES) = 1.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.79 <<<�< ========================== 1 ARE: FLOW PROCESS FROM NODE 33.00 TO NODE 1 .10 � >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 13.46 RAINFALL %NTENS%TY(INCH/ EFFECTIVE AREA(ACRES) = 8.72 TOTAL AREA(ACRES) = 9.41 PEAK FLOW RAT / rVEBAGED LOGS RATE, Fm(IYJCH/HR) = 1.310 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CO CONFLUENCE ANALYSES. DE<{<<< B) = 2.51 KCFS> = 9.48 IBUTING AREA FOR ALL RE **************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 17i1O IS CODE = 1 ----------------------------------------------- ____________________________ _ >>>>>DESlGNATE INDEPENDENT STREAM FOR CONFLUE CE<<<<< ! `>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM LUES<<<<| ============================================================================ TOTAL NUMBER OF STREAMS = Z CONFLUENCE VALUES USED FOR INDEPENDENT STREAN 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.46 RAINFALL INTENSITY(INCH/HR) = 2.51 AVERAGED Fm(INCH/HR) = 1.31 EFFECTIVE STREAM AREA(ACRES) = 8.72 TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.48 RAINFALL INTENSITY AND TIME OF C[NCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** � Q(CFS) Tc(MIN.) Fm(INCH/HR) AeVRES) 1 14.49 5 81 997 5 08 . . . � 2 12.33 13.46 1.152 10.03 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWSf PEAK FLOW RATE(CFS) = 14.49 Tc(MIN.) = 5.8!2 EFFECTIVE AREA(ACRES) = 5.0S AVERAGED Fm(INCH!HR; = 1.00 TOTAL AREA(ACRES) = 10.72 *************************************** **************************** 1 1 FLOW PROCESS FROM NODE 17.10 TO NODE 17�0O IS CODE = 3 ^ r _________________________________________________________________________ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBARA{<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE NON RE FLOW)<<<<< ============================================================================ ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18;000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.7 UPSTREAM NODE ELEVATION(FEET) = 953.09 � DOWNSTREAM NODE ELEVATION(FEET) = 947.52 FLOW LENGTH(FEET) = 46.50 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 14.49 TRAVEL TIME(MIN.) = .04 TC(MIN.) = 5.85 FLOW PROCESS FROM NODE 17.00 TO NODE 17400 IS CODE = 1 ______________________________________________ __________________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUEyCE<<<<< TOTAL NUMBER OF STREAMS = 3 � CONFLUENCE VALUES USED FOR INDEPENDENT STREAM � 1 ARE: TIME OF CONCENTRAT%ON(MIN.) = 5.85 RAINFALL INTENSITY(INCH/HR) = 4.14 / EFFECTIVE Fm(%NCH/HR) = 1.00 EFFECTIVE STREAM AREA(ACRES) = 5.08 TOTAL STREAM AREA(ACRES) = 10.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.49 � � 0 ******************* FLOW PROCESS FROM NODE 21.00 TO NOCE 30.00 IS E= 2 _ ___________________ >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<Q, ============================================ ======================= DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CH:-nGE)] INITIAL SUBAREA FLOW-LENGTH(FEET) = 230.00 UPSTREAM ELEVATION(FEET) = 965.84 DOWNSTREAM ELEVATION(FEET) = 963.83 ELEVATION DIFFERENCE(FEET) = 2.01 TC(MlN.) = .304*[( 230.00** 3.00)/( ]** .20 = 6.907 25 YEAR RAINFALL INTENSITY(INCH/HOUR; = 3.74V SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) 0970 SUBAREA RUNOFF(CFS) = 4.08 TOTAL AREA(ACRES) = 1.24 PEAK F�OW RATI(CFS) = 4.08 *********************************************** ***********+************** FLOW PROCESS FROM NODE 30.00 TO NODE 17L00 IS CODE = 3 _______________________________________________ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRo SUBAR >>>>>USING COMPUTER-ESTIMATED PIPESlZE (NON-P =============================================== ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.4 INC PIPE -FLOW VELOCITY(FEET/SEC.) = 12.1 PSTREAM NODE ELEVATION(FEET) = 960.10 = �>OWNSTREAM NODE ELEVATION(FEET) = 947.52 FLOW LENGTH(FEET) = 131.06 MANNIN2'S N = ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUV PIPE-FLOW(CFS) = 4.08 TRAVEL TIME(MIN.) = .18 TC(MIN.) = 7. A<<<<< ESSURE FLOW) OU0 ES .013 ER OF PIPES 1 FLOW PROCESS FROM NODE 30.00 TO NODE 11.00 IS CODE = 1 ---------------------------------------------- >>>>>QESIGNATE INDEPENDENT STREAM FOR CONFLU ============================================== TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREA TIME OF CONCENTRATION(MIN.) = 7.09 RAINFALL INTENSITY(INCH/HR) = 3.69 AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = 1.24 TOTAL STREAM AREA(ACRES) = 1.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.0 E<<<<< =========================== 2 ARE: FLOW PROCESS FROM NODE 15.00 TO NODE 17.00 IS CODE 7 (_>>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODM<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: EFFECTIVE AREA(ACRES) = 14.60 TOTAL AREA(ACRES) = 21.13 PEAK FLOW RATE (CFS) = 42.09 AVERAGED LOSS RATE, Fm(INCH/HR) = .021 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. � ' 0 �� ------------------------------------------- _+__-------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUE >>>>>AND COMPUTE VARIOUS CONFLUBNCED STREAM V/ =============================================== TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 8.89 RAINFALL INTENSITY(INCH/HR) = 3.22 AVERAGED Fm(INCH/HR) = .02 EFFECTIVE STREAM AREA(ACRES) = 14.60 TOTAL STREAM AREA(ACRES) = 21.13 PEAK FLOW RATE(CFS) AT CONFLUENCE = 42.09 RAINFALL INTENSITY AND TIME OF CONCENTRATION CONFLUENCE FORMULA USED FOR 3 STREAMS. �CE<<<<< \LUES<<<<< 3 ARE: T 1 PEAK FLOW RATE TABLE ** S) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 59.42 Tc(MIN.) = 8.885 EFFECTIVE AREA(ACRES) = 22.88 AVERAGED Fn(INCH/HR) = .35 TOTAL AREA(ACRES) = 33.09 � ********************************************* ************************ FLOW PROCESS FROM NODE 17.00 TO NODE 36.00 IS CODE = 3 ______________________________________________ >>>>>COMPUTE PIPE—FLOW TRAVEL TIME THRU SUBA >>>>>US%NG COMPUTER—ESTIMATED P%PESIZE (NON— ============================================== DEPTH OF FLOW IN 42.0 INCH PIPE IS 34.0 IN PIPE—FLOW VB_OCITY(FEET/SEC.) = 7.1 UPSTREAM NODE ELEVATION(FEET) = 946.47 DOWNSTREAM NODE ELEVATION(FEET) = 944.67 FLOW LENGTH(FEET) = 453.00 MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) = 42.00 NU PIPE—FLOW(CFS) = 59.42 ________________ _ A<<<<< ESSURE FLOW)<<<<< ============================ .013 BER OF PIPES 1 ------------------------------------------- ___________________________ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSI8<<{<< DEVELOPMENT IS COMMERCIAL � 10-51 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE) .20 INITIAL SUGAREA FLOW-LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 980.00 DOWNSTREAM ELEVATION(FEET) = 965.00 .FLEVATION DIFFERENCE(FEET) = 15.00 / C(MIN.) = .304*[( 1000.00** 3.00)/( 15. )]** .20 = 11.160 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.811 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) SUBAREA RUNOFF(CFS) = 77.54 TOTAL AREA(ACRES) = 31.74 PEAK FLOW RATE(CFS) = 77.54 FLOW PROCESS FROM NODE 3.10 TO NODE 3.00 IS CODE = 1 ____________________________________________________________________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM i ARE: TIME OF CONCENTRATION(MIN.) = 11.16 RAINFALL INTENSITY(INCH/HR) = 2.81 AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = 3i.74 TOTAL STREAM AREA(ACRES) = 31.74 PEAK FLOW RATE(CFS) AT CONFLUENCE = 77.54 OW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 7 ________________________________________________________________ `>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 14.71 RAINFALL INTENSITY(INCH/HR) = 2.38 EFFECTIVE AREA(ACRES) = 4.67 TOTAL AREA(ACRES) = 4.67 PEAK FLOW RATE(CFS) = 5.10 AVERAGED LOSS RATE, Fm(INCH/HR) = 1.170 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 ____________________________________________________________________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CDNCENTRATION(MIN.) = 14.71 RAINFALL INTENSITY(INCH/HR) = 2.38 AVERAGED Fm(INCH/HR) = 1.17 EFFECTIVE STREAM AREA(ACRES) = 4.67 TOTAL STREAM AREA(ACRES) = 4.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.10 / �� RAINFALL INTENSITY AND TIME OF CONCENTRATION | RA7IO CONFLUENCE FORMULA USED FOR 2 STREAMS. � C +`+ PEAK FLOW RkTE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH/HR) RES) � 82.78 11.16 .205 35,28 z 70.37 14.71 .235 36.41 .OMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:� &EAK FLUW RATE(CFS! = 82.78 Tc(MIN.) = | 11.160 EFFECTIVE AREA(ACRES) = 35.28 AVERPSED F' (INCH/HR) = .20 TOTAL AR�A(ACRES> = 36.41 � . FLOW PROCESS FROM NODE 3.00 TO NODE 22&0 IS CODE = � ----------------------------------------------- ________________________ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU 3UB << |>>>>USING COMPUTER-ESTIMATED PIPESIZE /]ON-POESSURE FLOW)<</�< ===============================================*============================= DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.> = 7.8 UPSTREAM NODE ELEVATION(FEET) = 959.66 DOWNSTREAM NODE ELEVATION(FEET) = 959.07 FLOW LENGTH(FEET) = 147.00 MANNING'E N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 82.78 TRAVEL TIME(MIN.) = .31 TC(MIN.) = 1l.47 FLOW PROCESS FROM NODE 3.00 TO NODE 22 IS CODE = � ----------------------------------------------- ----------------------------- DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.47 RAINFALL INTENSITY(INCH/HR) = 2.77 AVERAGED Fm(INCH/HR) = .20 EFFECTIVE STREAM AREA(ACRES) = 35.28 TOTAL STREAM AREA(ACRES) = 36.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 82.78 FLOW PROCESS FROM NODE 21.00 TO NODE 22110 IS CODE = 2 ----------------------------------------------- _--____________________-______ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIEK<<<< ============================================================ == DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 855.00 UPSTREAM ELEVATION(FEET) = 974.50 DOWNSTREAM ELEVATION(FEET) = 968.53 ELEVATION DIFFERENCE(FEET) = 5.97 TC(MIN.) = .304*[( 855.00** 3.00)/( 5.97)3e* .20 = 12.214 25 YEAR RAINFALL INTENS%TY(INCH/HOUR) = 2.663 SOIL CLASSIFICATION IS "A" OMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA RUNOFF(CFS) = 9.38 TOTAL AREA(ACRES) = 4.06 PEAK FLOW RATE(CFS) = 9.38 0 FLOW PROCESS FROM NODE 22.10 TO NODE 22J00 1S CODE 3 Q>>>USINS COMPUTER-ESTIMATED PIPESIZE (NON-PiESSURE FLOW)<<<Q.' ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 181000 DEPTH OF FLOW IN 18.0 INCH PIFE IS 6.7 INCHES PIPE-FLOW VELOrITY(FEET/SEC.) = 15.5 � UPSTREAM NODE ELEVATION(FEET) = 964.02 DOWNSTREAM NODE ELEVATION(FEET) = 960.52 FLOW LENGTH(FEET) = 35.03 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER 3F PIPES = 1 PIPE-FLOW(CFS) = 9.38 TRAVEL TIME(MIN.) = .04 TC(MIN.) = 12.25 **************************************************************************** FLOW PROCESS FROM NODE 22.10 TO NODE 22.00 IS CODE = 1 ____________________________________________________________________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLLENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEL FOR INDEPENDENT STREAM - 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.25 RAINFALL INTENSITY(INCH/HR) = 2.66 AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = 4.06 Q OTAL STREAM AREA(ACRES) = 4.06 EAK FLOW RATE(CFS) AT CONFLUENCE = 9.38 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW Q(CFS) 1 91.93 2 78.63 3 89.45 RATE TABLE ** Tc(MIN.) 11.47 15.04 12.25 Fm(INCH/HR) Ae(ACRES) .194 39.08 .221 40.47 .200 39.59 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 91.93 Tc(MIN.) = 11.473 EFFECTIVE AREA(ACRES) = 39.08 AVERAGED Fm(INCH/HR) = .19 TOTAL AREA(ACRES) = 40.47 FLOW PROCESS FROM NODE 22.00 TO NODE 27.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU GUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED F'IPES%ZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.3 INCHES . oIPE-FLOW VELOCITY(FEET/SEC.) = 8.0 � ( ,PSTREAM NODE ELEVATION(FEET) = 959.07 DOWNSTREAM NODE ELEVATION(FEET) = 958.12 FLOW LENGTH(FEET) = 241.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 C D8 PIPE-FLOW(CFS) = 91.93 TRAVEL TIME(MlN.) = .50 TC(MIN.) = 11.97 **************************************************************************** / ' LOW PROCESS FROM NODE 22.00 TO NODE 27.00 IS CODE = 1 ____________________________________________________________________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CJNFLUENCE<<<<( ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN~) = 11.97 RAINFALL INTENSITY(INCH/HR) = 2.70 AVERAGED Fm(INCH/HR) = .19 EFFECTIVE STREAM AREA(ACRES) = 39.08 TOTAL STREAM AREAkACRES) = 40.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 91.93 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 27.10 IS CODE = 2 ____________________________________________________________________________ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREP FLOW-LENGTH(FEET) = 250.00 UPSTREAM ELEVATION(FEET) = 971.29 DOWNSTREAM ELEVATION(FEET) = 968.42 ELEVATION DIFFERENCE(FEET) = 2.87 4 ��C(MIN.) = .304*[( 250.00** 3.00)/( 2.87)3** .20 = 6.762 �� 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.797 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA RUNOFF(CFS) = 7.23 TOTAL AREA(ACRES) = 2.17 PEAK FLOW RATE(CFS) = 7.23 **************************************************************************** FLOW PROCESS FROM NODE 27.10 TO NODE 27.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLQW)<<<<< ============================================================================ ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 21.9 UPSTREAM NODE ELEVATION(FEET) = 963.17 DOWNSTREAM NODE ELEVATION(FEET) = 959.35 FLOW LENGTH(FEET) = 11.94 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.23 TRAVEL TIME(MIN.) = .00 TC(MIN.) = 6.77 ( LOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 1 ____________________________________________________________________________ >>}>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< �� TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.77 ,pAINFALL INTENSITY(INCH/HR) = 3.79 ( OERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = 2.17 TOTAL STREAM AREA(ACRES) = 2.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.23 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW Q(CFS) 1 97.00 2 94.33 3 82.94 4 82.06 RATE TABLE ** Tc(MIN.) 11.97 12.75 15.5b 6.77 Fm(INCH/HR) Ae(ACRES) .189 4z.25 .194 41.76 .215 42.64 .186 24.27 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 97.00 Tc(MIN.) = 11.973 EFFECTIVE AREA(ACRES) = 41.25 AVERAGED Fm(INCH/HR) = .19 TOTAL AREA(ACRES) = 42.64 FLOW PROCESS FROM NODE 27.00 TO NODE 27.50 IS CODE = 3 ____________________________________________________________________________ >>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< � '>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<A<< DEPTH OF FLOW IN 51.0 INCH PIPE IS 39.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.1 UPSTREAM NODE ELEVATION(FEET) = 958.10 DOWNSTREAM NODE ELEVATION(FEET) = 956.37 FLOW LENGTH(FEET) = 431.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 97.00 TRAVEL TIME(MIN.) = .88 TC(MIN.) = 12.85 **********************************************************************e***** FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 2 ____________________________________________________________________________ >>>>)RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 633.00 UPSTREAM ELEVATION(FEET) = 982.77 DOWNSTREAM ELEVATION(FEET) = 975.42 ELEVATION DIFFERENCE(FEET) = 7.35 TC(MIN.) = .304*[( 633.00** 3.00)/( 7.35)]** .20 = 9.783 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.043 ' , SOIL CLASSIFICATION IS "A" ( _;OMMERCIAL SUBAREA LOSS RATE, Fmu(INCH/HR) = .0970 SUBAREA RUNOFF(CFS) = 5.73 TOTAL AREA(ACRES) = 2.16 PEAK FLOW RATE(CFS) = 5.73 Q��) **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 1 ____________________________________________________________________________ _ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CDNCENTRATION(MIN.) = 9.78 RAINFALL IWTENSITY(INCH/HR) = 3.04 AVERAGED Fm(INCH/HR) = .1() EFFECTIVE STREAM AREA(ACRES) = 2.16 TOTAL STREAM AREA(ACRES) = 2.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.73 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TC NODE 19.00 IS CODE = 2 ____________________________________________________________________________ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SU3AREA FLOW-LENGTH(FEET) = 38O.00 UPSTREAM ELEVATION,FEET) = 978.20 DOWNSTREAM ELEVATION(FEET| = 971.42 ELEVATION DIFFERENCE(FEET) = 2.78 TC(MIN.) = .304*[( 380.00** 3.000/( 2.78)]** .20 = 8.749 25 YEAR RAINFALL INTENSlTY(INCH/HOUR) = 3.254 SOIL CLASSIFICATION IS "A" 41 k IAL'SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 � SUBAREA RUNOFF(CFS) = 3.35 TOTAL AREA(ACRES) = 1.18 PEAK FLOW RATE(CFS) = 3.35 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 19.00 IS CODE = 1 }>}>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<{ ============================================================================= TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.75 RAINFALL INTENSITY(INCH/HR) = 3.25 AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = 1.18 TOTAL STREAM AREA(ACRES) = 1.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.35 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(M%N.) Fm(INCH/HR) Ae(ACRES) 1 8.85 9.78 .097 3.34 / ` 11 8 84 8 75 O9� 3 . . . . COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.85 Tc(MIN. ) = 9.783 ov EFFECTIVE AREA(ACRES) = 3.34 AVERAGED Fm(INCH/HR) TOTAL AREA(ACRES) = 3.34 � 'OW PROCESS FROM NODE 19.00 TO NODE 24.00 IS CODE = � ____________________________________________________________________________ >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 975.42 DOWNSTREAM ELEVATION(FEET} = 971.25 STREET LENGTH(FEET) = 118.00 OURS HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 26.50 INTERIOR STREET CROSSFALL(DECIMAL) = .015 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 9.16 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 15.99 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.49 PRODUCT OF DEPTH&VELOClTY = 1.58 STREET FLOW TRAVEL TIME(MIN.) = .44 TC(MIN.) = 10.22 25 YEAR RAINFALL lNTENSITY(INCH/HOUR) = 2.964 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 AREA(ACRES) = .24 SUBAREA RUNOFF(CFS) = .62 ?BAREA FECTIVE AREA(ACRES) = 3.58 AVERAGED Fm(INCH/HR) = .10 TOTAL AREA(ACRES) = 3.58 PEAK FLOW RATE(CFS) = 9.24 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 15.99 FLOW VELOCITY(FEET/SEC.) = 4.52 DEPTH*VELOCITY = 1.69 **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 24.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>MESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.22 RAINFALL INTENSITY(INCH/HR) = 2.96 AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = 3.58 TOTAL STREAM AREA(ACRES) = 3.58 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.24 FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 2 ___________________________________________________________________________ ( >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< DEVELOPMENT IS COMMERCIAL TC = K*C(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 340.00 UPSTREAM ELEVATION(FEET) = 974.50 DOWNSTREAM ELEVATION(FEET) = 971.25 ELEVATION DIFFERENCE(FEET) = 3.25 TC(MIN.) = .304*[( 340.00** 3.0C)/( 3.25)1** .20 = 7.932 � 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.451 SOIL CLASSIFICATION IS "A'' COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA RUNDFF(CFS) = 5.16 TOTAL AREA(ACRES) = 1.71 PEAK FLOW RATE(CFS) = 5.16 **************************************************************************** FLOW PROCESS FROM NODE 23.00 TC NODE 24.00 IS CODE = 1 ____________________________________________________________________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<� >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<,<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATlON(MIN.) = 7.93 RAINFALL INTENSITY(INCH/HR) = 3.45 AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = 1.71 TOTAL STREAM AREA(ACRES) = 1.7� PEAK FLOW. RATE(CFS) AT CONFLUENCE = 5.16 � RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO � CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) 1 13.95 9.l9 2 13.65 10.22 3 13.90 7.93 Fm(INCH/HR) Ae(ACRES) .097 5.06 .097 5.29 .097 4.60 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: � PEAK FLOW RATE(CFS) = 13.95 Tc(M%N.) = 9.186 � EFFECTIVE AREA(ACRES) = 5.06 AVERAGED Fm(INCH/HR) = .10 TOTAL AREA(ACRES) = 5.29 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 6 ----------------------------------------------------------------------------- >>>)>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 971.25 DOWNSTREAM ELEVATION(FEET) = 968.36 STREET LENGTH(FEET) = 515.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSGFALL BRADEBREAK(FEET) = 26.50 INTERIOR STREET CR{}SSFALL(QEC3MAL) = ~015 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 / \ **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 15.23 STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. 0 THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSLMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTE:. STREET FLOW DEPTH(FEET) = .55 HALFSTREET FLOOD WIDTH(FEET) = 27.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.61 PRODUCT OF DEPTH&VELOCITY = 1.43 STREET FLOW TRAVEL TIME(MIN.) = 3.29 TC(MIN.> = 12.47 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.630 BOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = 1.12 SUBAREA RUNOFF(CFS) = 2.55 EFFECTIVE AREA(ACRES) = 6.18 AVERAGED Fm(INCH/HR) = .10 TOTAL AREA(ACRES) = 6.41 PEAK FLOW RATE(CFS) = 14.09 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .54 HALFSTREET FLOOD WIDTH(FEET) = 26.76 FLOW VELOCITY(FEET/SEC.) = 2.57 DEPTH*VELOCITY = 1.37 ***************************************************************+************ FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = � ____________________________________________________________________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CCNFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT E7REAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.47 RAINFALL INTENSITY(INCH/HR) = 2.63 AVERAGED Fm(INCH/HR) = .10 IVE STREAM AREA(ACRES) = 6.18 � �TAL STREAM AREA(ACRES) = 6.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.09 **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 25.00 IS CODE = 2 ____________________________________________________________________________ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<{{< ============================================================================ DEVELOPMENT IS COMMERCIAL TC = K*C(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 255.00 UPSTREAM ELEVATION(FEET) = 971.29 DOWNSTREAM ELEVATION(FEET) = 968.36 ELEVATION DIFFERENCE(FEET) = 2.93 TC(MIN.) = .304*[( 255.00** 3.00)/( 2.93)]** .20 = 6.814 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.780 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA RUNOFF(CFS) = 5.83 TOTAL AREA(ACRES) = 1.76 PEAK FLOW RATE(CFS) = 5.83 *************************************************ee***************e********* n'OW PROCESS FROM NODE 28.00 TO NODE 25.00 IS CODE = 1 _. ________________________________________________________________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CQNFLUENCED STREAMgALUES<<<<< ============================================================================ 0 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.81 RAINFALL INTENSITY(INCH/HR) = 3.78 AVERAGED Fm(INCH/HR) = .10 ZFECTIVE STREAM AREA(ACRES) = 1.76 TOTAL STREAM AREA(ACRES) = 1.76 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.33 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH/HR> Ae(ACRES) 1 18.23 11.21 .097 7.48 2 18.10 12.47 .097 7.94 3 17.66 13.59 .097 8.17 4 17.37 6.81 .097 5.24 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.23 Tc(MIN.) = 11.211 EFFECTIVE AREA(ACRES) = 7.48 AVERAGED Fm(INCH/HR) = .10 TOTAL AREA(ACRES) = 8.17 FLOW PROCESS FROM NODE 25.00 TO NODE J2.00 1S CODE = 6 ____________________________________________________________________________ >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU BUBAREA<<<<< ============================================================================ 41PSTREAM ELEVATION(FEET) = 968.36 DOWNSTREAM ELEVATION(FEET) = 964.07 �m STREET LENGTH(FEET) = 355.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 26.50 INTERIOR STREET CROSSFALL(DECIMAL) = .015 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 19.09 STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .52 HALFSTREET FLOOD WIDTH(FEET) = 25.93 AVERAGE FLOW VELOC%TY(FEET/SEC.) = 3.70 PRODUCT OF DEPTH&VELOCITY = 1.93 STREET FLOW TRAVEL TIME(MIN.) = 1.60 TC(MIN.) = 12.81 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.588 SOIL CLASSIFICATION IS "A" COMMERCIAL- SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = .77 SUBAREA RUNOFF(CFS) = 1.73 / �FFECTIVE AREA(ACRES) = 8.25 AVERAGED Fm(INCH/HB) = .10 �'TOTAL AREA(ACRES) = 8.94 PEAK FLOW RATE(CFS) = 18.50 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .52 HALFSTREET FLOOD WIDTH(FEET) = 25.93 FLOW VELOClTY(FEET/SEC.) = 3.58 DEPTH*VELOCITY = 1.87 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 32.00 IS CODE = 1 __ ________________________________________________________________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CCNFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.81 RAINFALL INTENSITY(INCH/HR) = 2.59 AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = 8.25 TOTAL STREAM AREA(ACRES) = 8.94 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.50 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 155.00 UPSTREAM ELEVATION&FEET> = 965.84 DOWNSTREAM ELEVATION(FEET) = 964.07 ELEVATION DIFFERENCE(FEET) = 1.77 (MIN.) = .304*[( 155.00** 3.00/1 1.77)]** .20 = 5.591 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.256 (125 IL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA RUNOFF(CFS) = .79 TOTAL AREA(ACRES) = .21 PEAK FLOW RATE(CFS) = .79 *******************************************************************e******** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 1 ----------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIW.) = 5.59 RAINFALL INTENSITY(INCH/HR) = 4.26 AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = .21 TOTAL STREAM AREA(ACRES) = .21 PEAK FLOW RATE(CFS) AT CONFLUENCE = .79 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ^" PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 18.03 8.47 .097 6.22 2 18.97 12.81 .097 8.46 3 18.85 14.09 .097 8.92 0 4 18.40 15. 25 .097 c�.15 5 13., 5.59 .097 4.18 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK. FLOW RATE(CFS) = 18.97 Tc(MIN.) = 12.812 FFECTIVE AREA(ACRES) = 8.46 AVERAGED Fm(INCH/HR) TOTAL AREA(ACRES) = 9.15 FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 6 ____________________________________________________________________________ >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 964.07 DOWNSTREAM ELEVATION(FEET) = 358.87 STREET LENGTH(FEET) = 190.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 26.50 INTERIOR STREET CROSSFALL(DECIMAL) = .015 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLO4�CFS) = 19.26 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .47 HALFSTREET FLOOD WIDTH(FEET) = 22.62 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.66 PRODUCT OF DEPTH&VELOCITY = 2.30 41PTREET FLOW TRAVEL TIME(MIN.) = .65 TC(MIN.) = 13.46 25.YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.512 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = .26 SUBAREA RUNOFF(CFS) = .57 EFFECTIVE AREA(ACRES) = 8.72 AVERAGED Fm(INCH/HR) = .10 TOTAL AREA(ACRES) = 9.41 PEAK FLOW RATE(CFS) = 18.97 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .46 HALFSTREET FLOOD WIDTH(FEET) = 21.79 FLOW VELOCITY(FEET/SEC.) = 5.15 DEPTH*VELOCITY = 2.37 **************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE = 7 ____________________________________________________________________________ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 13.46 RAINFALL INTENSITY(INCH/HR) = 2.51 EFFECTIVE AREA(ACRES) = 8.72 TOTAL AREA(ACRES) = 9.41 PEAK FLOW RATE(CFS) = 9.48 AVERAGED LOSS RATE, Fm(INCH/HR) = 1.490 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. \ FLOW PROCESS FROM NODE 33.00 TO NODE 36.00 IS CODE = 9 0 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM NODE ELEVATION(FEET) = 558.87 DOWNSTREAM NODE ELEVATION(FEET) = 955.96 rHANNEL LENGTH THRU SUBAREA(FEET) = 415.00 " GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = .500 PAVEMENT LIP(FEET) = .030 MANNING'S N = .0130 PAVEMENT CROSSFALL(DECIMAL NOTATION) = .00 MAXIMUM DEPTH(FEET) = 1.00 25 YEAR RAINFALL INTENSITY(INCH/H[3UR) = 2.297 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.19 AVERAGE FLOW DEPTH(FEET) = .68 FLOOD WIDTH(FEET) = 33.84 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 2.17 TC(MIN.) = 15.63 SUBAREA AREA(ACRES) = 2.32 SUBAREA RUNOFF(CFS) = 4.59 EFFECTIVE AREA(ACRES) = 11.04 AVERAGED Fm(INCH/HR) = 1.20 TOTAL AREA(ACRES) = 11.73 PEAK FLOW RATE(CFS) = 10.93 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = .68 FLOOD WIDTH(FEET) = 33.84 FLOW VELOCITY(FEET/SEC.) = 2.97 DEPTH*VELOCITY = 2.03 **************************************************************************** FLOW PROCESS FROM NODE 36.00 TO NODE 36.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: f ME OF CONCE�NTRATION(MIN.) = 15.63 INFALL INTENSITY(INCH/HR) = 2.30 AVERAGED Fm(INCH/HR) = 1.20 EFFECTIVE STREAM AREA(ACRES) = 11.04 TOTAL STREAM AREA(ACRES) = 11.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.93 ******e********************************************************************* FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 2 ____________________________________________________________________________ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<{<< ============================================================================ DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 960.55 DOWNSTREAM ELEVATION(FEET) = 959.69 ELEVATION DIFFERENCE(FEET) = .86 TC(MIN.) = .304*[( 1000.00** 3.00)/( .86)3** .20 = 19.769 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.995 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA RUNOFF(CFS) = 4.78 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 4.78 **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE = 5 ---------------------------------------------------------------------------- OZZ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM NODE ELEVATION(FEET) = 959.69 DOWNSTREAM NODE ELEVATION(FEET) = 955.96 {ANNEL LENGTH THRU SUBAREA(FEET) = 680'00 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = .000 MANNING'S FACTOR = .013 MAXIMUM DEPTH(FEET) = .50 CHANNEL FLOW THRU SUDAREA(CFS) = 4.78 FLOW VB-OCITY(FEET/SEC.) = 3.91 FLOW DEPTH(FEET) = .41 TRAVEL TIME(MIN.) = 2.90 TC(MIN.) = 22.67 FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE = 1 ____________________________________________________________________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 22.67 RAINFALL INTENSITY(INCH/HR) = 1.84 _ AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = 2.80 TOTAL STREAM AREA(ACRES) = 2.80 PE�4..' FLOW RATE(CFS) AT CONFLUENCE = 4.7G OW PROCESS FROM NODE 36.00 TO NODE 36.00 IS CODE = 7 ______________________________________--------- - _ _ _ _ _ SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ____________________ ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 8.89 RAINFALL INTENSITY(INCH/HR) = 3.22 EFFECTIVE AREA(ACRES) = 22.88 TOTAL AREA(ACRES) = 33.09 PEAK FLOW RATE(CFS) = 59.42 AVERAGED LOSS RATE, Fm(INCH/HR) = .340 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. FLOW PROCESS FROM NODE 36.00 TO NODE 36.00 IS CODE = 1 ____________________________________________________________________________ >>>>>DES%GNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.89 RAINFALL INTENSITY(INCH/HR) = 3.22 AVERAGED Fm(INCH/HR) = .34 EFFECTIVE STREAM AREA(ACRES) = 22.88 TOTAL STREAM AREA(ACRES) = 33.09 rTAK FLOW RATE(CFS) AT CONFLUENCE = 59.42 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. IV CZF ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 55.43 15.63 .591 35.85 2 42.01 22.67 .579 36.72 3 74.23 8.89 .509 30.26 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 74.23 Tc(MIN.) = 8.885 EFFECTIVE AREA(ACRES) = 30.26 AVERAGED Fm(INCH/HR) = .51 TOTAL AREA(ACRES) = 47.62 **************************************************************************** FLOW PROCESS FROM NODE 36.00 TO NODE 36.10 IS CODE = 3 ____________________________________________________________________________ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 48.0 INCH PIPE IS 34.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.7 UPSTREAM NODE ELEVATION(FEET) = 944.17 DOWNSTREAM NODE ELEVATION(FEET) = 943.30 FLOWLENGTH(FEET) = 219.00 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) = 4 3.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 74.23 TRAVEL TIME(MIN.) = .47 TC(KIN.) = 9.3o ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 47.62 TC(MIN.) = 9.36 E FFECTIVE AREA(ACRES) = 30.26 AVERAGED Fm(INCH/HR)= .51 AK FLOW RATE(CFS) = 74.23 PEAK FLOW RATE TABLE *** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 55.43 16.14 .591 35.85 2 42.01 23.22 .579 36.72 3 74.23 9.36 .509 30.26 END OF RATIONAL METHOD ANALYSIS ============================================================================ ============================================================================ (�D RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-88 Advanced Enqineering Software Wes) 5.2A Release Date: 7/08/88 Serial # 2932 Analysis prepared by: JOHNSON - FRANK & ASSOCIATES 5150 E. HUNTER AVE. ANAHEIM.CA. 92807 (714) 777-8877 ************************** DESCRIPTION OF STUDY ************************** * 'J�b -L-Y1EAR HYDROLOGY FOR' J.N. * * RUN 4-4-89 L.CASTILLO * * OUTPUT FILE 35187B.DAT * FILE NAME: 35187B.DAT TIME/DATE OF STUDY: 14:50 4/ 6/1?99 ============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ============================================================================ --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = .890 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.280 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.2800 SLOPE OF INTENSITY DURATION CURVE = .6000 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 688.00 UPSTREAM ELEVATION(FEET) = 982.66 DOWNSTREAM ELEVATION(FEET) = 975.13 ELEVATION DIFFERENCE(FEET) = 7.53 TC(MIN.) = .304*[( 688.00** 3.00)/( 7.53)]** .20 = 10.235 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.699 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA RUNOFF(CFS) = 7.84 TOTAL AREA(ACRES) = 2.42 PEAK FLOW RATE(CFS) = 7.84 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 co ____________________________________________________________________________ />>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.23 RAINFALL INTENSITY(INCH/HR) = 3.70 AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = 2.42 TOTAL STREAM AREA(ACRES) = 2.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.84 **************************************************************************** FLOW PROCESS FROM NODE 2.20 TO NODE 2.50 IS CODE = � >>>>>RATIONAL METHOD INITIAL SUBAREA ANAL?S%S<<<<< ============================================================================ DEVELOPMENT IS COMMERCIAL TC = K*C(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 390.00 UPSTREAM ELEVATION(FEET) = 978.20 DOWNSTREAM ELEVATION(FEET) = 975.53 ELEVATION DIFFERENCE(FEET) = 2.67 TC(MIN.) = .304*[( 390.00** 3.00)/( 2.67)]** .20 = 8.95P- 100 YEAR RAINFALL INTENSIT7(INCH/HOUR) = 4.007 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR; = .0970 SUBAREA RUNOFF(CFS) = 4.22 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 4.22 ******************************************************************++********* FLOW PROCESS FROM NODE 2.20 TO NODE 2.50 IS CODE = � ____________________________________________________________________________ >>>>>DEGIGNATE INDEPENDENT STREAM FOR CONFLUENCE(<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM \/ALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.96 RAINFALL INTENSITY(lNCH/HR) = 4.01 AVERAGED Fm(INCH/HR> = .10 EFFECTIVE STREAM AREA(ACRES) = 1.20 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FL-OW RATE(CFS) AT CONFLUENCE = 4.22 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) 1 11.73 10.23 2 11.68 8.96 Fm(INCH/HR) Ae(ACRES) .097 3.62 .097 3.32 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.73 Tc<MIN.> = 10.235 EFFECTIVE AREA(ACRES) = 3.62 AVERAGED Fm(INCH/HR) = .10 TOTAL AREA(ACRES) = 3.62 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6 ____________________________________________________________________________ >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<(< ============================================================================ UPSTREAM ELEVATION(FEET) = 975.13 DOWNSTREAM ELEVATION(FEET) = 968.00 STREET LENGTH(FEET) = 575.00 CURB HEIBTH(INCHES) = S. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 30.50 INTERIOR STREET CROSSFALL(DECIMAL) = .006 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 13.13 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .35 HALFSTREET FLOOD WIDTH(FEET) = 29.14 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.36 PRODUCT OF DEPTH&VELOCITY = .84 STREET FLOW TRAVEL TIME(MIN.) = 4.02 TC(MIN.) = 14.25 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.032 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .097� SUBAREA AREA(ACRES) = 1.05 SUBAREA RUNOFF(CF5) = 2.77 EFFECTIVE AREA(ACRES) = 4.67 AVERAGED Fm(INCH/HR) = .10 TOTAL AREA(ACRES) = 4.67 PEAK FLOW RATE(CFS) = 12.34 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .35 HALFSTREET FLOOD WIDTH(FEET) = 29.14 FLOW VELOCITY(FEET/SEC.) = 2.24 DEPTH*VELOCITY = .79 FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>}USER SPECIFIED HYDROLOGY INFORMATION AT NQDE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 14.25 RAINFALL INTENSITY(INCH/HR) = 3.03 EFFECTIVE AREA(ACRES) = 4.67 TOTAL AREA(ACRES) = 4.67 PEAK FLOW RATE(CFS) = 6.71 AVERAGED LOSS RATE, Fm(INCH/HR) = 1.440 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. **************************************************************************** FLOW PROCESS FROM NODE 3.00 T8 NODE 4.00 IS CODE = 6 ____________________________________________________________________________ >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 968.00 DOWNSTREAM ELEVATION(FEET) = 959.53 STREET LENGTH(FEET) = 440.00 CURB HEIGTH(INCHES) = S. STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 30.50 INTERIOR STREET CROSSFALL(DECIMAL) = .006 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 7.54 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .31 HALFSTREET FLOOD WIDTH(FEET) = 21.52 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.36 PRODUCT OF DEPTH&VELOCITY = .73 STREET FLOW [RAVEL TIME(MIN.) = 3.10 TC(MIN.) = 17.35 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.695 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE. Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = .71 SUBAREA RUNOFF(CFS) = i.66 EFFECTIVE AREA(ACRES) = 5.38 AVERAGED Fm(INCH/HR) = 1.26 TOTAL AREA(ACRES) = 5.38 PEAK FLOW RATE(CFS) = 0.93 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .31 HALFSTREET FLOOD WIDTH(FEET) = 21.52 FLOW VELOCI7Y(FEET/SEC.) = 2.17 DEPTH*VELOCITY = .i7 FLOW PROCESS FROM NODE 3.00 TO &ODE 4.00 IS CODE = 1 ____________________________________________________________________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CQNCENTRATION(MIN.) = 17.35 RAINFALL INTENSITY(INCH/HR) = 2.69 AVERAGED Fm(INCH/HR) = 1.26 EFFECTIVE STREAM AREA(ACRES) = 5.38 TOTAL STREAM AREA(ACRES) = 5.38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.93 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE= 2 ____________________________________________________________________________ >>>>>RAT%ONAL METHOD INITIAL SUBAREA ANALYS%S<<<<< ============================================================================ DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)I** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 265.00 UPSTREAM ELEVATION(FEET) = 968.77 DOWNSTREAM ELEVATION(FEET) = 961.44 ELEVATION DIFFERENCE(FEET) = 7.33 TC(MIN.) = .304*[( 285.00** 3.00)/( 7.33)]** .20 = 5.805 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.198 SOIL CLASSIFICATION I5 "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA RUNOFF(CFS) = 3.86 TOTAL AREA(ACRES) = .84 PEAK FLOW RATE(CFS) = 3.86 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 1 ____________________________________________________________________________ 6 al Q>)DESIGNATE INDEPENDENT STREAM FOR CONFLLENCE- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN.) = 5.80 RAINFALL INTENSITY(INCH/HR) = 5.20 AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = .84 TOTAL STREAM AREA(ACRES) = .84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.8 FLOW PROCESS FROM NODE 7.00 TO NODE S.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<' DEVELOPMENT IS COMMERCIAL TC = K*L(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 430.0C UPSTREAM ELEVATION(FEET) = 965.84 DOWNSTREAM ELEVATION(FEET) = 959.98 ELEV4TION DIFFERENCE(FEET) = 5.86 TC(MIN.) = .304*[( 430.00** 3.00)/( 8.117 100 YEAR RAINFALL INTEMSIT/(INCH/HOUR4 SOIL CLASSIFICATION IS ^A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) SUBAREA RUNOFF(CFS> = 5.05 ^ TOTAL AREA(ACRES) = 1.35 PEAK FLOW RATE(CFS) = 5.05 **********************************************+***************************** FLOW PROCESS FROM NODE 7.00 TO NODE E.00 IS CODE = 1 ____________________________________________________________________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.12 RAINFALL %WTENSITY(INCH/HR) = 4.25 AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = 1.35 TOTAL STREAM AREA(ACRES) = 1.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.05 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.50 IS CODE = 2 ____________________________________________________________________________ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 550.00 UPSTREAM ELEVATION(FEET) = 963.92 DOWNSTREAM ELEVATION(FEET) = 962.28 ELEVATION DIFFERENCE(FEET) = 1.64 TC(MIN.) = .304*[( 550.00** 3.00)/( 1.64)]** .20 = 12.137 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.339 SOIL CLASSIFICATION IS "A" �� J COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA RUNOFF(CFS) = 6.16 TOTAL AREA(ACRES) = 2.11 PEAK FLOW RATE(CFS) 6.16 FLOW PROCESS FROM NODE 10.50 TO NODE 8.00 IS CODE = 3 ____________________________________________________________________________ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.4 UPSTREAM NODE ELEVATION(FEET) = ?58.11 DOWNSTREAM NODE ELEVATION(FEET) = 953.55 FLOW LENG[H(FEET) = 577.97 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.16 TRAVEL TlME(MIN.) = 1.78 TC(MlN.) = 13.92 **************************************************************************** FLOW'PROCESS FROM NODE 6.00 TO NODE 8.00 IS CODE I >>>>>DESIGNATE lNDEPENDENT STREAM FOR CONFLUENCE<<<Q. >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATI0N(MIN.) = 13.92 RAINFALL INTENSITY(INCH/HR) = 3.08 AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = 2.11 TOTAL STREAM AREA(ACRES) = 2.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.16 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc<MIN.> Fm(INCH/HR) Ae(ACRES) 1 19.06 5.80 .565 4.49 2 19.96 8.12 .591 5.94 3 17.42 17.35 .745 9.68 4 19.07 13.92 .621 8.61 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 19.96 Tc(MIN.) = 8.117 EFFECTIVE AREA(ACRES) = 5.94 AVERAGED Fm(INCH/HR) = .59 TOTAL AREA(ACRES) = 9.68 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 3 ____________________________________________________________________________ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC ) = 12.3 UPSTREAM NODE ELEVATION(FEET) = 953.55 DOWNSTREAM NODE ELEVATION(FEET) = 949.29 FLOW LENGTH(FEET) = 113.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = I PIPE FLOW (CFS) = 19.96 TRAVEL TIME(MIN.) = .15 TC(MIN.) = 3.27 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA HrvRLvKiKAAAN-� ============================================================================ DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHAN603** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 860.00 UPSTREAM ELEVATION(FEET) = 963.92 DOWNSTREAM ELEVATION(FEET) = 958.61 ELEVATION DIFFERENCE(FEET) = 5.31 TC(MIN.) = .304*[( 800.00** 3.00)/( 5.31)1** .20 = 12.015 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.360 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HF = .0970 SUBAREA RUNOFF(CFS) = 16.18 TOTAL AREA(ACRES) = 5.51 PEAK FLG� RATE(CFS) ******************************************+********************************* FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 3 ____________________________________________________________________________ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<�< ============================================================================ DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.7 INCHES PIPE-FLOW VELOCITY(FEEl[/SEC.) = 9.7 UPSTREAM NODE ELEVATION(FEET) = 953.36 DOWNSTREAM NODE ELEVATION(FEET) = 952.38 FLOW LENGTH(FEET) = 49.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FL0W(CFS) = 16.18 TRAVEL T%ME(MIN.) = .08 TC(MIN.) = 12.10 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 1 ____________________________________________________________________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.10 RAINFALL INTENSITY(INCH/HR) = 3.35 AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = 5.51 TOTAL STREAM AREA(ACRES) = 5.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.18 *******************************************************************e******** FLOW PROCESS FROM NODE 13.00 TO NODE 12.10 IS CODE = 2 0 ____________________________________________________________________________ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<{<< ============================================================================ DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 350.00 UPSTREAM ELEVATION(FEET) = 958.00 DOWNSTREAM ELEVATION(FEET) = 956.22 ELEVATION DIFFERENCE(FEET) = 1.78 TC(MIN.) = .304*[( 350.00** 3.00)/( 1.78)]** .20 = 9.104 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.96B SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE. Fm(INCH/HR) = .0970 SUBAREA RUNOFF(CFS) = 8.15 TOTAL AREA(ACRES) = 2.34 PEAK FLOW HATEQFS) = 8.15 **************************************************************************** FLOW PROCESS FROM NODE 12.10 TO NODE 12.00 IS CODE = 3 ____________________________________________________________________________ ' >>/>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA{<<<< >>>>>USING COMPUTER-ESTIMATED PIPEGIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.3 UPSTREAM NODE ELEVATION(FEET) = 956.22 DOWNSTREAM NODE ELEVATION(FEET) = 951.88 FLOW LENGTH(FEET) = 24.65 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.15 TRAVEL TIME(MIN.) = .02 TC(MIN.) = 9.13 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 ____________________________________________________________________________ >>>>>OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES{<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.13 RAINFALL INTENSITY(INCH/HR) = 3.96 AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = 2.34 TOTAL STREAM AREA(ACRES) = 2.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.15 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 23.03 12.10 .097 7.85 2 22.67 9.13 .097 6.50 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 23.03 Tc(MIN.) = 12.099 EFFECTIVE AREA(ACRES) = 7.85 AVERAGED Fm(INCH/HR) = .10 be TOTAL AREA(ACRES) = 7.85 FLOW PROCESS FROM NODE 12.00 TO NODE 9.00 IS CODE = 3 ____________________________________________________________________________ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >/>>>USING COMPUTER-ESTIMATED PIPESlZE (NON-PRESSURE FLOW4<<<< ============================================================================ DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.4 UPSTREAM NODE ELEVATION(FEET) = 950.88 DOWNSTREAM NODE ELEVATION(FEET) = 949.39 FLOW LENGTH(FEET) = 410.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.03 TRAVEL TIME(MIN.) = 1.25 TC(MlN.) = 13.35 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 9.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR C2NFLUENCE<<<<< ============================================================================ TOTAL NUMDER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.35 RAINFALL INTENSITY(INCH/HR) = 3.15 AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = 7.85 TOTAL STREAM AREA(ACRES) = 7.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.03 **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 7 _________________________________________________________________________ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(M%N.) = 8.27 RAINFALL INTENSITY(INCH/HR) = 4.20 EFFECTIVE AREA(ACRES) = 5.94 TOTAL AREA(ACRES) = 9.68 PEAK FLOW RATE(CFS) = 19.96 AVERAGED LOSS RATE, Fm(JNCH/HR) = .470 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 1 ____________________________________________________________________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFL-UEy4CE<<<<< >>)>>AND COMPUTE VARIOUS CONFLUENCED STREAM VAL-UES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.27 RAINFALL INTENSITY(INCHyHR) = 4.20 AVERAGED Fm(INCH/HR) = .47 EFFECTIVE STREAM AREA(ACRES) = 5.94 ~= TOTAL STREAM AREA(ACRES) = 9.68 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.96 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** FEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 39.77 10.38 .275 12.44 ' 2 37.38 13.35 .258 13.79 3 40.73 8.27 .296 11.11 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOW& PEAK FLOW RATE(CFS) = 40.73 Tc(MIN.) = 8.270 EFFECTIVE AREA(ACRES) = 11.11 AVERAGEL Fm(INCH/HR) = .30 TOTAL AREA(ACRES) = 17.53 FLOW PROCESS FROM NODE 9.00 TO NODE 15.00 IS CODE = 3 ____________________________________________________________________________ />>/>COMPUTE PIPE-FLOW TRAVEL TIME THRU SU8PREA<<<<< >>>`>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ CEP7H OF FLOW IN 39.0 INCH PIPE IS 27.1 INCHES PIPE-FLOW VELOCI7Y(FEET/SEC.) = 6.6 UPSTREAM NODE ELEVATION(FEET) = 948.39 DOWNSTREAM NODE ELEVATION(FEET) = 947.50 FLOW LENGTH(FEET) = 226.48 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 40.73 TRAVEL TIME(MIN.) = .57 TC(MIN.) = 8.84 FLOW PROCESS FROM NODE 9.00 TO NODE 15.00 IS CODE = 1 ____________________________________________________________________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL- NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.84 RAINFALL INTENSITY(INCH/HR) = 4.04 AVERAGED Fm(INCH/HR) = .30 EFFECTIVE STREAM AREA(ACRES) TOTAL STREAM AREA(ACRES) = 17.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 40.73 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.10 IS CODE = 2 >>>>)RATIONAL METHOD INITIAL SUBAREA ANALYSIS<{{<< ============================================================================ DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 260.00 UPSTREAM ELEVATION(FEET) = 962.00 DOWNSTREAM ELEVATION(FEET) = 956.72 ELEVATION DIFFERENCE(FEET) = 5.28 (� - TC(MIN.) = .304*[( 260.00** 3.00)/( 5.28)]** .20 = 6.128 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.032 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE. Fm(INCH/HR) = .0970 SUBAREA RCNOFF(CFS) = 15.99 TOTAL AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) = 15.99 **************************************************************************** FLOW PROCESS FROM NODE 15.10 TO NODE 15.00 IS CODE = 3 ____________________________________________________________________________ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLJW)<<<<< ============================================================================ ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE 13 8.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 20.1 UPSTREAM NODE ELEVATION(FEET) = ?51.39 DOWNSTREAM NODE ELEVATION(FEET) = 948.50 FLOW LENGTH(FEET) = 21.07 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.99 TRAVEL TIME(MIN.) = .02 TC(MIN.) = 6.15 ***********+**************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.15 RAINFALL lNTENSITY(INCH/HR) = 5.02 AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = 3.60 TOTAL STREAM AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.99 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 53.53 8.84 .248 14.71 2 50.98 10.95 .235 16.04 3 47.03 13.94 .224 17.39 4 51.75 6.15 .233 11.33 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 53.53 Tc(MIN.) = 8.840 EFFECTIVE AREA(ACRES) = 14.71 AVERAGED Fm(lNCH/HR) = .25 TOTAL AREA(ACRES) = 21.13 *********************************************************e****************** FLOW PROCESS FROM NODE 15.00 TO NODE 17.00 IS CODE = 3 ____________________________________________________________________________ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< �� `^w� >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 42.0 INCH PIPE IS 30,7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.1 UPSTREAM NODE ELEVATION(FEET) = 947.50 DOWNSTREAM NODE ELEVATION(FEET) = 94a.57 FLOW LENGTH(FEET) = 231.53 MANNING S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 53.53 ^ TRAVEL TIME(MIN.) = .54 TC(MIN.) = 9.38 FLOW PROCESS FROM NODE 16.00 TO NODE 17.10 IS CODE = 2 ____________________________________________________________________________ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 255.00 UPSTREAM ELEVATION(FEET) = 963.58 DOWNSTREAM ELEVATION(FEET) = 957.09 ELEVATION DIFFERENCE(FEET) = 6.49 TC(MIN.) = .304*[( 255.00** 3.00)/( 'z~49)3** .20 = 1.812 100 YEAR RAINFALL INTENSITY(INCH/HOUR: = 5.194 SOIL CLASSIFICATION IS °A" COMMERCIAL SUBAREA LOSS RATE, Fm(lNCH/HR) = .0970 SUBAREA RUNOFF(CFS/ = 6.01 TOTAL AREA(ACRES) = 1.31 PEAK FLOW RATE(CFS) = 6.01 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 17.10 IS CODE = 1 ____________________________________________________________________________ >>>>>I}ESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 5.81 RAINFALL INTENSITY(INCH/HR) = 5.19 AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = 1.31 TOTAL STREAM AREA(ACRES) = 1.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.01 FLOW PROCESS FROM NODE 33.00 TO NODE 17.10 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT N0DE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 13.33 RAINFALL INTENSITY(INCH/HR) = 3.16 EFFECTIVE AREA(ACRES) = 8.73 TOTAL AREA(ACRES) = 9.41 PEAK FLOW RATE(CFS) = 12.02 AVERAGED LOSS RATE, Fm(INCH/HR) = 1.630 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. **************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 17.10 IS CODE = 1 ____________________________________________________________________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.33 RAINFALL INTENSITY(INCH/HR) = 3.16 AVERAGED Fm(INCH/HR) = 1.63 EFFECTIVE STREAM AREA(ACRES) = 8.73 TOTAL STREAM AREA(ACRES) = 9.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.02 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) 1 18.25 5.81 2 15.63 13.33 Fm(INCH/HR) Ae(ACRES) 1.238 5.12 1.430 10.04 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.25 Tc(MIN.) = S.B12 EFFECTIVE AREA(ACRES) = 5.12 AVERAGED Fm(lNCH/HR! = 1.24 TOTAL AREA(ACRES) = 10.72 **************************************************************************** FLOW PROCESS FROM NODE 17.10 TO NODE 17.00 IS CODE = 3 ______________________________________________________ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE ====================================================== ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.8 UPSTREAM NODE ELEVATION(FEET) = 953.09 DOWNSTREAM NODE ELEVATION(FEET) = 947.52 FLOW LENGTH(FEET) = 46.50 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPE-FLOW(CFS) = 18.25 TRAVEL TIME(MIN.) = .04 TC(MIN.) = 5.85 FLOW) < < < < < ===================== PIPES = 1 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 1 >>>>>DES%GNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 5.85 RAINFALL INTENS%TY(INCH/HR) = 5.17 AVERAGED Fm(INCH/HR) = 1.24 EFFECTIVE STREAM AREA(ACRES) = 5.12 TOTAL STREAM AREA(ACRES) = 10.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.25 (lis **************************************** ******************************** FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 IS CODE = 2 ____________________________________________________________________________ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DEVELOPMENT 13 COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 230.00 UPSTREAM ELEVATION(FEET) = 965.84 DOWNSTREAM ELEVATION(FEET) = 963,83 ELEVATION DIFFERENCE(FEET) = 2.01 TC(MIN.) = .304*[( 230.00** 3.00//( 2.01)]** .20 = 6.907 100 YEAR RAINFALL INTENSITY(INCH/POUR) = 4.683 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(InCH'HR) = .0970 SUBAREA RUNOFF(CFS) = 5.12 TOTAL AREA(ACRES) = 1.24 PEAK FLOW RATE(CFS) = 5.12 ***************+************************************************************ FLOW PROCESS FROM NODE 30.00 TO N[DE 17.00 IS CODE = 3 ____________________________________________________________________________ />>>>CDMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<!< >>>>>USING COMPUTER-ESTIMATED PIPESlZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ESTIMATED PIPE DIAMETER(INCH) INCREA5ED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.9 UPSTREAM NODE ELEVATION(FEET) = 960.10 DOWNSTREAM NODE ELEVATION(FEET) = 947.52 FLOW LENGTH(FEET) = 131.06 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.12 TRAVEL TIME(MIN.) = .17 TC(MlN.) = 7.08 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 17.00 IS CODE = 1 ____________________________________________________________________________ >>>>>DEG%GNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.08 RAINFALL INTENSITY(INCH/HR) = 4.62 AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = 1.24 TOTAL STREAM AREA(ACRES) = 1.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.12 ********************************************e******************************* FLOW PROCESS FROM NODE 15.00 TO NODE 17.00 IS CODE = 7 ____________________________________________________________________________ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 8.84 RAINFALL INTENS%TY(INCH/HR) = 4.04 EFFECTIVE AREA(ACRES) = 14.71 TOTAL AREA(ACRES) = 21.13 PEAK FLOW RATE(CFS) = 53.53 AVERAGED LOSS RATE, Fm(INCH/HR) = .310 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. FLOW PROCESS FROM NODE 15.00 TO NODE 17.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >)>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.84 RAINFALL INTENSITY(INCH/HR) = 4.04 AVERAGED Fm(INCH/HR) = .31 EFFECTIVE STREAM AREA(ACRES) = 14.71 TOTAL STREAM AREA(ACRES) = 21.13 PEAK FLOW RATE(CFS) AT CONFLUENCE = 53.53 RAINFALL INTENSITY AND TIME OF CONCENTRAT:ON RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH/HR) "e(ACRES) 1 69.21 5.85 .595 15.88 2 72.42 7.08 .603 16.93 3 59.87 13.37 .732 25.99 4 75.39 8.84 .617 23.02 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 75.39 Tc(MIN.) = 8.840 EFFECTIVE AREA(ACRES) = 23.02 AVERAGED Fm(INCH/HR) = .62 TOTAL AREA(ACRES) = 33.09 FLOW PROCESS FROM NODE 17.00 TO NODE 36.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<{<< >>>>>USING COMPUTER-ESTIMATED PIPEGIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 48.0 INCH PIPE IS 34.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.7 UPSTREAM NODE ELEVATION(FEET) = 946.47 DOWNSTREAM NODE ELEVATION(FEET) = 944.67 FLOW LENGTH(FEET) = 453.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 75.39 TRAVEL TIME(MIN.) = .98 TC(MIN.) = 9.82 FLOW PROCESS FROM NODE 3.10 TO NODE 3.00 IS CODE = 2 ____________________________________________________________________________ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 9G0.00 DOWNSTREAM ELEVATION(FEET) = 965.00 ELEVATION DIFFERENCE(FEET) = 15.00 TC(MIN.; = .304*[( 1000.00** 3.00)/( 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) SUBAREA RUNOFF(CFS) = 97.54 TOTAL AREA(ACRES) = 31.74 PEAK FLOW 15.00)]** .20 = 11.160 3.512 = .0970 RATE(CFS) = 97.54 **************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<:. ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.16 RAINFALL INTENSITY(INCH/HR) = 3.51 AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = 31.74 TOTAL STREAM HREA(ACRE6) = 31.74 PEAK FLOW RATE(CFS) AT CONFLUENCE = 97.54 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 7 ____________________________________________________________________________ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 14.25 RAINFALL INTENSITY(INCH/HR) = 3.03 EFFECTIVE AREA(ACRES) = 4.67 TOTAL AREA(ACRES) = 4.67 PEAK FLOW RATE(CFS) = 5.60 AVERAGED LOSS RATE, Fm(INCH/HR) = 1.710 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 --------------------------------------------~------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<{ >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ========================================================== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.25 RAINFALL INTENSITY(INCH/HR) = 3.03 AVERAGED Fm(INCH/HR) = 1.71 EFFECTIVE STREAM AREA(ACRES) = 4.67 TOTAL STREAM AREA(ACRES) = 4.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** 0 Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 103.52 11.16 .264 35.40 2 89.46 14.25 .304 36.41 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 103.52 Tc(MIN.) = 11.160 EFFECTIVE AREA(ACRES) = 35.40 AVERAGED Fm(INCH/HR) = .26 TOTAL AREA(ACRES) = 36.41 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 22.00 IS CODE = 3 ____________________________________________________________________________ >/}>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >/!>>USING COMPUTER-ESTIMATED PIF`ESIZE (NON-PRESSURE FLOW �<<<< ============================================================================ DEPTH OF FLOW IN 54.0 INCH PIPE IS 39.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.4 UPSTREAM NODE ELEVATION(FEET) = 959.66 DOWNSTREAM NODE ELEVATION(FEET) = 959.07 FLOW LENGTH(FEET) = 147.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 103.52 TRAVEL TlME(MIN,) = .29 TC(MIN.) = 11.45 FLOW PROCESS FROM NODE 3.00 TO NODE 22.00 IS CODE = 1 ____________________________________________________________________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.45 RAINFALL INTENSITY(INCH/HR) = 3.46 AVERAGED Fm(INCH/HR) = .26 EFFECTIVE STREAM AREA(ACRES) = 35.40 TOTAL STREAM AREA(ACRES) = 36.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 103.52 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.10 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ================================================== DEVELOPMENT IS COMMERCIAL TC = K*[(LEW8TH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 855.00 UPSTREAM ELEVATION(FEET) = 974.50 DOWNSTREAM ELEVATION(FEET) = 968.53 ELEVATION DIFFERENCE(FEET) = 5.97 TC(MIN.) = .304*[( 855.00** 3.00)/( 5.97)3** .20 = 12.214 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.326 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HB) = .0970 SUBAREA RUNOFF(CFS) = 11.80 ^ TOTAL AREA(ACRES) = 4.06 PEAK FLOW RATE(CFS) 11.80 co **************************************************************************** FLOW PROCESS FROM NODE 22.10 TO NODE 22.00 IS CODE = 3 ____________________________________________________________________________ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>;USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW><<<,< ============================================================================ ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 16.000 DEPTP OF FLOW IN 18.0 INCH PIPE IS 7.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.5 UPSTREAM NODE ELEVATION(FEET) = 964.02 DOWNSTREAM NODE ELEVATION(FEET) = 960.52 FLOW LENGTH(FEET) = 35.03 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.80 TRAVEL TlME(MIN.) = .04 TC(MIN.) = 12.25 e*************************************************************************** FLOW PROCESS FROM NODE 22.10 TO NODE 22.00 IS CODE = 1 ____________________________________________________________________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAN 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.25 RAINFALL INTENSITY(INCH/HR) = 3.32 AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = 4.06 TOTAL STREAM AREA(ACRES) = 4.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11~8z-) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 115.02 11.45 .248 39.19 2 1O0.06 14.55 .283 40.47 3 111.70 12.25 .256 39.72 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 115.02 Tc(MIN.) = 11.452 EFFECTIVE AREA(ACRES) = 39.19 AVERAGED Fm(INCH/HR) = .25 TOTAL AREA(ACRES) = 40.47 ************************************************************************e*** FLOW PROCESS FROM NODE 22.00 TO NODE 27.00 IS CODE 3 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU GUBARER<<<\< >>>>>USING COMPUTER-ESTIMATED P%PESIZE (NON-PRESSURE FLOW)W<< DEPTH OF FLOW IN 54.0 INCH PIPE IS 43.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.4 UPSTREAM NODE ELEVATION(FEET) = 959.07 DOWNSTREAM NODE ELEVATION(FEET) = 958.12 FLOW LENGTH(FEET) = 241.()0 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 115.02 Q� w � TRAVEL TIME(MIN.) = .48 TC(MIN.) = 11.93 **************************************************************************** FLOW PROCE3S FROM NODE 22.00 TO NODE 27.00 IS CODE = 1 ____________________________________________________________________________ >>>>>DESISNATE INDEPENDENT STREAM FOR CONFL-UENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.93 RAINFALL INTENSITY(INCH/HR) = 3~37 AVERAGED Fm(INCH/HR) = .25 EFFECTIVE STREAM AREA(ACRES) = 79.19 TOTAL STREAM AREA(ACRES) = 40.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 115.02 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 27.10 IS CODE = 2 ____________________________________________________________________________ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 250.00 UPSTREAM ELEVATION(FEET) = 971.29 DOWNSTREAM ELEVATION(FEET) = 968.42 ELEVATION DIFFERENCE(FEET) = 2.87 TC(MIN.) = .304*[( 250.00** 3.00)/( 2.87)]** .20 = 6.762 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.743 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA RUNOFF(CFS) = 9.07 TOTAL AREA(ACRES) = 2.17 PEAK FLOW RATE(CFS) = 9.07 FLOW PROCESS FROM NODE 27.10 TO NODE 27.00 IS CODE = 3 ----------------------------------------------------------------^-------~----- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 23.4 UPSTREAM NODE ELEVATION(FEET) = 963.17 DOWNSTREAM NODE ELEVATION(FEET) = 959.35 FLOW LENGTH(FEET) = 11.94 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 9.07 TRAVEL TIME(MIN.) = .00 TC(MIN.) = 6.77 ' FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<{<{< >>>>>AND COMPUTE VARIOUS COWFLUENCED STREAM VALUEG<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.77 RAINFALL INTENSITY(INCH/HR) = 4.74 AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = 2.17 TOTAL STREAM AREA(ACRES) = 2.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.07 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 121.42 11.93 .240 41.36 2 117.86 12.73 .248 41.89 3 105.61 15.05 .274 42.64 4 102.86 6.77 .234 24.41 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 121.42 Tc(MIN.) = 11.931 EFFECTIVE AREA(ACRES) = 41.36 AVEX?GED Fm(INCH/HR) = .24 TOTAL AREA(ACRES) = 42.64 FLOW PROCESS FROM NODE 27.00 TO NODE 27.50 IS CODE = � ____________________________________________________________________________ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 57.0 INCH PIPE IS 41.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.7 UPSTREAM NODE ELEVATION(FEET) = 958.1� DOWNSTREAM NODE ELEVATION(FEET) = 956.37 FLOW LENGTH(FEET) = 431.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 121.42 TRAVEL TIME(MIN.) = .83 TC(MIN.) = 12.76 FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 2 ____________________________________________________________________________ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 633.00 UPSTREAM ELEVATION(FEET) = 982.77 DOWNSTREAM ELEVATION(FEET) = 975.42 ELEVATION DIFFERENCE(FEET) = 7.35 TC(MIN.) = .304*[( 633.00** 3.00)/( 7.35)]** .20 = 9.783 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.800 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA RUNQFF(CFS) = 7.20 TOTAL AREA(ACRES) = 2.16 PEAK FLOW RATE(CFS) = 7.20 FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 1 >>>>!DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< [OTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.78 RAINFALL INTENSITY(INCH/HR) = 3.80 AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = 2.16 TOTAL STREAM AREA(ACRES) = 2.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.20 FLOW PROCESS FROM NODE 20.00 TO NODE 19.0C 15 CODE = 2 ____________________________________________________________________________ >/>>>RATIONAL METHOD INITIAL SUBAREA ANALYBIS<<<(< ============================================================================ DEVELOPMENT IS COMMERCIAL TC = K*:(LENGTH** 3.00)/(ELEVATION CHANGE)]** .2O INITIAL SUBAREA FLOW-LENGTH(FEET) = 380.00 UPSTREAM ELEVATION(FEET) = 978.20 DUWNSrREAM ELEVATION(FEET) = 975.42 ELEVATION DIFFERENCE(FEET) = 2.78 TC(MIN.) = .304*[( 380.00** 3.00)/( 2.78)]** .20 = 8.749 100 YEAR RAINFALL INTENSlTY(INCH/HOUR) = 4.064 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA RUNOFF(CFS) = 4.21 TOTAL AREA(ACRES) = 1.18 PEAK FLOW RATE(CFS) = 4.21 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 19.00 IS CODE 1 >>>>>DESI8NATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>ANQ COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.75 RAINFALL INTENSITY(INCH/HR) = 4.06 AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = 1.18 TOTAL STREAM AREA(ACRES) = 1.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.21 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE 'TABLE ** Q(CFS) Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 11.13 9.78 .097 3.34 2 11.11 8.75 .097 3.11 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.13 Tc(MIN.) = 9.783 EFFECTIVE AREA(ACRES) = 3.34 AVERAGED Fm(INCH/HR) = .10 lot TOTAL AREA(ACFES) = 3.34 **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 24.00 IS CODE = 6 ____________________________________________________________________________ >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 975.42 DOWNSTREAM ELEVATION(FEET) = 971.25 STREET LENGTH(FEET) = 118.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROGSFALL GRADEBREAK(FEET) INTERIOR STREET CROSSFALL(DECIMAL) = .015 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 11.52 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .40 HALFSTREET FLOOD WIDTH(FEET) = 17.65 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.68 PRODUCT OF DEPTH&VELOCITY = i.87 STREET FLOW TRAVEL TIME(MIN.) = .42 TC(MIN.) 100 YEAR RAINFALL INTENSITY(INCH/HOUR� = 3.706 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = .24 SUBAREA RUN8FF(CFS) = .78 EFFECTIVE AREA(ACRES) = 3.58 AVERAGED Fm(INCH/HR) = .10 TOTAL AREA(ACRES) = 3.58 PEAK FLOW RATE(CFS) = 11.63 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .40 HALFSTREET FLOOD WIDTH(FEET) = 17.65 FLOW VELOCITY(FEET/SEC.) = 4.73 DEPTH*VELOCITY = 1.88 FLOW PROCESS FROM NODE 19.00 TO NODE 24.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESI8NATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.20 RAINFALL INTENSITY(INCH/HR) = 3.71 AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = 3.58 TOTAL STREAM AREA(ACRES) = 3.58 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.63 **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 2 ____________________________________________________________________________ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYS%S<<<<< ============================================================================ DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)J** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 340.00 ol UPSTREAM ELEVATION(FEET) = 974.50 DOWNSTREAM ELEVATION(FEET) = 971.25 ELEVATION DIFFERENCE(FEET) = 3.25 TC(MIN.) = .304*[( 340.00** 3.00)/( 3.25)3** .20 = 7.932 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.310 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA RUNOFF(CFS) = 6.48 TOTAL AREA(ACRES) = 1.71 PEAK FLOW RATE(CFS) = 6.48 **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 1 ____________________________________________________________________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< />>>)AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.93 RAINFALL INTENSITY(INCH/HR) = 4.31 AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = 1.71 TOTAL STREAM AREA(ACRE5; = 1.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.43 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) 1 17.56 9.17 2 17.18 10.20 3 17.48 7.93 Fm(INCH/HR) Ae(ACRES) .097 5.06 .O97 5.29 .097 4.61 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.56 Tc(MIN.) = 9.168 EFFECTIVE AREA(ACRES) = 5.06 AVERAGED Fm(INCH/HR) = .10 TOTAL AREA(ACRES) = 5.29 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 971.25 DOWNSTREAM ELEVATION(FEET) = 968.36 STREET LENGTH(FEET) = 515.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 26.50 INTERIOR STREET CROSSFALL(DECIMAL) = .015 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 19.17 ***STREET FLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = .55 FLOOD WIDTH(FEET) = 28.00 FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.62 SPLIT DEPTH(FEET) = .36 SPLIT FLOOD WIDTH(FEET) = 15.16 SPLIT VELOCITY(FEET/SEC.) = 1.84 STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE 7'OLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .55 HALFSTREET FLOOD WIDTH(FEET) = 28.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.62 PROCUCT OF DEPTH&VELOCITY = 1.45 STREET FLOW TRAVEL TIME(MIN.) = 3.27 TC(MIN.) = 12.44 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.290 SOIL CLASSIFICATION IS "A'` COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AFEA(ACRES) = 1.12 SUBAREA RUNOFF<CFS> = 3.22 EFFECTIVE AREA(ACRES) = 6.18 AVERAGED Fm(INCH/HR) = .10 TOTAL AREA;ACRES) = 6.41 PEAK FLOW RATE(CFS) = 17.77 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET/ = .55 HALFSTREET FLOOD WIDTH(FEET) = 28.03 FLOW VELOC!TY(FEET/SEC.) = 2.62 DEPTH*VELOCITY = 1.45 ************+**************************************************************+ FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 1 ____________________________________________________________________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.44 RAINFALL lWTENSITY(INCH/HR) = 3.29 AVERAGED Fn(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = 6.18 TOTAL STREAM AREA(ACRES) = 6.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.77 **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 25.00 IS CODE = 2 ____________________________________________________________________________ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 255.00 UPSTREAM ELEVATION(FEET) = 971.29 DOWNSTREAM ELEVATION(FEET) = 96B.36 ELEVATION DIFFERENCE(FEET) = 2.03 TC(MIN.) = .304*[( 255.00** 3.00)/( 2.93)]** .20 = 6.814 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.721 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA RUNOFF(CFS) = 7.32 TOTAL AREA(ACRES) = 1.76 PEAK FLOW RATE(CFS) = 7.32 FLOW PROCESS FROM NODE 28.00 TO NODE 25.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.81 RAINFALL INTENSITY(INCH/HR) = 4.72 AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = 1.76 TOTAL STREAM AREA(ACRES) = 1.76 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.32 RAINFALL INTENSITY AND TIME OF CONCENTRA7I0N RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW Q(CFS) 1 22.96 2 22.82 3 22.35 4 21.8:� RATE TABLE ** Tc(MIN.) 11.20 12.44 13.47 6.81 Fm(INCH/HR) Ae(ACRES) .097 7.49 .097 7.94 .097 8.17 .097 5.25 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLJWS: PEAK FLOW RATE(CFS) = 22.96 Tc(MIN./ = 11.202 EFFECTIVE AREA(ACRE3) = 7.49 AVERAGED Fm(INCH/HR) TOTAL AREA(ACRES) = 8.17 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 32.00 IS CODE = 6 ____________________________________________________________________________ >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 968.36 DOWNSTREAM ELEVATION(FEET) = 964.07 STREET LENGTH(FEET) = 355.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 26.50 INTERIOR STREET CROGSFALL(BECIMAL) = .015 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = I **TRAVEL TIME COMPUTED USING MEAN FLOW(CFS) = 24.05 ***STREET FLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = .55 FLOOD WIDTH(FEET) = 28.00 FULL HALF-STREET VELOCITY(FEET/SEC.) = 3.85 SPLIT DEPTH(FEET) = .24 SPLIT FLOOD WIDTH(FEET) = 6.88 SPLIT VELOCITY(FEET/SEC.) = 1.94 STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .55 HALFSTREET FLOOD WIDTH(FEET) = 28.00 AVERAGE FLOW VELOC%TY(FEET/SEC.) = 3.85 PRODUCT OF DEPTH&VELOCITY = 2.13 STREET FLOW TRAVEL TIME(MIM.) = 1.54 TC(MIN.) = 12.74 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.244 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = .77 SUBAREA RUNOFF(CFS) = 2.18 EFFECTTVE AREA(ACRES) = 8.26 AVERAGED Fm(INCH/HR) = .10 TOTAL AREA(ACRES) = 8.94 PEAK FLOW RATE(CFS) = 23.39 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .55 HALFSTREET FLOOD WIDTH(FEET) = 28.00 FLOW VELOCITY(FEET/SEC.) = 3.85 DEPTH*VELOCITY = 2.13 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 32.00 1S CODE = 1 ____________________________________________ >>>>>CESI8NATE INDEPENDENT STREAM FOR CONFLUENCE<�<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1ARE: TIME OF CONCENTRATION(MIN.) = 12.74 RAINFALL INTENSITY(INCH/HR) = 3.24 AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = 8.26 TOTAL STREAM AREA(ACRES) = 8.94 PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.39 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 2 ____________________________________________________________________________ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<� ============================================================================ DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 155.00 UPSTREAM ELEVATION(FEET) = 565.84 DOWNSTREAM ELEVATION(FEET) = 964.07 ELEVATION DIFFERENCE(FEET) = 1.77 TC(M%N.) = .304*[( 155.00** 3.00)/( 1.77)]** .20 = 5.591 100 YEAR RAINFALL INTENSITY(INCH/HQUR) = 5.316 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA RUNOFF(CFS) = .99 TOTAL AREA(ACRES) = .21 PEAK FLOW RATE(CFS) = .99 FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 1 ____________________________________________________________________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<{<, ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.59 RAINFALL INTENSITY(INCH/HR) = 5.32 AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) = .21 TOTAL STREAM AREA(ACRES) = .21 PEAK FLOW RATE(CFS) AT CONFLUENCE = .99 a RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) Fm(INCH/HR, Ae(ACRES) 1 72.87 8.35 .097 6.23 2 23.99 12.74 .097 B.47 3 23.86 13.97 .097 8.92 4 23.41 15.01 .097 9.15 5 19.91 5.59 .097 4.24 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 23.99 Tc(NIN.) = 12.738 EFFECTIVE AREA(ACRES) = 8.47 AVERA&ED Fm(INCH/HR) TOTAL AREA(ACRES) = 9.15 - **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 6 ____________________________________________________________________________ >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 964.07 DCWNSTREAM ELEVATION(FEET) = 958.87 STREET LENGTH(FEET) = 190.00 CURD HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 26.50 INTERIOR STREET CROSSFALL(DECIMAL) = .015 OUTSIDE STREET CROSSFALL(DECIMAL) = .()20 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING MEAN FLSW(CFS) = 24.34 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) HALFSTREET FLOOD WIDTH(FEET) = 24.27 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.36 PRODUCT OF DEPTH&VELOCITY = 2.67 STREET FLOW TRAVEL TIME(MIN.) = .59 TC(MIN.) = 13.33 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.157 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA AREA(ACRES) = .26 SUBAREA RUNOFF(CFS) = .72 EFFECTIVE AREA(ACRES) = 8.73 AVERAGED Fm(INCH/HR) = .10 TOTAL AREA(ACRES) = 9.41 PEAK FLOW RATE(CFS) = 24.04 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .50 HALFGTREET FLOOD WIDTH(FEET) = 24.27 FLOW VELOCITY(FEET/SEC.) = 5.29 DEPTH*VELOCITY = 2.63 FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE = 7 ____________________________________________________________________________ >>>}>USER SPECIFIED HYDROLOGY INFORMATION AT NQDE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: . TC(MIN.) = 13.33 RAINFALL INTENSITY(IMCH/HR) = 3.16 EFFECTIVE AREA(ACRES) = 8.73 TOTAL AREA(ACRES) = 9.41 PEAK FLOW RATE(CFS) = 12.02 AVERAGED LOSS RATE, Fm(INCH/HR) = 1.630 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. **************************************************************************** FLOW PROCESS FROM NODE 36.00 TO NODE 36.00 IS CODE = 1 ____________________________________________________________________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.54 RAINFALL INTENSITY(INCH/HR) = 2.88 AVERAGED Fm(INCH/HR) = 1.31 EFFECTIVE STREAM AREA(ACRES) = 11.05 TOTAL STREAM AREA(ACRES) = 11.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.62 FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 960.55 DOWNSTREAM ELEVATION(FEET) = 959.69 ELEVATION DIFFERENCE(FEET) = .86 TC<MIN.> = .304*[( 1000.00** 3.00)/( .86)]** .20 = 19.769 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.492 FLOW FROCESS FROM NODE 33.00 TO NODE 36.00 IS CODE = 9 --------- _------------------------------------------------------------------ >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM NODE ELEVATION(FEET) = 958.87 DOWNSTREAM NODE ELEVATION(FEET) = 955.96 CHANNEL LENGTH THRU SUBAREA(FEET) = 415.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = .500 PAVEMENT LIP(FEET) = .030 MANNING'S N = .0130 PAVEMENT CROSSFALL(DECIMAL NOTATION) = .00 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENGITY(INCH/HOUR) = 2.379 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.13 AVERAGE FLOW DEPTH(FEET) = .71 FLOOD WIDTH(FEET) = 39.72 "V" GUTTER FLOW TRAVEL TIMEIMIN.) = 2.21 TC(MIN.) = 15.54' SUBAREA AREA(ACRES) = 2.Z2 SUBAREA RUNOFF4CFS) = 5.81 EFFECTIVE AREA(ACRES) = 1i.05 AVERAGED Fm(INCH/HR) = 1.31 TOTAL AREA(ACRES) = 11.73 PEAK FLOW RATE(CFS) = 15.62 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = .73 FLOOD WIDTH(FEET) = 42.66 FLOW VELOCITY(FEET/SEC.) = 2.91 DEPTH*VELOCITY = 2.12 **************************************************************************** FLOW PROCESS FROM NODE 36.00 TO NODE 36.00 IS CODE = 1 ____________________________________________________________________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.54 RAINFALL INTENSITY(INCH/HR) = 2.88 AVERAGED Fm(INCH/HR) = 1.31 EFFECTIVE STREAM AREA(ACRES) = 11.05 TOTAL STREAM AREA(ACRES) = 11.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.62 FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 960.55 DOWNSTREAM ELEVATION(FEET) = 959.69 ELEVATION DIFFERENCE(FEET) = .86 TC<MIN.> = .304*[( 1000.00** 3.00)/( .86)]** .20 = 19.769 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.492 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 SUBAREA RUNOFF(CFS) = 6.03 TOTAL AREAvACRES> = 2.80 PEAK FLOW RATE(CFS) = 6.03 FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE = 5 ____________________________________________________________________________ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVEL TIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM NODE ELEVATION(FEET) = 95?.69 DOWNSTREAM NODE ELEVATION(FEET) = 955.96 CHANNEL LENGTH THRU SUBAREA(FEET) = 680.00 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = .000 MANNING'S FACTOR = .013 MAXIMUM DEPTH(FEET) = .50 CHANNEL FLOW THRU SUBAREA(CFS) = 6.03 FLOW VELOCITY(FEET/SEC.) = 4.29 FLOW DEPTH(FEET) = .47 TRAVEL TIME(MIN.) = 2.64 TC(MIN.) = 22~41 FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(HIN.) = 22.41 RAINFALL INTENSITY(INCH/HR) = 2.31 AVERAGED Fm(INCH/HR) = .10 EFFECTIVE STREAM AREA(ACRES) TOTAL STREAM AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.03 **************************************************************************** FLOW PROCESS FROM NODE 36.00 TO NODE 36.00 IS CODE = 7 ____________________________________________________________________________ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 9.82 RAINFALL INTENSITY(INCH/HR) = 3.79 EFFECTIVE AREA(ACRES) = 23.02 TOTAL AREA(ACRES) = 33.09 PEAK FLOW RATE(CFS) = 75.39 AVERAGED LOSS RATE, Fm(IWCH/HR) = .200 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. **************************************************************************** FLOW PROCESS FROM NODE 36.00 TO NODE 36.00 IS CODE = 1 ____________________________________________________________________________ >>>>>QESI8NATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CQNFLUENCED STREAM VALUESf<<<{ ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.82 , RAlNFALL INTENSITY(INCH/HR) = 3.79 AVERAGED Fm(INCH/HR) = .20 EFFECTIVE STREAM AREA(ACRES) = 23.02 TOTAL STREAM AREA(ACRES) = 33.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 75.39 RAINFALL INTENSITY AND TIME OF CONCENTRATION 6ATI[] CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** Q(CFS> Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 77.11 15.54 .534 36.01 2 60.32 22.41 .524 36.67 3 95.41 9.82 .444 31.23 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 95.41 Tc(MIN.) = 9.820 EFFECTIVE AREA(ACRES) = 31.23 AVERAGED Fm(INCH/HR) = .44 TOTAL AREA(ACRES) = 47.62 ^ **************************************************************************** FLOW PROCESS FROM NODE 36.00 TO NODE 36.10 IS CODE = 3 ____________________________________________________________________________ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 51.0 INCH PIPE IS 39.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.1 UPSTREAM NODE ELEVATION(FEET) = 944.17 DOWNSTREAM NODE ELEVATION(FEET) = 943.30 FLOW LENGTH(FEET) = 219.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 95.41 TRAVEL TIME(MIN.) = .45 TC(MIN.) = 10.27 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 47.62 TC(MIN.) = 10.27 EFFECTIVE AREA(ACRES) = 31.23 AVERAGED Fm(INCH/HR)= .44 PEAK FLOW RATE(CFS) = 95.41 *** PEAK FLOW RATE TABLE *** Q(CFS> Tc(MIN.) Fm(INCH/HR) Ae(ACRES) 1 77.11 16.01 .534 36.01 2 60.32 22.91 .524 36.87 3 95.41 10.27 .444 31.23 END OF RATIONAL METHOD ANALYSIS �3�0 AREA = C o .54� L) - 5� - t - [;/z. 60. i 3 Ctl - 9 2 t CVZ 60 S - 4 \ZZO. 3� & . 3 °.9 F`T Z sp = 0-01Z4 :? = 6o.6l�+ i.S + 2 o.3 = ZZ• 4 7ZH- - :w - z4l 844 o. Z CJZH) = �-o. Z&44) = o. 4324 Q _ l. 4bt e o. of s CQcAP = 3 o. 4- CFS Qis = 9. 61 CFS < 3046 cFS o.K. J A SNP I t E .S S- j - rLE�r CA'FACarY CALCS. ZS - Yom. iz sT'DP-in To P OF cu FF-Z JA,SWI KAE STREET ,5 - EEr CAPACITY CALCS 10 0 - Y,6,4,7- S FLOOD � ��w a AV-CA= %2 (4) 6 +Cc.��)C�•s)+- L /ZCo.i3)C� s�� z�o.��)Cz4.81)� 9.403 F=T 5.q = 0.01 T - ( + o • & + 1 • s + 7-4.81 p y z 32:9 G Co.44oIYo.o124)�L QCAF = 4-&. cFs QZS = it-34 -:C— 4(a - cFS _. o.K. PApje, C U L \167 ZT CALC..UI- A.TIONS CAPAC- ITY FAQ - 'W i S ( CU LVEeT �$ Qz5 = 3.6 cFs u se: 4-'y,4-" c.u weQr A7-e , = 1.33 FT 4 1 4.� U PS ZEA A, 1=40W l..l ill E _ (a 1.4"4 "DOW 1.1 ST•R.SAK MOUJUINE _ &0 . 0.405 LEw(.rH = Zl ' • S£ = �ZI = 0.0310 A � - 8 T - 0.z (p 4 j=LODo,1NG, FULL Q c.P,P =0 � •Z 8(0�) C • 0310 �� 1. 33 Ow = Cv . (v 5 c.>= s > 3.0 = :. O. K . GFS 2S G'ZAMED CASH t3 AS► N CA C IT'Y CAC,CV (IA.7'lo NS Lo tit SI'D �TL ED ,� S S uBM�izC�ED M arc E C� = C a (f CA) Z �Q ZeSW-775 /=off CA7t:,f{ ILN&IN CADS. 'B A S/ u O N AT"f AUf C RAi:rs C. g. Co RAT E N o • TYPE f vo u sLE l 4 81 0. 50 1 b• (-o& ZSS J,3to 2 -oousc.E 14.49 1-76 31.46 ts.S x 3!o 3 51 " &LE 4.oa 0.50 8.34 2s. 5 x 34� 4 't>ougzC I Z•7¢ I Zg Z(. 2S.S X 3(0 - Dou ce 6o.49 1 . -7 8 31.48 ZS•S X 3b 8 - 13 24 A Z¢ 0.21 0.s0 5 . Z4- 4 -18 24 x i4 0.49 0-5 S. Z4 I� �o�aLe - 7. Z3 f , Z894 2s.Sx3� 9.38 D.gS 23.00 zssx3G _................ ...... ... HYDRAULIC ELEMENTS - I PROGRAM PACKAGE 0 Copyright 1982-88 Advanced Engineering Sofcnare (aes> \/er. 2.7A Release Date: 6/25/88 Seriai # 2032 Analysis prepared by: TIME/DATE OF STUDY: 8:24 4/ 7.1989 ============================================================================ ********++**************** DESCRIPTION OF STUDY * CAPACITY CALC. FOR C.B. #5 - * * RUN 4-4-W L.CASTILLO * * 25 YEAR OLOWS * >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ----------------- ------------------------------------------------------------------ Curb inlet Capacities are approximated baseo on the 8ureau of Public 'Roads nomograph plots for flowby basins and sumo basins. BASIN lNFLOW(CFS) = 10.76 BASIN OPENING(FEET) = .67 DEPTH OF WATER(FEET) = .83 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTHWEET) = 5.04 _ ........... ______ ....... __ __ ...... _ _____ HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineering Software Wes) Ver. 2.7A Release Date: 6/25/88 Serial # 2332 Analysis prepared by: TIME/DATE OF STUDY: 8:23 4/ 7/1989 ============================================================================ DESCRIPTION OF STUDY *+************************ * CAPACITY CALC. FOR C.B.-#6� * * RUN 4-4-B9 L.CASTlLLO- ' * * 25 YEAR FLOWS + >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ____________________________________________________________________________ Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sumo basins. BASIN INFLOW(CFS) = 12.86 BASIN OPENING(FEET) = .67 DEPTH OF WATER(FEET) = .83 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 6.02 **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # 2332 Analysis prepared by: TIME/DATE OF STUDY: 10:26 4/ 6/1989 ============================================================================ ************************** DESCRIPTION OF STUDY ***************e********** * * 25 YEAR' ANALYSIS' OF BASIN * RUN 4-4-89 L.CASTILLO � * * INTERCEPT CATCH BASIN ************************************************************************** * >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT lNFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 9.61 GUTTER FLOWDEPTH(FEET) = .34 BASIN LOCAL DEPRESSION(FEET) = .17 FLOWBY BASIN WIDTH(FEET) = 14.00 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 38.9 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 5.1 ============================================================================ **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # 2332 Analysis prepared by'. TIME/DATE OF STUDY: 10:24 4/ 6/1989 ============================================================================ ************************** DESCRIPTION OF STUDY ************************** * 1 ) -,--'''-~-' Y''S' / F BASIN Fw:t: t * * RUN 4-4-89 L.CASTILLO � * INTERCEPT CATCH BASIN � **************************************************************************** >>>>FLCWBY CATCH BASIN INLET CAPACITY INPUT INF]RNATION<<<< ____________________________________________________________________________ Curb Inlet Capacities are approximated based an the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 12.34 GUTTER FLOWDEPTH(FEET) = .35 BASIN LOCAL DEPRESSION(FEET) = .17 FLOWBY BASIN WIDTH(FEET) = 14.00 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 48.4 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 5.6 ============================================================================ |z.S 4- ,~74,�-F�s Lo' JOHNSON - FRANK & ASSOCIATES, INC. i CIVIL ENGINEERING - L.:.ND SURVEYING l2 W. 1 5150 E. HUNTER AVENUE ��-�' � ?� ANAHEIM, CALIFORNIA 92807 8 � 18 (714) 777 -8877 a,.�- ;pcioR QP-ATM IMLZT CMPACITY C,A LCU L-Am oO 4 •586 1.319 2.346 Co RE, ",� rl i 1 LET CA PAC cous RS suemE.a.c ep omirict_ Q = La - Y�4 �r n _ r - ,� x1�:N c _ . 00 .718 1.615 �!r.4 E t! -!L`�C Sl�� C:JP':.�E� S'►Ec: C�!t.4TE5 wl":Ff 77�� OPE�trLc�./,4v,,FA. 1•�r4S $.?62 S.O &Ross tI0.88 04"Et-I AM C=4 t8 x t8�r 32 C- f css 'Z 3.31 i o J6sl!h.';e D WITH Sc / CF Cfe:0 r:.cw ,, I2 >4 IS r DescGn� it �,��- SS.44 0,2 .385 fl t8�� C t 5 � • � t 2 st �� fir . 8�6 4'� x 21 cit. 1. S G Gtz1.'TE. ltyUlyT Cwt c lT�{ i e"M^ a 114LZT CAP.^GtT-? l2 W. 1 t$ � t r3 ��-�' � ?� l ?. x t Z 8 � 18 S4 x z+ .t0 •586 1.319 2.346 � .Go I.'E�� 3.?.3a S.';.�{d •t5 .718 1.615 2.8'j'r, �� I 1•�r4S $.?62 S.O .20 .8217 t.$<o5 3.31 i o t.SSj 3 mot' °) c. 2G' .25 •7 Z1 2.o8S 3. 08 h I$ l.6oS 3.611 0.422 .3o 1.01 2.z��} 4.061 ! .8o I.6S$ 3.130 G.G32 .35 I.017 l• ?o, 3.84¢ 6.836 .10 IATL 2.637 4. 0 po 7.c3s .'15 t.2 2 4 .171+ I .q$ t.$o� 4.061 1.227 .50 1.31( 2.9�t8 5.243 ' t o0 l -Ssd 1.415 .55 l•3�S 3.0'2 5.x{9 VA- M: IN CkPAC!TY CONS+DEIZ As SUBtAEZZ,eT> OjZIFICE 1 Z of k= I (C- Q WtT;4 C= A00 a. = 1.1 eT O PEN A 7-eA �o A ItJ c.ET SISE : CwELVeo srea-L 6v,'rers w 7 ?% OPEN FtDW L. A .C"FC-.D. ST'D. Z -'D ZZ7 6r-A'nE z.5. S " X 3 (. " = 91 d6 6 ass 70b. 8 & AY c PEN Fcow ^.P-EA -De - s / 6N E hs w i - rW .sue% o.- CPeW ;-CO Az4q eALcows so y a CL 066fN 6 ?o4 Sa` "O C_1-0661146 3 S 3. 4 3 10 h (4) G RA TC 'MiXT CAP- h 6-Ft') 61EAV 1 NG,•T CAP. C •ffJ iWe'r CO. .ID 3 . /o .zz .15 4,5? •$6 (0.55 . 5.28 .8s .30 G.46 .4) -3s .98 1.00 11.8 0 •4b 7.4-r; I.OS 12 9 .45" 'J.9! 1.10 1 .5'0 8.34 /•/Y 12•!oS .SS 6-1 1.20 I Z. 9 2 •loo 9 14 1.25 13.19 .rpjr 9.S7 1 1.30 1.3.5 PRESSURE PIPE-FLOW HYDRAULlCS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 3.0A Release Date:12/27/88 Serial # 2408 Analysis prepared by: JOHNSON-FRANK & ASSOCIATES 5150 EAST HUNTER AVENUE ANAHEIM. CA. 92807 (714)777-8877 ************************** DESCRIPTiON OF STUDY ************************** * 25 YEAR HYDRAULICS FOR J.N. 351-87 � * * RUN 4-4-89 L.CASTILLO . * * LINE -��% * -__*** ' FILE NAME: 35187A.DAT TIME/DATE OF STUDY: 7:37 4/ 5/1739 ============================================================================ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. O WNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 1.00 FLOWLINE ELEVATION = 943.30 PIPE DIAMETER(INCH) = 48.00 PIPE FLOW(CFS) = 74.23 ASSUMED DOWNSTREAM CONTROL HGL = 948.000 ============================================================================ NODE 1.00 : HGL= < 948.000>;EGL= < 948.542>;FLOWLINE= < 943.300> PRESSURE FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 UPSTREAM NODE 2.00 ELEVATION = 943.38 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 74.23 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 19.12 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 74.23>/( 1436.431))**2 = .0026705 HF=L*SF = ( 19.12)*( .0026705) = .051 NODE 2.00 : HGL= < 948.051>;EGL= < 948.593>;FLOWLINE= < 943.380> PRESSURE FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 3 UPSTREAM NODE 3.00 ELEVATION = 943.66 rILCULATE PRESSURE FLOW PIPE-BEND LOSBES(OCEMA): ( PE FLOW = 74.23 CFS PIPE DIAMETER = CENTRAL ANGLE = 90.000 DEGREES PIPE LENGTH = 70.69 FEET MANNINGS; N = PRESSURE FLOW AREA = 12.566 SQUARE FEET FLOW VELOCITY = 5.91 FEET PER SECOND VELOCITY HEAD = .542 BEND COEFFICIENT(KB) 48.00 INCHES .0130A = �� .25v" �� HB=KB*(VELOCITY HEAD) = ( .250)*( .542) = .135 PIPE CONVEYANCE FACTOR = 1436.431 FRICTION SLOPE(SF) = .0026705 FRICTION LOSSES = L*SF = ( 70.69)*( .0026705) = .189 � }DE 3.00 : HGL= < 948.375>:EGL= < 948.917>;FLOWLINE= 943.660/ PRESSURE FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 1 UPSTREAM NODE 4.00 ELEVATION = 943.89 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 74.23 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 57.92 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 74.23)/( 1436.431))**2 = .0026705 HF=L*SF = ( 57.92)*( .0026705) = .155 NODE 4'00 : HGL= < 948.530>;EGL= < 949.072>;FLOWLINE= < 943.890> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 3 UPSTREAM NCQE 5.00 ELEVATION = 944.17 ____________________________________________________________________________ CALCULATE PRESSURE FLOW PIPE-SEND LOSSES(OCEMA): PIPE FLOW = 74.23 CFS PIPE DIAMETER = 48.00 INCHE5 AREA CENTRAL ANGLE = 90.000 DEGREES 59.4 PIPE LENGTH = 70.69 FEET MANNINGS N = .0130o 6.176 PRESSURE FLOW AREA = 12.566 SQUARE FEET 74.2 FLOW VELOCITY = 5.91 FEET PER SECOND -- .542 T CITY HEAD = .542 BEND COEFFICIENT(KB) = .2500 .785 KB*(VELOCITY HEAD) = ( .250)*( .542) = .135 .0 PIPE CONVEYANCE FACTOR = 1436.431 FRICTION SLOPE(SF) = .0026705 FRICTION LOSSES = L*SF = ( 70.69)*( .0026705) = .189 BASIN INPUT=== NODE 5.00 : HGL= < 948.854>;EGL= < 949.396>;FLOWLINE= < 944.170> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 5.00 TO NODE 5.10 IS CODE = 5 UPSTREAM NODE ____________________________________________________________________________ 5.10 ELEVATION = 944.67 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 59.4 42.00 9.621 6.176 90.000 .592 2 74.2 48.00 12.566 5.907 -- .542 3 14.2 12.00 .785 18.105 45.000 - 4 .0 .00 .000 .000 .000 - 5 .6===05 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-01*V1*COS(DELTA1)-Q3*V3*COS(DELTA3) Q4*V4*COS(DELTA4)>/((A1+A2)*16.1) UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 /'oSTREAM FRICTION SLOPE = .00349 ( WNSTREAM FRICTION SLOPE = .00267 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00308 JUNCTION LENGTH(FEET) = 4.66 FRICTION LOSS = .014 ENTRANCE LOSSES = .108 ' JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = .718+ .592- .542+( .014)+( .108) = .Q91 COD m � NODE 5.10 : HGL= ( 949.695>;EGL= < 950.267>;FLOWLINE= < 944.670> PRESSURE FLOW PROCESS FROM NODE 5.10 TO NODE 6.00 IS CODE = z UPSTREAM NUDE 6.00 ELEVATION = 945.89 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LCSSES(i-ACFCD): PIPE FLOW = 59.42 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 305.29 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 59.42)/( 1006.096))**2 = .0034881 HF=L*SF = ( 305.29)*( .0034881) = 1.065 NODE 6.00 : HGL= < 950.760>:E2L= < 951.352>:FLOWLINE= < 945.890> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 6.00 TO NODE 7~00 IS CODE = 3 UPSTREAM NODE 7.00 ELEVATION = 946.47 CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 59.42 CFS PIPE DIAMETER = 42.00 INCHES CENTRAL ANGLE = 90.000 DEGREES PIPE LENGTH = 143.15 FEET MANNINGS N = .01300 PRESSURE FLOW AREA = 9.621 SQUARE FEET FLOW VELOCITY = 6.18 FEET PER SECOND VELOCITY HEAD = .592 BEND COEFFICIENT(KB) = .2500 HB=KB*(VELOCITY HEAD) = ( .250>*( .592) = .148 PIPE CONVEYANCE FACTOR = 1006.096 FRICTION SLOPE(SF) = .0034881 ION LOSSES = L*SF = ( 143.15)*( .0034881) = .499 � ��DE 7.00 : HGL= < 951.407>;EGL= < 951.999>;FLOWLINE= < 946.470> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 7.00 TO NODE 7.10 IS CODE = 5 UPSTREAM NODE 7.10 ELEVATION = 946.57 --------------------------------------------------------------------~-------- CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 42.1 42.00 9.621 4.375 90.000 .297 2 59.4 42.00 9.621 6.176 -- .592 3 14.5 18.00 1.767 8.200 90.000 - 4 2.8 18.00 1.767 1.613 90.000 - 5 .0===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=<Q2*V2-Q1*V1*COS(DELTA1)-03*V3*COS(DELTA3) Q4*V4*COG(DB-TA4)>/((A1+A2)*16.1) UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE = .00175 DOWNSTREAM FRICTION SLOPE = .00349 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00262 ,`')NCTION LENGTH(FEET) = 4.66 FRICTION LOSS = .012 ( ' TRANCE LOSSES = .000 JlONCTIQN LOSSES = DY+HV1-HV2+(FRICT%ON LQSG)+(ENTRANCE LOSSES) JUNCTION LOSSES = 1.185+ .297- .592+( .012)+( .000) = .902 NODE 7.10 : HGL= < 952.604>;EBL= < 952.901>;FLOWL%NE= < 946.570> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 7.10 TO NODE 7.20 IS CODE = 1 UPSTREAM NODE 7.20 ELEVATION = 947.50 '_______________________________________-_________________________-______ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 42.09 CFS PIPE DIAMETER = 42.00 !NCHES PIPE LENGTH = 231.53 FEET MANNINGS N = .0130C SF=(Q/K)**2 = (( 42.09)/( 1006.096))**2 = .0017502 HF=L*SF = ( 231.53)*( .0017502) = .405 NODE 7.20 : HGL= < 953.009>:EGL= < 953.306>;FLOWLINE= < 947.500> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 7.20 TO NODE 7.20 IS CODE = 5 UPSTREAM NODE 7.20 ELEVATION = 947.50 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA 1 31.9 42.00 9.621 3.320 .000 2 42.1 42.00 9.621 4.375 -- 3 10.1 18.00 1.767 5.744 45.000 4 .0 .00 .000 .000 .0�0 5 .0===05 EQUALS BASIN lNPUT=== LACFCD AND OCEMA PRESSURE FLOW JuNCTION FORMULAE UEED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COG(DELTA3) Q4*V4*COS(DELTA4)}/((A1+A2)*16.1) HV .171 .297 _ STREAM MANNINGS N = .01300 4 K)WNGTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE = .00101 DOWNSTREAM FRICTION SLOPE = .00175 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00138 JUNCTION LENGTH(FEET) = 4.66 FRICTION LOSS = .006 ENTRANCE LOSSES = .000 MANHOLE LOSSES GREATER THAN THOMPSON MOMENTUM LOSSES MOMENTUM LOSSES = -.007 MANHOLE LOSSES = .015 JUNCTION LOSSES = (MANHOLE LOSSES)+(FR%CTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .015)+( .006)+( .000) = .021 NODE 7.20 : HGL= < 953.156>;EGL= < 953.327>;FLOWLINE= < 947.500> ===================================================== === PRESSURE FLOW PROCESS FROM NODE 7.20 TO NODE 8.00 IS CODE = 1 UPSTREAM NODE 8.00 ELEVATION = 948.39 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 31.94 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 224.20 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 31.94)/( 1006.096))**2 = .0010070 HF=L*SF = ( 224.20W .0010078) = .226 NODE 8.00 : HGL= < 953.382};EGL= < 953.553>;FLOWLINE= < 948.390> PRESSURE FLOW PROCESS FROM NODE 8.00 TO NODE 8.10 IS CODE = 5 UPSTREAM NODE 8.10 ELEVATION = 949.39 ____________________________________________________________________________ CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV. 1 18.3 30.00 4.909 3.728 90.000 .216 2 31.9 42.00 9.621 3.320 -- .171 3 13.6 18.00 1.767 7.724 45.000 - / ` 4 .0 .00 .060 .000 .000 - 5 .0===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE U5ED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- 04*V4*COS(DELTA4))/((A1+A2)*16.1) UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .013O0 UPSTREAM FRICTION SLOPE = .00199 DOWNSTREAM FRICTION SLOPE = .0C101 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS JUNCTION LENGTH(FEET) = 4.66 FRICTION LOSS = .007 ENTRANCE LOSSES = .000 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = .135+ .216- .171+( .007)+( .000) = .186 NODE 8.10 : HGL= < 953.524>:EGL= < 953.740>vxLOwLINE= < 949.390> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 8.10 TO NODE A.00 IS CODE = 1 UPSTREAM NODE 9.00 ELEVA7ION = 950.88 ______________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PE FLOW = 18.30 CFS PIPE DIAMETER = 30.00 INCHES 1 E LENGTH = 373.05 FEET MANNINGS N = .01300 �=(Q/K)**2 = (( 18.30)/( 410.171)>**2 = .0019905 HF=L*SF = ( 373.05)*( .0019905) = .743 NODE 9.00 : HGL= < 954.266>:EGL= < 954.482>;FLOWLINE= ============================================================== END OF PRESSURE� FLOW HYDRAULICS PIPE SYSTEM < 950.880> ============== (2) PRESSURE PIPE-FLOW HYDRAULICS COMPUTER FROGRAM PACKAGE (Reference: LACFD.LACRD,& OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-88 Advanced Engineerino Software (aes) Ver. 3.0A Release Date:12/27/88 Serial # 2408 Analysis prepared by: JOHNSON-FRANK & ASSOCIATES 5150 EAST HUNTER AVENUE ANkMElM. CA. 92807 (714)777-8877 ************************** DESCRIPTION OF STUDY ************************** * 25 YEAR HYDROLOGY FOR J.N. 35!-87 * * * RUN 4-4-89 L.CASTILLO * *.CINE FILE NAME: 35187A1.DAT TIME/DATE OF STUDY: 11:48 4/ 5/1969 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD. AND OCEMA 11 SIGN MANUALS. WNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 5.10 FLOWLINE ELEVATION = 945.55 PIPE DIAMETER(INCH) = 18.00 PIPE FLOW(CFS) = 15.71 ASSUMED DOWNSTREAM CONTROL HGL = 949.280 ============================================================================ NODE 5.10 c HGL= < 949.280>;EGL= < 950.507>vFLOWLlNE= < 945.550> =============================================================== PRESSURE FLOW PROCESS FROM NODE 5.10 TO NODE 5.15 IS CODE = 1 UPSTREAM NODE 5.15 ELEVATION = 949.96 _________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 15.71 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 9.39 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 15.71)/( 105.043))**2 = .0223674 HF=L*SF = ( 9.39)*( .0223674) = .210 NODE 5.15 : HGL= < 949.490>;EGL= < 950.717>;FLOWLINE= < 949.960> ------------------------------------------------------------------------- PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 1.97 NODE 5.15 : HGL= < 951.460>;EGL= < 952.687>;FLOWLINE= < 949.960> ( .ESSURE FLOW PROCESS FROM NODE 5.15 TO NODE 5.15 IS CODE = 8 UPSTREAM NODE 5.15 ELEVATION = 949.96 ____________________________________________________________________________ CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW(CFS) = 15.71 PIPE DIAMETER(INCH) = 18.00 PRESSURE FLOW VELOCITY HEAD = 1.227 CATCH BASIN ENERGY LOSS = .2*(VEL0CITY HEAD) = .2++1 1.227> = .245 NODE 5.15 : HGL= < 952.933>;EGL= < 952.933>;FLOWLINE= < 949.960> ============================================================================ / D OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM ll PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD OCEMA HYDRAuLICS CRITERION/ (c) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 3.0A Release Date:12/27/88 Serial # 2408 Analysis prepared by: ************************** * 25 YEAR HYDROLOGY FOR J.N * RUN 4-4-69 L.CASTILLO * �I�E��" . � ` ************************** JOHNSON-FRANK & ASSOCIATES 5150 EAST HUNTER AVENUE ANAHEIM, CA. 92807 (714)777-8877 DESCRIPTION OF STUDY ************************** . 351-87 * * * ************************************************ FILE NAME: 35187A2.DAT TIME/DATE OF STUDY: 11:51 4/ 5/1989 ============================================================================ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD.LACFCD, AND OCEMA DE SIGN MANUALS. P WNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 7.00 FLOWLINE ELEVATION = 947.52 PIPE DIAMETER(INCH) = 18.00 PIPE FLOW(CFS) = 14.49 ASSUMED DOWNSTREAM CONTROL HGL = 952.600 NODE 7.00 : HGL= < 952.600>;EGL= < 953.644>;FLOWLINE= < 947.520> ============================================================ PRESSURE FLOW PROCESS FROM NODE 7.00 TO NODE 7.15 IS CODE = 1 UPSTREAM NODE 7.15 ELEVATION = 953.09 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 14.49 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 46.44 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 14.49)/( 105.043))**2 = .0190283 HF=L*SF = ( 46.44)*( .0190283) = .884 NODE 7.15 : HGL= < 953.484>;EGL= < 954.528>;FLOWLINE= < 953.090> __________________________________________________________________________ PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 1.11 NODE 7.15 : HGL= < 954.590};EGL= < 955.634>;FLQWLINE= < - 953.090} � ESSURE FLOW PROCESS FROM NODE 7.15 TO NODE 7.15 IS CODE = e UPSTREAM NODE 7.15 ELEVATION = 953.09 ____________________________________________________________________________ CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): �� "� PIPE FLOW(CFS) = 14.49 PIPE DIAMETER(INCH) = 18.00 PRESSURE FLOW VELOCITY HEAD = 1.044 CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 1.044) = .209 NODE 7.15 : HGL= < 955.843>;EGL= < 955.843>;FLOWLINE= < 953.090> ============================================================================ / |D OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM PRESSURE PlPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-88 Advanced Engineering Software (aes/ Ver. 3.0A Release Date:12/27/88 Serial # 2408 Analysis prepared by: JOHNSON-FRANK & ASSOCIATES 5150 EAST HUNTER AGENUE ANAHEIM, CA. 92807 (714)777-8877 ************************** DESCRIPTION OF STUDY * 25 YEAR HYDROLOGY FOR J.N. 351-87 * * RUN 4-4-89 L.CASTILLO � * LINE '"/�� °' * Fl�E NAME: 35187A3.DA7 [IME/DATE OF STUDY: 11:53 4/ 5/1989 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRO,LACFCD, AND OCEMA SIGN MANUALS. 11 WNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 7.10 FLOWLINE ELEVATION = 947.52 PIPE DIAMETER(INCH) = 18.00 PIPE FLOW(CFS) = 4.08 ASSUMED DOWNSTREAM CONTROL HGL = 952.600 ============================================================================ NODE 7.10 : HGL= < 952.600>;EGL= < 952.683>;FLOWLINE= < 947"520> ======================================================== PRESSURE FLOW PROCESS FROM NODE 7.10 TO NODE 7.25 IS CODE = 1 UPSTREAM NODE 7.25 ELEVATION = 960.10 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCQ): PIPE FLOW = 4.08 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 131.06 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 4.08)/( 105.043))**2 = .0015086 HF=L*SF = ( 131.06)*( .0015086) = .198 NODE 7.25 : HGL= < 952.798>;EGL= < 952.880>;FLOWLINE= < 960.100> ---------------------------------------------------------------------------- PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 8.80 NODE 7.25 : HGL= < 961.600>;EGL= < 961.683>;FLOWLINE= < 960.100> 'ESSURE FLOW PROCESS FROM NODE 7.25 TO NODE 7.25 IS CODE = 8 UPSTREAM NODE 7.25 ELEVATION = 960.10 ____________________________________________________________________________ CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW(CFS) = 4.08 PIPE DIAMETER(INCH) = 18.00 PRESSURE FLOW VELOCITY HEAD = .083 CATCH BASIN ENERGY LOSS = .2*(VELOCITY HE4D) = .2*( .083) = .017 NODE 7.25 : HGL= < 961.699>;EGL= < 961.699>;FLOWLINE= < 960.100> ============================================================================ Q OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM \_ 0 PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD.LACRD OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 3.0A Release Date:12/27/88 Serial # 2408 Analysis prepared by: JOHNSON-FRANK & ASSOCIATES 5150 EAST HUNTER AVENUE ANAHEIM. CA. i2807 (714)777-8877 ************************** DESCRIPTION OF STUDY ************************** * 25 YEAR HYDROLOGY FOR J.N. 351-87 * * RUN 4-4-89 L.CASTILLO * *K-� VAST' * *+***************************************+*********************+********** OILE NAME: 35187A4.0AT rIME/DATE OF STUDY: 11:55 4/ 5/1989 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA MANUALS. # ESIGN WNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 7.20 FLOWLINE ELEVATION = 948.5� PIPE DIAMETER(INCH) = 18.00 PIPE FLOW(CFS) = 12.74 ASSUMED DOWNSTREAM CONTROL HGL = 953.1,0 =========================================== = PRESSURE FLOW PROCESS FROM NODE 7.20 TO NODE 7.25 IS CODE = 2 UPSTREAM NODE 7.25 ELEVATION = 951.39 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 12.74 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 24.07 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 12.74>/( 105.043))**2 = .0147097 HF=L*SF = ( 24.07)*( .0147097) = .354 NODE 7.25 : HGL= < 953.514>;EGL= < 954.321>;FLOWLINE= < 951.390> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 7.25 TO NODE 7.25 IS CODE = 8 UPSTREAM NODE 7.25 ELEVATION = 951.39 ____________________________________________________________________________ ~ILCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): ' 'PE FLOW(CFS) = 12.74 PIPE DIAMETER(INCH) = 18.00 ` PRESSURE FLOW VELOCITY HEAD = .807 CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( .807) = .161 NODE 7.25 : HGL= < 954.483};EGL= < 954.483>;FLOWLINE= < 951.390> rd - PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKA6E (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION/ (c) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 3.0A Release Date:12/27/88 Serial # 2408 Analysis prepared by: JOHNSON-FRANK & ASSOCIATES 5150 EAST HUNTER AVENUE ANAHEIM. CA. 92807 (714)777-8877 ************************** DESCRIPTION OF STUDY ************************** * 25 YEAR HYDRAULICS FOR J.N. 351-87 * * RUN 4-4-89 L.CASTILLO * FILE NAME: 35187A5.DAT TIME/DATE OF STUDY: 7:19 4/ 6/1989 ============================================================================ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON TAE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEVA SIGN MANUALS. 9 WNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 8.10 FLOWLINE ELEVATION = 949.3;r' PIPE DIAMETER(INCH) = 24.00 PIPE FLOW(CFS) = 15.42 ASSUMED DOWNSTREAM CONTROL HGL = 953.520 NODE 8.10 : HGL= < 953.520>;EGL= < 953.894>;FLOWLINE= 949.390> ================================================================ == PRESSURE FLOW PROCESS FROM NODE 8.10 TO NODE 8.15 IS CODE = 1 UPSTREAM NODE 8.15 ELEVATION = 953.39 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 15.42 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 112.97 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 15.42)/( 226.224))**2 = .0046461 HF=L*SF = ( 112.97)*( .0046461) = .525 NODE 8.15 : HGL= < 954.045>;EGL= < 954.419>;FLOWLlNE= < 953.390> ----------------------------------~----------------------------------------- PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 1.35 MODE 8.15 : HGL= < 955.390>;EGL= < 955.764>;FLOWLINE= < - 953.390> `` .ESSURE FLOW PROCESS FROM NODE 8.25 TO NODE 8.25 IS CODE = 8 UPSTREAM NODE 8.25 ELEVATION = 954.05 --------~------------------------------------------------------------------- CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE L8SSES(LACFCQ): PIPE FLOW(CFS) = 10.53 PIPE DIAMETER(INCH) = 24.00 PRESSURE FLOW VELOCITY HEAD = .174 �� CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( .174) = .035 NODE 8.25 : HGL= < 955.799>;EGL= < 955.799>;FLOWLINE= < 954.050> ____________________________________________________________________________ ;ESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = .25 NODE 8.25 : HGL= < 956.050>;EGL= < 956.050>;FLOWLINE= < 954.050> ============================================================================ END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM IRON •�•# ie•• 3r############# �e•# 3i• ##########•#•# �•#- Di•##• 3F•• x-#•###### iFiF- iE# iF#### # # # #•;r:e # # # # # # # #•lE•�F•lt• # # ## PRESSURE PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Re+ er enc e : LACFD ► LACRD , & OCEMA HYDRAULICS CRITERION) (c) Copyright 1982 -88 Advanced Engineering So+tware :aes) Ver. 3.0A Release Date:1 /27/88 Serial # 2 4 08 Anal prepared by: JOHNSON -FRANK & ASSOCIATES 5150 EAST HUNTER. AVENUE ANAHEIM, CA. 92007 (714)777-8877 # ## # # # # # # # # ## # ## DESCRIPTION OF STUDY 25 YEAR HYDROLOGY FOR J.N. :351 -87 # RUN 4' - 4 - S9,L.CASTILLO * 040 A=6 FILE NAME: 35187A6. DAT TIME/DATE OF STUDY: 11 : 58 4/ 5/190 -4 NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS EASED On THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND CCEMA ili SIGN MANUALS. WNSTREAM,PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 9.10 FLOWLINE ELEVATION = 95=.33 PIPE DIAMETER(INCH) = 18.00 PIPE FLOW(CFS) = 12.% ASSUMED DOWNSTREAM CONTROL HGL = 954. NODE 9.10 : HGL = < 954.270 >; EGL= < 955, f �92= : FLOWL INE= <: 952.380? PRESSURE FLOW PROCESS FROM NODE 9.10 TO NODE 9.15 IS CODE = 1 UPSTREAM NODE 9.15 ELEVATION = 953.36 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 12.86 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 48.78 FEET MANNINGS N = .01300 SF= (Q /F;) ** = t( 12.86)/( 105.043)) * *2 = .0149881 HF =L *SF = ( 48.78) *( .0149881) = .731 NODE 9.15 HGL= < 955.001 >;EGL = <, 955.823 >;FLOWLINE = < 953.360> PRESSURE FLOW PROCESS FROM NODE 9.15 TO NODE 9.15 IS CODE = 6 UPSTREAM NODE 9.15 ELEVATION = 953.36 - ILCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): .PE FLOW(CFS) = 12.86 PIPE DIAMETER(INCH) = 18.00 PRESSURE FLOW VELOCITY HEAD = .822 CATCH BASIN ENERGY LOSS = .2 *(VELOCITY HEAD) = .2 *( .822) _ .164 NODE 9.15 ; HGL= < 955.988 >;EGL = < 955.988 >;FLOWLINE = < 953.360> n PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD~& OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 3.0A Release Date:12/27/88 Serial # 2408 Analysis prepared by: JOHNSON-FRANK & ASSOCIATES 5150 EAST HUNTER AVENUE ANAHEIM. CA~ 92007 (714)777-G877 ************************** DESCRIPTION OF STUDY ************************** * 25 YEAR HYDROLOGY FOR J.N. 351-87 * * RUN 4-4-89 L.CASTILLO * * LINE IA-7n' * FILE NAME: 35187A7.DAT TIME/DATE OF STUD/: 12: 0 4/ 5/019 ============================================================================ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD. AND OCEMA MANUALS GN DDWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 9.10 FLOWLINE ELEVATION = ?51.88 PIPE D%AMETEA(INCH) = 18.00 PIPE FLOW(CFS) = 6.49 ASSUMED DOWNSTREAM CONTROL HGL = 954.270 ====================================================== == PRESSURE FLOW PROCESS FROM NODE 9.10 TO NODE 10.00 IS CODE = 1 � UPSTREAM NODE 10.00 ELEVATION = 952.22 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOBSES(LACFCD): PIPE FLOW = 6.49 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 24.65 FEET MANNING5 N = .01300 SF=(Q/K)**2 = (( 6.49)/( 105.043)>**2 = .0038173 HF=L*SF = ( 24.65)*( .0038173) = .094 NODE 10.00 : HGL= < 954.364>;EGL= { 954.574>;FLOWLINE= < 952.220> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 8 UPSTREAM NODE 10.00 ELEVATION = 952.22 _____________________________________________________________________________ "ILCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): _PE FLOW(CFS) = 6.49 PIPE D%AMETERCINCH) = 18.00 PRESSURE FLOW VELOCITY HEAD = .209 CATCH BASIN ENERGY LOSS = .2*(VELOClTY HEAD) = .2*( .209) = .042 NODE 10.00 : HGL= < 954.615>;EGL= < 954.615>;FLOWLINE= < 952.220> **************************************************************************** PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM POCKABE (Reference: LACFD,LACRD.& OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 3.0A Release Date:12/27/88 Serial # 2408 Analysis prepared by: JOHNSON-FRANK & ASSOCIATES 5150 EAST HUNTER AVENUE ANAHEIM. CA. 92807 (714)777-6877 ************************** DESCRIPTION OF STUDY ************************** * 25 YEAR HYDRAULICS FOR J.N. 351-87 * * RUN 4-4-89 L.CASTILLO * . * *'Y~��E °"A,-& ************************************************************************** FILE NAME: 35187A8.DAT TIME/DATE OF STUDY: 12:50 4/ 6/1989 ============================================================================ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA SIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 8.25 FLOWLINE ELEVATION = 954.05 PIPE DIAMETER(INCH) = 18.00 PIPE FLOW(CFS) 4.89 ASSUMED DOWNSTREAM CONTROL HGL = 956~050 ============================================================================ NODE 8.25 : HGL= < 956.050>;EGL= 956.169>;FLOWLINE= < 954.050> =========================================== ===== PRESSURE FLOW PROCESS FROM NODE 8.25 TO NODE 8.75 IS CODE = 1 UPSTREAM NODE 8.75 ELEVATION = 954.16 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 4.89 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 13.73 FEET MANNINGS W = .01300 SF=(Q/K)**2 = (( 4.89)/( 105.043))**2 = .0021671 HF=L*SF = ( 13.73)*( .0021671) = .030 NODE 8.75 : HGL= < 956.080>;EGL= { 956.199>;FLOWLINE= < 954.160> PRESSURE FLOW PROCESS FROM NODE 8.75 TO NODE 8.95 IS CODE = 3 UPSTREAM NODE 8.95 ELEVATION = 954.50 ____________________________________________________________________________ 'LCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): \ -^PE FLOW = 4.89 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 53.491 DEGREES PIPE LENGTH = 42.27 FEET MANNINGS N = .01300 PRESSURE FLOW AREA = 1.767 SQUARE FEET FLOW VELOCITY = 2.77 FEET PER SECOND VELOCITY HEAD = .119 BEND COEFFICIENT(KB) = .1927 HB=KB*(VELOCITY HEAD) = ( .193}*( .119) = .023 PIPE CONVEYANCE FACTOR = 105.043 FRICTION SLOPE(SF) = .0021671 - "ICTION LOSSES = L*SF = ( 42.27)*( .0021671) = .092 jDE 8.95 : HGL= < _956.194>:E6L= < 956.313>;FLOWLINE= < 954.500> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 8.95 TO NODE 11.00 IS CODE = 1 UPSTREAM NODE 11.00 ELEVATION = 956.40 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LQSSES(LACFCD): PIPE FLOW = 4.89 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 237.62 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 4.89>/( 105,043)}**2 = .0021671 HF=L*SF = ( 237.62)*( .0021671) = .515 NODE 11.00 : HGL= < 956.709>;EGL= < 956.828>;FLOWLIwE= < 956.400> ____________________________________________________________________________ PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 1.19 NODE 11.00 : HGL= < 957.900>;EGL= < 958.019>vFLOWLINE= < 956.400> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 11.30 [O NODE 11.10 IS CODE = 2 UPSTREAM NODE 11.10 ELEVATION = 956.50 ____________________________________________________________________________ CALCULATE PRESSURE FLOW MANHOLE LOSSEB(LACFCD): PE FLOW = 4.89 CFS PIPE DIAMETER = 18.00 INCHES ��ESGURE FLOW ��OW AREA = 1.767 SQUARE FEET VELOCITY = 2.77 FEET PER SECOND VELOCITY HEAD = .119 HMN = .05*(VELOCITY HEAD) = .05*( .119) = .006 NODE 11.10 : HGL= < 957.906>;EiL= < 958.025>;FLOWLINE= < 966.500> ____________________________________________________________________________ PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = .09 NODE 11.10 : HGL= < 958.000>;EGL= < 958.119>;FLOWLINE= < 956.500> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 11.10 TO NODE 11.50 IS CODE = 3 UPSTREAM NODE 11.50 ELEVATION = 956.78 -------------------------- _------------------------------------------------- CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 4.89 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 90.000 DEGREES PIPE LENGTH = 70.69 FEET MANWINGS N = .01300 PRESSURE FLOW AREA = 1.767 SQUARE FEET FLOW VELOCITY = 2.77 FEET PER SECOND VELOCITY HEAD = .119 BEND COEFFICIENT(KB) = .2500 HB=KB*(VELOCITY HEAD) = ( .250>*( .119) = .030 PIPE CONVEYANCE FACTOR = 105.043 FRICTION SLOPE(SF) = .0021671 FRICTION LOSSES = L*SF = ( 70.69)*( .0021671) = .153 `DE 11.50 : HGL= < 958.183>;EGL= < 958.302);FLOWLINE= < 956.780> _i ______________________________________________________-__________------- _ PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = .10 NODE 11.50 : HGL= < 958.280>;EGL= < 958.399>;FLOWLINE= < 956.780} ^ ~_ == ==�___-______ PRESSURE FLOW PROCESS FROM NODE 11.50 TO NODE 12.0C IS CODE = 1 rSTREAM NODE 12.00 ELEVATION = 957.39 CALCULATE PRESSURE FLOW FRICTION LOSSE3(LACFCD): FIFE FLOW = 4.89 CFS FIFE DIAMETER = 18.00 INCHES PIPE LENGTH = 152.41 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 4.89)/( 105.043)>**2 = .0021671 HF==L*SF = ( 152.41)*( .0021671) = .330 NODE 12.00 : HGL= < 958.610>:EGL= 958.729>;FLOWLIr.E= < 957.390 PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = .28 NODE 12.0O : -,GL= < 958.890>;EEL= < 959.009>;FLOWLIE= < 957.390 PRESSURE FLOW PROCESS FROM NODE 12.00 TO NODE 12.1(_ IS CODE = 5 UPSTREAM NODE 12.10 ELEVATION = 957.89 CALCULATE PRE:SSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 2.5 l2.00 .785 :.119 90.000 .151 4.c 1k-00 1.76 2.767 -- . 1 19 3 2.+ 12.00 . 785 3.1O7 45.0%.)0 - 4 .0 .00 .000 .000 .So0 - 5 .0===Q5 EQUALS BASIN INPUT=== �� CFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(0.2*V2-01*V1*C0S(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4)>/((A1+A2)*16.1) UPSTREAM MANNINOS N = .01300 DOWNSTREAM MANNIyJGS N = . 01300 UPSTREAM FRICTION SLOPE = .00473 DOWNSTREAM FRICTION SLOPE = .00217 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00345 JUNCTION LENGTH(FEET) = 4.66 FRICTION LOSS = .016 ENTRANCE LOSSES = .000 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = .199+ .151- .119+( .016)+( .000) = .247 NODE 12.10 : HGL= < 959.105>;EGL= < 959.256>;FLOWLINE= < 957.890 ___=__________ _ PRESSURE FLOW PROCESS FROM NODE 12.10 TO NODE 13.00 IS CODE = 1 UPSTREAM NODE 13.00 ELEVATION = 958.11 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 2.45 CFS PIPE DIAMETER = 12.00 INCHES PIPE LENGTH = 53.41 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 2.45)/( 35.628))**2 = .0047288 HF=L*SF = ( 53.41)*( .0047288) = .253 lDE 13.00 : HGL= < 959.357>;EGL= < 959.509>;FLOWLINE= < 958.110) PRESSURE FLOW PROCESS FROM NODE 13.00 TO NODE 13.10 IS CODE = 8 UPSTREAM NODE l3.z0 ELEVATION = 958.15 CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOGSES(LACF7D): PIPE FLOW(CFS) = .49 PIPE DIAMETER(INCH) = 12.00 - ?ESSURE FLOW VELOCITY HEAD = ' .006 iTCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( = .001 NODE 13.10 : HGL= < 959.510>;EGL= < 959.510>;FLOWLI•E= < 958.150 __ PRESSURE FLOW PROCESS FROM NODE 13.10 TO NODE 13.5� IS CODE = 1 UPSTREAM NODE 13.50 ELEVATION = 958.72 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 1.96 CFS FIFE DIAMETER = 12.00 Iri:HES PIPE LENGTH = 142.08 FEET - ANNINGS N = .01300 SF=(Q/1 = (( 1.96)/( 35.628)>**2 = .00302t:- HF=L*SF = ( 142.08)*( .0030264/ = .430 NODE 13.50 : HGL= < 959.843>;EGL= < 959.940>1FLOWLI.E= < 958.720 ==============_____==_ ------------- PRESSURE PROCESS FROM NODE 13.50 TO NODE 13.t . IS CODE = 8 UPSTREAM NODE 13.60 ELEVATI N = 958.89 CALCULATE El ES_1! RE FLOW CATCH E%TRANCE PIPE FLOW(CF5/ = .49 PlPE DIAMETER(INCH> = PRESSURE FLOW VE_OCITY HEAD = .0,6 CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = = .001 DE 13.60 : HGL= < 959.941>;EGL= < 959.941>;FLOWLI 1E= < 958.890> PRESSURE FLOW PROCESS FROM NODE 13.60 TO NODE 14.0 13 CODE = 1 UPSTREAM NODE 14.00 ELEVATION = 959.45 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 1.47 CFS PIPE DIAMETER = 10.00 INCHES PIPE LENGTH = 142.08 FEET MANNINGS N = .01300 SF=(Q/ = (( 1.47)/( 21.910))**2 = .0045014 HF=L*SF = ( 142.08)*( .0045014) = .640 NODE 14.00 : HGL= < 960.468>;EGL= < 960.581>;FLOWLINE= < 959.450> PRESSURE FLOW PROCESS FROM NODE 14.00 TO NODE 14.1� IS CODE = 8 UPSTREAM NODE 14.10 ELEVATION = 959.49 CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW(CFS) = .49 PIPE DIAMETER(INCH) = 10.00 PRESSURE FLOW VELOCITY HEAD = .013 CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( .013) = .003 NODE 14.10 : HGL= < 960.583>;EGL= < 960.583>;FLOWLlNE= < 959.490) == _ \. NESSURE FLOW PROCESS FROM NODE 14.10 TO NODE 15.00 IS CODE = 1 UPSTREAM NODE 15.00 ELEVATION = 960.06 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = .98 CFS FIFE DIAMETER = 10.00 INCHES PIPE LENGTH = 142.08 FEET *ANNINGS N = .01300 SF=(Q/K)**2 = (( .98>/( 11.910)>**2 = .0020006 HF=L*SF = ( 142.08)*( .0020006) = .284 ^'9DE 15.00 : HGL= < 960.817>;EGL= < 960.867>;FLOWLINE= < 960.060> ' __ _________________________________________________________________________ PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT COwTROL = .08 NODE 15.00 : HGL= i 960.893>;EGL= < 960.943>;FLOWLINE= < 960.060> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 15.00 TO NODE 15.10 IS CODE = 8 UPSTREAM NODE 15.10 ELEVATION = 960.23 ------~---------------------------------------------------------------------- CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW(CFS) = .49 PIPE DIAMETER(INCH) = 10.00 PRESSURE FLOW VELOCITY HEAD = . 013 CATCH BASIN ENERGY LOSS = .2*(VELCCITY HEAD) = .2*( .013) = .003 NODE 15.10 : HGL= < 960.946>;EGL= < 960.946>;FLOWLlNE= < 960.230> ____________________________________________________________________________ PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = .12 NODE 15.10 : HGL= < 961.063>;EGL= < 961.063>:FLOWLINE= < 960.230> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 15.10 TO NODE 16.o0 IS CODE = 1 UPSTREAM NODE 16.00 ELEVATION = 961.27 ------- _-------- _---- _-------- _-------- _------ _ ULATE PRESSURE FLOW FRICTION LOGSES(LACFCD): PIPE FLOW = .49 CFS PIPE DIAMETER = 8.00 INCHES PIPE LENGTH = 259.40 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( .49>/( 12.0B4)}**2 = .0016442 HF=L*GF = ( 259.40)*( .0016442) = .427 NODE 16.00 : HGL= < 961.459>;EGL= < 961.490>;FLOWLINE= < 961"270> ____________________________________________________________________________ PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = .48 NODE 16.00 : HGL= < 961.937>;EGL= < 961.967>;FLOWLINE= < 961.270> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 16.00 TO NODE 16.10 IS CODE = 8 UPSTREAM NODE 16.10 ELEVATION = 961.27 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LQSSES(LACFCD): PIPE FLOW(CFS) = . 49 PIPE DIAMETER(INCH) = 8.00 PRESSURE FLOW VELOCITY HEAD = .031 CATCH BASIN ENERGY LOSS = . 2*<VELOCITY HEAD) = . 2*( .031) = .0{)6 NODE 16.10 : HGL= < 961.973>;EGL= < 961.973>;FLOWLINE= < 961.270> ============================================================================ END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM 69,901 PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD.& OCEMA HYDRAULICS CRITERION) (c) Copvright 1982-88 Advanced Engineering Software (ess) Ver. 3.0A Release Date:12/27/88 Serial # 2408 Analysis prepared by: JOHNSON-FRANK & ASSOCIATES 5150 EAST HUNTER AVENUE ANAHEIM, CA. 92807 (714)777-8877 ************************** DESCRIPTION OF STUDY ************************** * * 25 YEAR HYDRAULICS FOR J.N. 351-87 * * RUN 4-4-89 L.CASTILLO * * LINE "A~9 ************************************************************************** FILE NAME: J5187A9.DA1_ TIME/DATE OF STUDY: 7:50 ========================== NOTE: STEADY FLOW HYDRAULI CONSERVATIVE FORMULAE FROM DESIGN MANUALS. 4/ 6/1969 ======================================== HEAD-LOSS COMPUTATIONS BASED ON THE MOS THE CURRENT LACRD,LACFCD, AND OCEMA TREAM PRESSURE PIPE FLOW CONTROL DATA: �1DE NUMBER = 12.00 FLOWLINE ELEVATION = 957.89 PIPE DIAMETER(INCH) = 12.00 PIPE FLOW(CFS) = 2.44 ASSUMED DOWNSTREAM CONTROL HGL = 959.000 ============================================================================ NODE 12.00 : HGL= < 959.000>:EGL= < 959.150>;FLOWLINE= < 957.890> ================================================ = PRESSURE FLOW PROCESS FROM NODE 12.00 TO NODE 12.50 IS CODE � 1 UPSTREAM NODE 12.50 ELEVATION = 958.30 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 2.44 CFS PIPE DIAMETER = 12.00 INCHES PIPE LENGTH = 24.84 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 2.44)/( 35.628)>**2 = .0046903 HF=L*SF = ( 24.84)*( .0046903) = .117 NODE 12.50 : HGL= < 959.117>;EGL= < 959.266>;FLOWLINE= < 958.300> ____________________________________________________________________________ PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = .18 NODE 12.50 : HGL= < 959.300>;EGL= < 959.450>;FLOWLINE= < 958.300} ============================================================ = PRESSURE FLOW PROCESS FROM NODE 12.50 TO NODE 12.60 IS CODE = 8 / STREAM NODE 12.60 ELEVATION = 958.34 ------------------------------------------------------------------------- CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCI}): PIPE FLOW`CFS/ = .41 PIPE DIAMETER(INCH) = 12.00 PRESSURE FLOW VELOCITY HEAD = .004 CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( .004) = .000 NODE 12.60 : HGL= < 959.451>;EGL= < 959.451>«FLOWLINE= < 958.340> PRESSURE FLOW PROCESS FROM NODE 12.60 TO NODE 17.00 IS CODE = 1 UPSTREAM NODE 17.00 ELEVATION = 958.74 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 2.03 CFS PIPE DIAMETER = 12.00 INCHES ' PIPE LENGTH = 100.87 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 2.03)/( 35.628))**2 = .0032465 HF=L*SF = ( 100.87)*( .0032465) = .327 NODE 17.00 : HGL= < 959.674>;EGL= < 959.778>;FLOWLINE= < 958.740> ____________________________________________________________________________ PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = .07 NODE 17.00 : HGL= < 959.740>;EGL= < 959.844>;FLOWLINE= < 958.740> ========================================================= ==== ~ PRESSURE FLOW PROCESS FROM NODE 17.00 TO NODE 17.50 IS CODE = 8 UPSTREAM NODE 17.50 ELEVATION = 958.78 ____________________________________________________________________________ CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW(CFS) = .41 PIPE DIAMETER(INCH) = 12.0� PRESSURE FLOW VELOCITY HEAD = .004 CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( .004) = .000 NODE 17.50 : HGL= < 959.845>:EGL= < 959.845>;FLOWLINE= < 958"780> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 17.50 TO NODE 18.00 IS CODE = 1 UPSTREAM NODE 18.00 ELEVATION = 959.16 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 1.62 CFS PIPE DIAMETER = 12.00 INCHES PIPE LENGTH = 94.0B FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 1.62)/( 35.628))**2 = .0020675 HF=L*SF = ( 94.08)*( .0020675) = .195 NODE 18.00 : HGL= < 959.973>;EGL= < 960.039>;FLOWLINE= < 959.160> _____________________________________________________________________,_______ PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = .19 NODE 18.00 : HGL= < 960.160>;EGL= < 960.226>;FLOWLINE= < 959.160> PRESSURE FLOW PROCESS FROM NODE 18.00 TO NODE 18.50 IS CODE = 8 UPSTREAM NODE 18.50 ELEVATION = 959.80 ____________________________________________________________________________ CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW(CFS) = .41 PIPE DIAMETER(INCH) = 12.00 PRESSURE FLOW VELOCITY HEAD = .0{)4 4TCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( .004) = .000 / DE 18.50 : HGL= < 960.227>;EGL= < 960.227>;FLOWL%NE= < 959.800> ______________________________________________________________________ PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PHES3URE HEAD USING SOFFIT [JNTROL = .5� NODE 18.50 : HGL= < 960.800>:EGL= < 960.800>;FLJWLlNE= < 959.800> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 18.50 TO NODE 18.75 IS CODE = 1 /'STREAM NODE 18.75 ELEVATION = 959.58 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 1.21 CFS PIPE DIAMETER = 12.00 INCHES PIPE LENGTH = 94.08 FEET MANNINGS N = .01300 SF=(Q/K)**2 = <( 1.21)/( 35.628))**2 = .0011534 HF=L*SF = ( 94.08)*( .0011534) = .109 NODE 18.75 : HGL= < 960.872>;EGL= < 960.909>:FLOWLINE= < 959.580> ============================================================================ PRESSURE FLOW PROCESS FRUM NODE 18.75 TO NODE 19.00 IS CODE = 8 UPSTREAM NODE 19.00 ELEVATION = 959.62 ____________________________________________________________________________ CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW(CFS) = .41 PIPE DIAMETER(INCH) = 12.00 PRESSURE FLOW VELOCITY HEAD = .004 CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*0 .004) = .000 NODE 19.00 : HGL= < 960.909>;EGL= < 960.909>:FLOWLINE= < 959.620/ ============================================================================ PRESSURE FLOW PROCESS FROM NODE 19.00 TO NODE 19.10 IS CODE = 1 UPSTREAM NODE 19.10 ELEVATION = 959.99 ---------------------------------------------------------------------------- ��--- LATE PRESSURE FLOW FRICTION LOSSES(LACFCD): DIAMETER = 12 00 INCHES rzP� FLOW = . 80 CFS PIPE . PIPE LENGTH = 94.08 FEET MANNINGS N = .01300 ' SF=(Q/K)**2 = (( .80)/( 35.628)>**2 = .0005042 HF=L*SF = ( 94.08)*( .0005042) = .047 NODE 19.10 : HGL= < 960.941>;EGL= < 960.957>;FLOWLINE= n < 959.990> ------------------------- PRESSURE FLOW -------------------------------------------------- ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = .05 NODE 19.10 : HGL= < 960.990>;EGL= < 961.O06>;FLOWLI��E= < 959.990� ============================================================================ PRESSURE FLOW PROCESS FROM NODE 19.10 TO NODE 19.50 IS CODE = 8 UPSTREAM NODE 19.50 ELEVATION = 960.03 ____________________________________________________________________________ CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW(CFS) = .40 PIPE DIAMETER(INCH) = 12.00 PRESSURE FLOW VELOCITY HEAD = .004 CATCH BASIN ENERGY LOSS = .2*(VEL8CITY HEAD) = .2*( .004) = .000 NODE 19.50 : HGL= < 961.007>;EGL= < 961.007>;FLOWLINE= < 960.030> ____________________________________________________________________________ PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = .02 NODE 19.50 : HGL= < 961.030>;EGL= < 961.030>;FLOW�-INE= < 960.0�0> / =\ ================================== ==== - PRESSURE FLOW PROCESS FROM NODE 19.50 TO NODE 20.00 IS CODE = 1 UPSTREAM NODE 20.00 ELEVATION = 960.41 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = .40 CFS PIPE DIAMETER = 12.00 INCHES PIPE LENGTH = 94.08 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( .40>/( 35.628)>**2 = .0001260 / �L*SF = ( 94.08)*( .0001260) = .012 NODE 20.00 : HGL= < 961.038>;EGL= < 961.042>;FLOWLINE= < 960.410> ____________________________________________________________________________ PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = .37 NODE 20.00 : HGL= < 961.410>;EGL= < 961.414>;FLOWoINE= < 960.410> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 8 UPSTREAM NODE 20.00 ELEVATION = 960.41 ____________________________________________________________________________ CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(OACFCD): PIPE FLOW(CFS) = .40 PIPE DIAMETER(INCH) = 12.00 PRESSURE FLOW VELOCITY HEAD = .004 CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( .004) = .000 NODE 20.00 : HGL= < 961.415>;EGL= < 961,415>;FLOWLINE= < 960.410> END OF PRESSURE FLOW HYDRAULICS PIPE SYSTE1 1� / \ PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD.LACRD.& OCEMA HYDRAULICS CRITERION) vc� Copvright l982-88 Advanced Engineering Software (aes) Ver. 3.0A Release Date:12/27/88 Serial # 2408 Analysis prepared by: JOHNSON-FRANK & ASSOCIATES 5150 EAST HUNTER AVENUE ANAHEIM, CA. 92807 (714)777-8877 DESCRIPTION OF STUDY ************************+* * * 25 YEAR HYDRAULICS FOR J.N. 351-87 * * RUN 4-4-89 L.CASTILLO ° * * 'LINE_°�� FILE NHME: 351876.DAT TIME/DATE OF STUDY: 14:57 4/ 5/1989 ' ============================================================================ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BOSED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCO, AND OCEMA SIGN MANUALS. 1 WNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 21.00 FLOWLINE ELEVATION = 956.37 PIPE DIAMETER(INCH) = 48.00 PIPE FLOW(CFS) = 97.00 ASSUMED DOWNSTREAM CONTROL HGL = 960.370 ============================================================================ NODE 21.00 : HGL= < 960.370>;EGL= < 961.295>:FLOWLINE= < 956.370> PRESSURE FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 3 UPSTREAM NODE 22.00 ELEVATION = 956.66 ____________________________________________________________________________ CALCULATE PRESSURE FLOW PIPE-BEND LQSSEG(OCEMA): PIPE FLOW = 97.00 CFS PIPE DIAMETER = 48.00 INCHES CENTRAL ANGLE = 46.142 DEGREES PIPE LENGTH = 72.63 FEET MANNINGS N = .01300 PRESSURE FLOW AREA = 12.566 SQUARE FEET FLOW VELOCITY = 7.72 FEET PER SECOND VELOCITY HEAD = .925 BEND COEFFICIENT(KB) = .1790 HB=KB*(VELOCITY HEAD) = ( .179)*( .925) = .166 PIPE CONVEYANCE FACTOR = 1436.431 FRICTION SLOPE(SF) = .0045601 FRICTION LOSSES = L*SF = ( 72.63>*( .0045601) = .331 NODE 22.00 : HGL= < 960.867>;EGL= < 961.792>:FLOWLINE= < 956.660> ' = ' PRESSURE FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 1 UPSTREAM NODE 23.00 ELEVATION = 958.10 ________________________________,____________________________________________ �� CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 97.00 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 358.82 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 97.00)/( 1436.431))**2 = .0045601 `'�=L*SF = ( 358.82)*( .0045601) = 1.636 ,DE 23.00 : HGL= < 962.503>;EGL= < 963.428>vFLOWLINE= < 958.100> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 23.00 TO NODE 23.10 IS CODE = 5 UPSTREAM NODE 23.10 ELEVATION = 958.10 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA 1 91.9 48.00 12.566 7.316 90.000 2 97.0 48.00 12.566 7.719 -- 3 5.1 18,00 1.767 2.869 45.000 4 .0 .00 .000 .000 .000 5 .0===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-01*V1*COS(DELTA1)-Q3*V3*COS(DELTA3) 04*V4*COS(DELTA4))/((A1+A2)*16.1) HV .831 UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .0130o UPSTREAM FRICTION SLOPE = .00410 DOWNSTREAM FRICTION SLOPE = .50456 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00433 JUN CTION LENGTH(FEET) = 4.66 FRICTION LOSS = .020 P T RANCE LOSSES = .000 NCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 1.825+ .831- .925+( .020)+( .000) = 1.751 NODE 23.10 : HGL= < 964.34B>;EGL= < 965.179>;FLOWLINE= < 958.100> ===================================================== ======= PRESSURE FLOW PROCESS FROM NODE 23.10 TO NODE 24.00 IS CODE = 1 UPSTREAM NODE 24.00 ELEVATION = 959.07 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 91.93 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 238.24 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 91.93)/( 1436.431))**2 = .0040959 HF=L*SF = ( 238.24)*( .0040959> = .976 NODE 24.00 : HGL= < 965.324>;EGL= < 966.155>;FLOWLINE= < 959.070> =============================================================== PRESSURE FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 5 UPSTREAM NODE 24.00 ELEVATION = 959.07 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA 1 82.8 48.00 12.566 6.587 90.000 / 2 \ 3 91.9 9.1 48.00 18.00 12.566 1.767 7.316 5.178 -- 45.000 4 .0 .00 .000 .000 .000 5 .0===05 EQUALS BASIN INPQT=== HV .674 LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- 04*V4*COS(DELTA4))/((A1+A2)*16.1) //pSTREAM MANNINGS N = .01300 ,WNSTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE = .00332 DOWNSTREAM FRICTION SLOPE = .00410 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .CO371 JUNCTION LENGTH(FEET) = 1.00 FRICTION LOSS = .004 ENTRANCE LOSSES = .000 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 1.579+ .674- .831+( .004)+( .000) = 1~426 NODE 24.00 : HGL= < 966.907>:EGL= < 967.581>;FLOWLINE= \ 959.070> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 1 UPSTREAM NODE 25.00 ELEVATION = 959.50 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 82.78 CFS PIPE DIAMETER = 4E).00 INCHES PIPE LENGTH = 109.01 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 82.78)/( 1436.431))**2 = .0033211 HF=L*SF = ( 109.01)*( .0033211) = .362 NODE 25.00 : HGL= < 967.269>;EGL= < 967.9430FLOWLINE= < 959.500> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 25.00 TO NODE 25.10 IS CODE = 2 STREAM NODE 25.10 ELEVATION = 959.52 _�� CALCULATE PRESSURE FLOW MANHOLE LOSSES(LACFCD): PIPE FLOW = 82.78 CFS PIPE DIAMETER = 48.00 INCHES PRESSURE FLOW AREA = 12.566 SQUARE FEET FLOW VELOCITY = 6.59 FEET PER SECOND VELOCITY HEAD = .674 HMN = .05*(VELOCITY HEAD) = .05*( .674) = .034 NODE 25.10 : HGL= < 967.303>;EGL= < 967.977>:FLOWLINE= < 959.520> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 25.10 TO NODE 26.00 IS CODE = 1 UPSTREAM NODE 26.00 ELEVATION = 959.66 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 82.78 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 36.00 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 82.78}/( 1436.431))**2 = .0033211 HF=L*SF = ( 36.00)*( .0033211) = .120 NODE 26.00 : HGL= < 967.422>;EGL= < 968.096>;FLOWLINE= < 959.660> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 8 "OSTREAM NODE 26.00 ELEVATION = 960.11 __ ________________________________________________________________________ ` C ALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW(CFS) = 82.78 PIPE DIAMETER(INCH) = 48.00 PRESSURE FLOW VELOCITY HEAD = .674 CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( .674) = .135 NODE 26.00 : HGL= < 968.231>;EGL= < 968.231>:FLOWLINE= < 960.110> � .ESSURE FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 1 UPSTREAM NODE 27.00 ELEVATION = 960.19 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 77.54 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 19.91 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (< 77.54)/( 1006.096)>**2 = .0059398 HF=L*SF = ( 19.91)*( .0059398) = .118 NODE 27.00 : HGL= < 967.341>;EGL= < 968.349>;FLOWLINE= < 960.190> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 7.00 TO NODE 7.10 IS CODE = 8 UPSTREAM NODE 7.10 ELEVATION = 960.19 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW(CFS) = 77.54 PIPE DIAMETER(INCH) = 42.00 PRESSURE FLOW VELOCITY HEAD = 1.009 CATCH BASIN ENERGY LOSS = .2*(VELQCITY HEAD) = .2*( 1.009) = .202 NODE 7.10 : HGL= < 968.551>:EGL= < 968.551>:FLOWLINE= < 960.1=0�- END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM [A 0 77" PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) (c) Copyrigmt 1982-88 Advanced Engineering Software (aes) Ver. 3.0A Release Date:12/27/88 Serial # 2408 Analysis rrepared by: JOHNSON-FRANn & ASSOCIATES 5150 EAST HWNTER AVENUE ANAHEIM. CA. 92807 (714)777-8877 ************************** DESCRIPTION CF STUDY **********+*************** * 25 YEAR HYDRAULICS FOR J.N. 351-87 * * RUN 4-4-89 L.CASTILLO * * LINE "B-10 * FILE NAME: 35187BI.DAT TIME/DATE OF STUDY: 15: 3 4/ 5/190: ============================================================================ NOTE: STEADY FLOW HYDRAULIC HEAD-LOES COMPUTATIONS BASED iN THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA ,QESIGN MANUALS. LJOWNSTREAM PRESSURE PIPE FLOW CONTRCIL DATA: NODE NUMBER = 23.00 FLOWLINE ELEVATION = 959.35 PIPE DIAMETER(INCH) = 18.00 PIFE FLOW(CFS) = 7.23 ASSUMED DOWNSTREAM CONTROL HGL = 963.420 ============================================================================ NODE 23.00 : HGL= < 963.420>;EGL= 963.680>;FLOWLIhE= < 959.350> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 23.00 TO NODE 23.50 IS CODE = 1 UPSTREAM NODE 23.50 ELEVATION = 963.17 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 7.23 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 11.94 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 7.23)/( 105.043))**2 = .0047374 HF=L*SF = ( 11.94)*( .0047374) = .057 NODE 23.50 : HGL= < 963.477>;EGL= < 963.737>;FLOWLINE= < 963.170> ____________________________________________________________________________ PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 1.19 NODE 23.50 : HGL= < 964.670>;EGL= < 964.930>;FLOWLINE= < 963.170> .ESSURE FLOW PROCESS FROM NODE 23.50 TO NODE 23.50 IS CODE = 8 UPSTREAM NODE 23.50 ELEVATION = 963.17 ____________________________________________________________________________ CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW(CFSY = 7.23 PIPE DlAMETER&INCH) PRESSURE FLOW VELOCITY HEAD = .260 CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( .260) = .052 NODE 23.50 : HGL= < 964.982>;EGL= < 964.982/:FLOWLINE= < 963.170> ============================================================================ .D OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM ' ` oz- _ __ **************************************************************************** PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-88 Advanced Engineering Software vaes) Ver. 3.0A Release Date:12/27/88 Serial # 2408 Analysis prepared by: JOHNSON-FRANK & ASSOCIATES 5150 EAST HUNTER AVENUE ANAHEIM. CA. ?2807 (714)777-8877 ************************** DESCRIPTION OF STUDY * 25 YEAR HYDRAULICS FOR J.N. 351-87 * * RUN 4-4-89 L.CASTILLO �� * * �� _�"- * � FILE NAME: 3518782.DAT TIME/DATE OF STUDY: 15: 6 4/ 5, NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS B CONSERVATIVE FORMULAE FROM THE CURRENT LPCRD,LACFCD, SIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 24.00 FLOWLINE ELEVATION PIPE DIAMETER(INCH) = 18.00 PIPE FLOW(CFS) = ASSUMED DOWNSTREAM CONTROL HGL = 96m.120 ASED ON THE MOST AND OCEMA = 960.52 V.38 NODE 24.00 : HGL= < 966.120>oEBL= < 966.557>;FLOWLINE= < 960.520: ============================================================================ PRESSURE FLOW PROCESS FROM NODE 24.00 TO NODE 24.50 IS CODE = 1 UPSTREAM NODE 24.50 ELEVATION = 964.02 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 9.38 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 35.03 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 9.38)/( 105.043)>**2 = .0079739 HF=L*SF = ( 35.03)*( .0079739) = .279 NODE 24.50 : HGL= < 966.399>;EGL= < 966.837>;FLOWLINE= < 964.020> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 24.50 TO NODE 24.50 IS CODE = 8 UPSTREAM NODE 24.50 ELEVATION = 964.02 ____________________________________________________________________________ - ALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): .PE FLOW(CFS) = 9.38 PIPE DIAMETER(INCH) = 18.00 PRESSURE FLOW VELOCITY HEAD = .437 CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( .437) = .087 NODE 24.50 : HGL= < 966.924>;EGL= < 966.924>;FLOWLINE= < 964.020> �� ... �� PHESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& [}CEMA HYDRAULICS CRITERION. (c) Copyright 1982-88 Advanced Enqineerinq Software (aes) Ver. 3.0A Release Date:12/27/88 Serial # 240B Analysis prepared by: JOHNSON-FRANK & ASSOCIATES 5150 EAST HUNTER AVENUE ANAHEIM, CA. 92807 (714)777-B877 ************************** DESCRIPTION OF STUDY * 100 YEAR HYDRAULICS FOR J.N. 351-87 * * RUN -89 L.CASTILLO * * * FILE NAME: 35187AZ.DA7 TIME/DATE OF STUDY: 15:54 4/ 6/1989 ============================================================================ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON TAE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD AND OCEnA DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 1.00 FLOWLINE ELEVATION = 943.30 PIPE DIAMETER(INCH) = 48.00 PIPE FLOW(CFS) = 95.41 ASSUMED DOWNSTREAM CONTROL HGL = 948.000 ============================================================================ NODE 1.00 : HGL= < 948.000>;EGL= < 948.895>;FLOWLINE= < 943.300> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 UPSTREAM NODE 2.00 ELEVATION = 943.38 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 95.41 CFG PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 19.12 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 95.41)/( 1436.431))**2 = .0044118 HF=L*SF = ( 19.12)*( .0044118) = .084 NODE 2.00 : HGL= < 948.084>;EGL= < 948.979>;FLOWLINE= < 943.380> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 3 UPSTREAM NODE 3.00 ELEVATION = 943.66 CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 95.41 CFS PIPE DIAMETER = CENTRAL ANGLE = 90.000 DEGREES PIPE LENGTH = 70.69 FEET MANNINGS N = PRESSURE FLOW AREA = 12.566 SQUARE FEET FLOW VELOCITY = 7.59 FEET PER SECOND VELOCITY HEAD = .895 BEND COEFFICIENT(K8) 48.00 INCHES .01300 = .2500 v�� _' HB=KB*(VELOCITY HEAD) = ( .250}*( .895) = .224 PIPE CONVEYANCE FACTOR = 1436.431 FRICTION SLOPE(SF) = .0044118 FRICTION LOSSES = L*SF = ( 70.69>*( .0044118) = .312 NODE 3.00 : HGL= < 946.620>;EGL= < 949.515>;FLOWLINE= 943.660> ============================================================================ PRESSURE FLCW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 1 UPSTREAM NODE 4.00 ELEVATION = 943.89 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES4LACFCD): PIPE FLOW = 95.41 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 57.92 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 95.41)/( 1436.43`/)**2 = .0044118 HF=L*SF = ( 57.92)*( .0044118) = .256 NODE 4.00 : HGL= � 948.876>;EGL= < 949.771>;FLOWLINE= < 943.890> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 3 UPSTREAM NODE 5.00 ELEVATION = 944.17 ____________________________________________________________________________ CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(CCEMA): PIPE FLOW = 95.41 CFS PIPE DIANETER = 48.00 INCHES CENTRAL ANGLE = 90.000 CE8REES PIPE LENGTH = 70.69 FEET MANNlAGS N = .01300 PRESSURE FLOW AREA = 12.566 SQUARE FEE7 FLOW VELOCITY = 7.59 FEET PER SECOND VELOCITY HEAD = .895 BEND COEFFICIENT(KB) = .2500 HB=KB*(VELOCITY HEAD) = ( .250)*( .895) = .224 PIPE CONVEYANCE FACTOR = 1436.431 FRICTION SLOPE(SF) = .0044118 FRICTION LOSSES = L*SF = ( 70.69)*( .0044118) = .312 NODE 5.00 : HGL= < 949.411>;EGL= < 950.306>;FLOWLINE= < 944.170> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 5.00 TO NODE 5.10 IS CODE = 5 UPSTREAM NODE 5.10 ELEVATION = 944.67 ---------------------------------------- CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 75.4 42.00 9.621 7.836 90.000 .953 2 95.4 48.00 12.566 7.592 -- .895 3 20.0 12.00 .785 25.516 45.000 - 4 .0 .00 .000 .00() .000 - 5 .0===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-03*V3*COS(DELTA3) Q4*V4*COS(DELTA4))/((A1+A2)*16.1) UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE = .00561 DOWNSTREAM FRICTION SLOPE = .00441 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00501 JUNCTION LENGTH(FEET) = 4.66 FRICTION LOSS = .023 ENTRANCE LOSSES = .000 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 1.016+ .953- .895+( .023)+( .000) = 1.097 ~- NODE 5.10 : HGL= < i50.450>;EGL= < 951.404>;FLOWLlNE= < 944.670> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 5'10 TO NODE 6.00 :3 CODE = 1 UPSTRE-AM NODE c, (_X) ELEVATION = 945.89 ____________-____________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 75.39 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 305.29 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 75.39)/( 1006.096))**2 = .0056150 HF=L*SF = ` 305.29)*( .0056150) = 1.714 NODE 6.00 : HGL= < 952.164>;EGL= < 953.118>;FLOWLlNE= < 945.890> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 :S CODE = 3 UPSTREAM NODE 7.00 ELEVATION = 946.47 ____________________________________________________________________________ CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 75.39 CFS PIPE DIAMETER = 42.00 INCHES CENTRAL ANGLE = 90.000 DEGREES PIPE LENGTH = 143.15 FEET MANKlNGS N = .01300 PRESSURE FLOW AREA = 9.621 SQUARE FEET FLOW VELOCITY = 7.84 FEET PER SECON� VELOCITY HEAD = .953 BEND COEFFICIENT(KB) = .2500 HB=KB*(VELOCITY HEAD) = ( .250>*( .?53; = .238 PIPE CONVEYANCE FACTOR = 1006.096 FRICTION SLOPE(SF) = .0056150 FRICTION LOSSES = L*SF = ( 143.15)*( .0056150) = .804 NODE 7.00 : HGL= < 953.207>;EGL= < 954.160>;FLOWLINE= < 946.470> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 7.00 TO NODE 7.10 IB CODE = 5 UPSTREAM NODE 7.10 ELEVATION = 946.57 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA 1 53.5 42.00 9.621 5.564 90.000 2 75.4 42.00 9.621 7.836 -- 3 18.3 18.00 1.767 10.327 90.000 4 3.6 18.00 1.767 2.054 90.000 5 .0===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COB(DELTA1)-Q3*V3*COS(DELTA3) 04*V4*COS(DELTA4)>/((A1+A2)*16.1) UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE = .00283 DOWNSTREAM FRICTION SLOPE = .00561 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00422 HV .481 .953 _ JUNCTION LENGTH(FEET) = 4.66 FRICTION LOSS = .020 ENTRANCE LOSSES = .000 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 1.907+ .481- .953+( .020)+( .000) = 1.454 NODE 7.10 : HGL= < 955.133>;EGL= < 955.614);FLOWLINE= < 946.570> ============================================================= ====== PRESSURE FLOW PROCESS FROM NODE 7.10 TO NODE 7.20 :S CODE = 1 UPSTREAM NODE 7.20 ELEVATION = 947.50 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOS3ES(LACFCD): PIPE FLOW = 53.53 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 231.53 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 53.53)0 1006.096>>**2 = .0028306 HF=L*SF = , 231.53>*( .0028308) = .655 NODE 7.20 : HGL= < 955.789>;EGL= < 956.269>;FLOWLINE= < 947.500> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 7.20 TO NODE 7.20 :S CODE = 5 UPSTREAM NODE 7.20 ELEVATION = 947.50 ____________________________________________________________________________ CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA KV 1 40.7 42.00 9.621 4.233 .000 ,278 2 53.5 42.00 9.621 5.564 -- .481 3 12.8 18.00 1.767 7.249 45.000 - 4 .0 .00 .000 .COO .000 - 5 .0===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNC[ION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS<DELTA1)-03*V3*COS(DELTA3) 04*V4*COS(DELTA4))/((A1+A2)*16.1� UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE = .00164 DOWNSTREAM FRICTION SLOPE = .00283 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00223 JUNCTION LENGTH(FEET) = 4.66 FRICTION LOSS = .010 ENTRANCE LOSSES = .000 MANHOLE LOSSES GREATER THAN THOMPSON MOMENTUM LOSSES MOMENTUM LOSSES = -.010 MANHOLE LOSSES = .024 JUNCTION LOSSES = (MANHOLE LOSSES)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( .024)+( .010)+( .000) = .034 NODE 7.20 : HGL= < 956.025>;EGL= < 956.304>;FLOWLINE= < 947.500> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 7.20 TO NODE 8.00 IS CODE = 1 UPSTREAM NODE 8.00 ELEVATION = 948.39 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 40.73 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 224.20 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 40.73>/( 1006.096))**2 = .0016389 HF=L*SF = ( 224.20)*( .0016389) = .367 NODE 8.00 : HGL= < 956.393>;EGL= < 956.671>;FLOWLINE= < 948.390> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 8.00 TO NODE 8.10 IS CODE = 5 UPSTREAM NODE 8.10 ELEVATION = 949.39 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 23.0 30.00 4.909 4.692 90.000 .342 2 40.7 42.00 9.621 4.233 -- .278 3 17.7 18.00 1.767 10.022 45.000 - 4 .0 .00 .000 .000 .000 - 5 .0===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEHA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(02*V2-01*V1*COS(DELTA1)-03*V3*COS(DELTA3)- 04*V4*COS(DELTA4)>/((A1+A2)*16.1) UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 UPSTREAM FRICTON SLOPE = .00315 DOWNSTREAM FRICTION SLOPE = .00164 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00240 JUNCTION LENGTH(FEET) = 4.66 FRICTICN LOSS = .011 ENTRANCE LOSSES = .000 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = .201+ .342- .278+( .011)+( .000) = .275 NODE 8.10 : HGL= < 956.605>:EGL= < 956.946>;FLOWLINE= < 949.390> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 8.10 TO NODE 9.00 IS CODE = 1 UPSTREAM NODE 9.00 ELEVATION = 950.88 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSE3(LACFCD): PIPE FLOW = 23.03 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 373.05 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 23.03)/( 410.171))**2 = .0031525 HF=L*SF = ( 373.05)*( .0031525) = 1.176 NODE 9.00 : HGL= < 957.781>:EGL= < 958.122>;FLOWLINE= < 950.880> END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM 2) **************************************************************************** PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 3.0A Release Date:12/27/88 Serial # 2408 Analysis prepared by: JOHNSON-FRANK & ASSOCIATES 5150 EAST HUNTER AVENUE ANAHEIM, CA. 92B07 (714)777-3877 ************************** DESCRIPTION OF STUDY * 100 YEAR HYDRAULICS FOR J.N. 351-87 * * RUN 4-4-89 L.CASTILLO * FILE NAME: 35187A1Z.DAT TIME/DATE OF STUDY: 16: 1 4/ 6/1989 ============================================================================ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 5.10 FLOWLINE ELEVATION = 945.55 PIPE DIAMETER(INCH) = 18.00 PIPE FLOWACFS) = 18.05 ASSUMED DOWNSTREAM CONTROL HGL = 949.930 ============================================================================ NODE 5.10 : HGL= < 949.930>;EGL= < 951.550>;FLOWLINE= { 945.550> ============================================================= ====== PRESSURE FLOW PROCESS FROM NODE 5.10 TO NODE 5.15 IS CODE = 1 UPSTREAM NODE 5.15 ELEVATION = 949.96 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 18.05 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 9.39 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 18.05>/( 105.043))**2 = .0295269 HF=L*SF = ( 9.39)*( .0295269) = .277 NODE 5.15 : HGL= < 950.207>;EGL= < 951.827>;FLOWLINE= < 949.960> ____________________________________________________________________________ PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 1.25 NODE 5.15 : HGL= < 951.460>;EGL= < 953.080>;FLOWLINE= < 949.960> ========================================== ================== PRESSURE FLOW PROCESS FROM NODE 5.15 TO NODE 5.15 IS CODE = 8 UPSTREAM NODE 5.15 ELEVATION = 949.96 ____________________________________________________________________________ CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): to PIPE FLOW(CFS) = 18.05 PIPE DIAMETER(INCH) = 18.00 PRESSURE FLOW VELOCITY HEAD = 1.620 CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 1.*20) = .324 NODE 5.15 : HGL= < 953.404>;EGL= < 953.404>;FLOWLINE= < 949.960> ============================================================================ END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM *********************************************************~****************** PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PRGGRAM OA[KAGE (Reference: LACFD,LACRC,& OCEMA HYDRAULICS CRITERlJN) (c) Copyright 1982-88 Advanced Engineering Software (aes> Ver. 3.0A Release Date:12/27/88 Serial # 2408 Analysis prepared by: JOHNSON-FRANK & ASSOCIATES 5150 EAST HUNTER AVENUE ANAHEIM, CA. 92807 (714)777-8877 ************************** DESCRIPTION OF STUDY * 100 YEAR HYDRAULICS FOR J.N. 351-87 * * RUN 4-4-89 L.CASTILLO * FILE NAME: 31187A2Z.DAT TIME/DATE OF TTUDY: 16: 3 4/ 6/i73� ============================================================================ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BABEL [N THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AN: CCEMA DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 7.00 FLOWLIWE ELEVATICN = 947.52 PIPE DIAMETER(INCH) = 18.00 PIPE FLOW(CFS) = !8.25 ASSUMED DOWNSTREAM CONTROL HGL = 955.130 ============================================================================ NODE 7.00 : HGL= < 955.130>;EGL= < 956.786>;FLOWL:NE= < 947.520> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 7.00 TO NODE 7.i5 IS CODE = 1 UPSTREAM NODE 7.15 ELEVATION = 953.09 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 18.25 CFS PIPE DIAMETER = 18.00 !ACHES PIPE LENGTH = 46.44 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 18.25)/( 105.043))**2 = .030184z' HF=L*SF = ( 46.44)*( .0301849) = 1.402 NODE 7.15 : HGL= < 956.532>;EGL= < 958.188>;FLOWLINE= < 953.090> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 7.15 TO NODE 7.15 IS CODE = 8 UPSTREAM NODE 7.25 ELEVATION = 953.09 ____________________________________________________________________________ CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFC[)): PIPE FLOW(CFS) = 18.25 PIPE DIAMETER(INCH) = 18.00 PRESSURE FLOW VELOCITY HEAD = 1.656 CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 1.656) = .331 NODE 7.15 : HGL= < 958.519>;EGL= < 958.519>;FLOWLINE= < 953"090> **************************************************************************** PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD~& OCEMA HYDRAULICS CRITERION/ (c) Copyright 1982-88 Advancad Engineering Software (aes) Ver. 3.0A Release Date:12/27/88 Serial # 2408 Analysis prepared by* JOHNSON-FRANK & ASSOCIATES 5150 EAST HONTER AVENUE ANAHEIM~ CA. 92807 (714) 777-8877 ************************** DESCRIPTION OF STUDY ************************** * 100 YEAR HYDRAULICS FOR J.N. 351-87 * * RUN 4-4-89 L.CASTILLO * FILE NAME: 15187A30DAT TIME/DATE UF STUDY: 16: 6 4/ 6,1909 ============================================================================ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 7.10 FLOWLINE ELEVATION = 947.52 PIPE DIAMETER(INCH) = 18.00 PIPE FLOW(CFS) = 5.12 ASSUMED DOWNSTREAM CONTROL HGL = 955.130 ============================================================================ NODE 7.10 : HGL= < 955.130>;EGL= < 955.260>;FLOWLINE= < 947.520> PRESSURE FLOW PROCESS FROM NODE 7.10 TO NODE 7.25 IS CODE = 1 UPSTREAM NODE 7.25 ELEVATION = 960.10 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 5.12 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 131.06 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 5.12)/( 105.043)>**2 = .0023758 HF=L*SF = ( 131.06)*( .0023758) = .311 NODE 7.25 : HGL= < 955.441>;EGL= < 955.572>;FLOWLINE= < 960.100> ____________________________________________________________________________ PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 6.16 NODE 7.25 : HGL= < 961.600>;EGL= < 961.730>;FLOWLIy4E= < 960.100> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 7.25 TO NODE 7.25 IS CODE = 8 UPSTREAM NODE 7.25 ELEVATION = 960.10 ____________________________________________________________________________ CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW(CFS) = 5.12 PIPE DIAMETER(INCH) = 18.00 PRESSURE FLCW VELOCITY HEAD = .130 CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( .130) = .026 NODE 7.25 : HGL= < 961.756>;EGL= < 961.756>;FLOWLINE= < 960.100> ============================================================================ END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGR*M PACKAGE (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) (c> Copyright 1982-88 Advanced Engineering Software (aes) Ver. Release Date:12/27/88 Serial # 2408 Analysis prepared by: JOHNSON-FRANK & ASSOCIATES 5150 EAST HUNTER AVENUE ANAHEIM, CA. 92807 (714)777-8877 ************************** DESCRIPTION OF STUDY * 100 YEAR HYDRAULICS FOR J.N. 351-37 * * RUN 4-4-8* L.CASTILLO * * * FILE NAME; 35187A4Z.DA7* TIME/DATE OF STUDY: 16: 7 4/ 6/1989 ============================================================================ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 7.20 FLOWLINE ELEVATION = 948.50 PIPE DIAMETER(INCH) = 18.00 PIPE FLOW(CFS) = 15.99 ASSUMED DOWNSTREAM CONTROL HGL = 956.030 ============================================================================ NODE 7.20 : HGL= < 956.030>;EGL= < 957.301>;FLOWLINE= < 948.500> PRESSURE FLOW PROCESS FROM NODE 7.20 TO NODE 7.25 IS CODE = 1 UPSTREAM NODE 7.25 ELEVATION = 951.39 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 15.99 CFS PIFE DIAMETER = 18.00 INCHES PIPE LENGTH = 24.07 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 15.99)/( 105.043))**2 = .0231718 HF=L*SF = ( 24.07)*( .0231718) = .558 NODE 7.25 : HGL= < 956.588>;EGL= < 957.859>;FLOWLINE= < 951.390> ===================================================== ==== PRESSURE FLOW PROCESS FROM NODE 7.25 TO NODE 7.25 IS CODE = 8 UPSTREAM NODE 7.25 ELEVATION = 951.39 ____________________________________________________________________________ CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW(CFS) = 15.99 PIPE DIAMETER(INCH) = 18.00 PRESSURE FLOW VELOCITY HEAD = 1.271 CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 1.271) = .254 NODE 7.25 : HGL= < 958.113>;EGL= < 958.113>;FLOWLINE= < 951.390> ( PFESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM FACnAGE (Reference: LACFD"LACRD,& QCEMA HYDRAULICS CRITERI11) (c) Copyright 1982-88 Advarced Engineering Software iaes) Ver. 3.0A Release Date:12/27/88 Serial # 24?8 Analysis orepared by: JOHNSON-FRANK & ASSOCIATES 5150 EAST HUNTER AVENUE ANAHEIN, CA. 92807 (714;777-8877 ************************** DESCRIP7ION OF STUDY ************+************* * 100 YEAR HYDRAULICS FOR J.N. 351-87 * * RUN 4-4 L.CASTILLO * ****************************+***************************+**~+************* FILE NAME: 35187A5Z.DAT TIME/DATE OF STUDY: 16:10 4/ 6/1989 ============================================================================ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASEZ ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: ` NODE NUMBER = 8.10 FLOWLINE ELEVATION = 94?.39 PIPE DIAMETER(INCH) = 24.00 PIPE FLOW(CFS) ASSUMED DOWNSTREAM CONTROL HGL = 956.610 ============================================================================ NODE 8.10 : HGL= < 956.610>;EGL= < 957.237>;FLOWLINE= < 949.390> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 8.10 TO NODE 8.15 IS CODE = 1 UPSTREAM NODE 8.15 ELEVATION = 953.39 __________________-__________________________________________-______________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 19.96 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 112.97 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 19.96)/( 226.224)>**2 = .0077848 HF=L*SF = ( 112.97)*( .0077848) = .879 NODE 8.15 : HGL= < 957.489>;EGL= < 958.116>;FLOWLINE= < 953.390> =========================================================== ======== PRESSURE FLOW PROCESS FROM NODE 8.25 TO MODE 8.25 IS CODE = 8 UPSTREAM NODE 8.25 ELEVATION = 954.05 ____________________________________________________________________________ CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW(CFS) = 13.80 PIPE DIAMETER(INCH) = 24.00 PRESSURE FLOW VELOCITY HEAD = .300 CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( .300) = .060 NODE 8.25 : HGL= < 958.176>;EGL= < 958.176>;FLOWLINE= < 954.050> **************************************************************************** PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAN PACKAGE (Reference: LACFD,LACRD,& OCEMA HYDRAuLICS CRITERION) - (c} Copyriqht 1982-88 Advanced Engineering Software (aes) Analysis prepared by: JOHNSON-FRANK & ASSOCIATES 5150 EAST HUNTER AVENUE ANAHE!M, CA. 92807 (714) 777-8877 ************************** DESCRIPTION OF STUDY ************************** * 100 YEAR HYDRAULICS FOR J.N. 351-87 * * RUN 4-4-89 L.CASTILLO * * LINE "A-6"* * FILE NAME: 35187A6Z.DAT TIME/DATE OF STUDY: 16:13 4/ 6.1989 ============================================================================ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 9.10 FLOWLINE ELEVATION = 952.38 PIPE DIAMETER(INCH) = 18.00 PIPE FLOW(CFS) = 16.19 ASSUMED DOWNSTREAM CONTROL HGL = 957.780 ============================================================================ NODE 9.10 : HGL= < 957.780>;EGL= < 959.082>;FLOWLINE= < 952.380> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 9.10 TO NODE 9.15 IS CODE = 1 UPSTREAM NODE 9.15 ELEVATION = 953.36 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 16.18 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 48.78 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 16.18)/( 105.043))**2 = .0237258 HF=L*SF = ( 48.78)*( .0237258) = 1.157 NODE 9.15 : HGL= < 958.937>;EGL= < 960.239>;FLOWLINE= < 953.360> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 9.15 TO NODE 9.15 IS CODE = 8 UPSTREAM NODE 9.15 ELEVATION = 953.36 ____________________________________________________________________________ CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOGSES(LACFCD): PIPE FLOW(CFS) = 16.18 PIPE DIAMETER(INCH) = 18.00 PRESSURE FLOW VELOCITY HEAD = 1.302 CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 1.302) = .260 NODE 9.15 : HGL= < 960.500>;EGL= < 960.500>;FLOWLINE= < 953.360> **************************************************************************** PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PRO6RAN PACKAGE kReference: LACFD,LACRD,& OCEMA HYDRAULICS IRlTERION) (c) Copyright 1982-88 Advanced Engineering Svftware (aes) Ver. 3.0A Release Date:12/27/88 Serial # 2408 Analysis prepared by: JOHNSON-FRANK & ASSOCIATES 5150 EAST HUNTER AVENUE ANAHEIM, CA. 92807 (714)777-8877 ************************** DESCRIPTION OF STUDY ******++******************* * 100 YEAR HYDRAULICS FOR J.N. 351-89 * * RUN 4L4-89 L.CASTILLO * * * LINE "A-7"1 FILE NAME: 35187A7Z.DAT TIME/DATE OF STUDY: 16:15 4/ 6/1989 ============================================================================ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD AND OCEMA DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 9.10 FLOWLINE ELEVATION = 951.88 PIPE DIAMETER(INCH) = 18.00 PIPE FLOW(CFS) = 8.15 ASSUMED DOWNSTREAM CONTROL HGL = 957.780 ============================================================================ NODE 9.10 : HGL= < 957.780>;EGL= < 958.110>;FLOWLINE= < 951.880> PRESSURE FLOW PROCESS FROM NODE 9.10 TO NODE 10.00 IS CODE = 1 UPSTREAM NODE 10.00 ELEVATION = 952.22 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 8.15 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 24.65 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 8.15)/( 105.043))**2 = .0060198 HF=L*SF = ( 24.65)*( .0060198) = .148 NODE 10.00 : HGL= < 957.928>;EGL= < 958.259>;FLOWLINE= { 952.220> PRESSURE FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 8 UPSTREAM NODE 10.00 ELEVATION = 952.22 ____________________________________________________________________________ CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LQSSES(LACFCD): PIPE FLOW(CFS) = 8.15 PIPE DIAMETER(INCH) = 18.00 PRESSURE FLOW VELOCITY HEAD = .330 CATCH BASIN ENERGY LOSS = .2*(VELQCITY HEAD) = .2*! .330> = .066 NODE 10.00 : HGL= < 958.325>;EGL= < 958.325>;FLOW1-INE= < 952.220> PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PRGiRAM PACKAGE (Reference: LACFDpLACRD.& OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-88 Advanced Engineering Eoftware (aes) Ver. 3.0A Release Date:12/27/88 Serial # 2408 Analysis prepared by: JOHNSON-FRANK & ASSOCIATES 5150 EAST HUNTER AVENUE ANAHEIM, CA. 92807 (714)777-8877 * ************************** DESCRIPTION OF STUDY ***+********************** * 100 YEAR HYDRAULICS FOR J.N. 351-87 * * RUN 4-4-89 L.CASTILLO * . ° * LI�E AiS°1 * FILE NAME: 35187A8Z.DAT TIME/DATE OF STUDY: 16:20 4/ 6. 19B� . ============================================================================ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 8.25 FLOWLINE ELEVATION = 954.05 PIPE DIAMETER(INCH) = 18.00 PIPE FLOW(CFS) = 6.16 ASSUMED DOWNSTREAM CONTROL HGL = 958.180 ============================================================================ NODE 8.25 : HGL= < 958.180>:EGL= < 958.369>:FLOWLINE= < 954.050> =============================================================== ==== PRESSURE FLOW PROCESS FROM NODE 8.25 TO NODE 8.75 IS CODE = 1 UPSTREAM NODE 8.75 ELEVATION = 954.16 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 6.16 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 13.73 FEET MANNINGS N = .0!300 SF=(Q/K)**2 = (( 6.16)/( 105.043))**2 = .0034389 HF=L*GF = ( 13.73)*( .0034389) = .047 NODE 8.75 : HGL= < 958.227>;EGL= < 958.416>;FLOWLINE= < 954.160> ==================================================== ============== PRESSURE FLOW PROCESS FROM NODE 8.75 TO NODE 8.95 IS CODE = 3 UPSTREAM NODE 8.95 ELEVATION = 954.50 ____________________________________________________________________________ CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 6.16 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 53.491 DEGREES PIPE LENGTH = 42"27 FEET MANk4%NGG N = .0l30{) PRESSURE FLOW AREA = 1.767 SQUARE FEET FLOW VELOCITY = VELOCITY HEAD = HB=KB*(VELOCITY PIPE CONVEYANCE FRICTION LOSSES NODE 8.95 : 3.49 .189 HEAD) FACTOR = L*SF HGL= < FEET PER SECOND BEND COEFFICIENT(KB) = ,1c27 ( .193>*( .189) = .036 = 105.043 FRICTION SLOPE(SF) = .0034389 = ( 42.27)*( .0034389) = .145 958.409>;EGL= < 958.598>;FLOWLINE= < 954.500> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 8.95 TO NODE 11.00 IS CODE = 1 UPSTREAM NODE 11.00 ELEVATION = 956.40 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 6.16 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 237.62 FEET MANNINGS N = .0130(� SF=(Q/K)**2 = (( 6.16}/( 105.043)}**2 = .0i34sa9 HF=L*SF = ( 237.62)*( .0034389) = .817 NODE 11.00 : HGL= < 959.226>vEGL= < 959.415>;FLOOLINE= < 956.400> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 11.00 TO NODE 11.10 IS CODE = 2 UPSTREAM NODE 11.10 ELEVA7I0N = 956.50 CALCULATE PRESSURE FLOW MANHOLE lOSSES(LACFCD): PIPE FLOW = 6.16 CFS PIPE DIAMETER = 18.30 INCHES PRESSURE FLOW AREA = 1.767 SQUARE FEET FLOW VELOCITY = 3.49 FEET PER SECOND VELOCITY HEAD = .189 HMN = .05*(VELOCITY HEAD) = .05*( .169) = .009 NODE 11.10 : HGL= < 959.236>:EGL= < 959.424>;FLOWLINE= < 956.500> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 11.10 TO NODE 11.50 IS CODE = 3 UPSTREAM NODE 11.50 ELEVATION = 956.78 ____________________________________________________________________________ CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 6.16 CFS PIPE DIAMETER = 18.00 INCHES CENTRAL ANGLE = 90.000 DEGREES PIPE LENGTH = 70.69 FEET MANWINGS N = .01300 PRESSURE FLOW AREA = 1.767 SQUARE FEET FLOW VELOCITY = 3.49 FEET PER SECOND VELOCITY HEAD = .189 BEND COEFFICIENT(KB) = .2500 HB=KB*(VB_OC%TY HEAD) = ( .250)*( .189) = .047 PIPE CONVEYANCE FACTOR = 105.043 FRICTION SLOPE(SF) = .0034389 FRICTION LOSSES = L*SF = ( 70.69)*( ~0034389) = .243 NODE 11.50 : HGL= < 959.526>;EGL= < 959.714>;FLOWLINE= < 956.780> ========================================================= ==== PRESSURE FLOW PROCESS FROM NODE 11.50 TO NODE 12.00 IS CODE = 1 UPSTREAM NODE 12.00 ELEVATION = 957.39 CALCULATE PRESSURE FLOW FRICTION LOSGES(LACFCD): PIPE FLOW = 6.16 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 152.41 FEET MANMINGS N = .01300 SF=(Q/K)**2 = (( 6.16>/( 105.043)>**2 = .0034389 HF=L*SF = ( 152.41)*( .0034389) = .524 NODE 12.00 : HGL= < 960.050>;EGL= < 960.239>;FLOWLINE= < 957.390> G ============================================================================ PRESSURE FLOW PROCESS FROM NODE 12.00 TO NODE 12.10 IS CODE = 5 UPSTREAM NODE 12.10 ELEVATION = 957.89 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00546 ____________________________________________________________________________ CALCULATE PRESSURE FLOW JUNCTION LOSSES: ENTRANCE LOSSES = .038 NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 3.1 12.00 .785 3.922 90.000 .239 2 6.2 18.00 1.767 3.486 -- .189 3 3.1 12.00 .785 3.909 45.000 - 4 .0 .00 .0()0 .000 .000 - 5 .0===Q5 EQUALS BASIN INPUT=== PIPE FLOW(CFS) = .62 PIPE DIAMETER(INCH) = 12.00 LACFCD AND OCEMA PRESSURE FLOW OUNCTION FORMULAE uSEJ: DY=(Q2*V2-01*V1*COS(DELTA1)-Q3*13*COS(DELTA3) Q4*V4*COS(DELTA4)>/((A1+A2)*16.1> UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE = .00747 DOWNSTREAM FRICTION SLOPE = .CJ344 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00546 JUNCTION LENGTH(FEET) = 4.66 FRICTION LOSS .025 ENTRANCE LOSSES = .038 JUNCTION LOSSES = DY+HV1-HV2+(FRICTI0N LOSS)+(ENVRANCE LOSSES) JUNCTION LOSSES = .316+ .239- .189+( .020+, .338) = .429 NODE 12.10 : HGL= < 960.429/;EGL= < 960.668>;FL3WLINE= < 957.890/ ============================================================================ PRESSURE FLOW PROCESS FROM NODE 12.10 TO NODE 13.00 IS CODE = 1 UPSTREAM NODE 13.00 ELEVATION = 958.11 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 3.08 CFS PIPE DIAMETER = 12.00 INCHES PIPE LENGTH = 53.41 FEET MANNINGS N = .O1300 SF=(Q/K)**2 = (( 3.08>/( 35.628))**2 = .0074734 HF=L*SF = ( 53.41)*( .0074734) = .399 NODE 13.00 : HGL= < 960.828>;EGL= < 961.067>;FLOWLINE= < 958.110> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 13.00 TO NODE 13.10 IS CODE = 8 UPSTREAM NODE 13.10 ELEVATION = 958.15 ____________________________________________________________________________ CALCULATE PRESSURE FLOW CATCH'8ASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW(CFS) = .62 PIPE DIAMETER(INCH) = 12.00 PRESSURE FLOW VELOCITY HEAD = .010 CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( .010) = .002 NODE 13.10 : HGL= < 961.069>;EGL= < 961.069>;FLOWLINE= < 958.150> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 13.10 TO NODE 13.50 IS CODE = 1 UPSTREAM NODE 13.50 ELEVATION = 958.72 ' ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 2.46 CFS PIPE DIAMETER = 12.00 INCHES PIPE LENGTH = 142.08 FEET MANNINGS N = .01300 �� SF=iQ/K)**2 = (( 2.46)/( 35.628))**: = .0047675 HF=L*SF = ( 142.08)*( .0047675) = .677 NODE 13.50 : HGL= < 961.594>;EGL= < 9w:.746>,FLCWLINE= < 958.720> ============================================================================ PRESSURE FLOW PROCESS FROM NODE l3.50 TO NODE !3.60 IS CODE = 8 UPSTREAM NODE 13.60 ELEVATION = 95j.89 ____________________________________________________________________________ CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(L-ACFCD): PIPE FLOW(CFS) = .62 PIPE DIAMETER(INCH) = 12.00 PRESSURE FLOW VELOCITY HEAD = .010 CATCH BASIN ENERGY LOSS = .2*(VELOClTY HEAC = .2*( .010) = .002 NODE 13.60 : HGL= < 961.743>;EGL= < 9c!.748>;FL0WL1NE= < 958.890> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 13.60 TC NODE 14.00 IS CODE = 1 UPSTREAM NODE 14.00 ELEVATION = 959.45 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 1.84 CFS PIPE DIAMETE= = 10.0() INCHES PIPE LENGTH = 142.08 FEET MANNINGS ] = .01300 SF=(Q/K)**2 = (( 1.84)/( 21.?10)>*+Z = .0070527 HF=L*SF = ( 142.081*( .0070527) = :.302 NODE 14.00 : HGL= < 962.574>:EGL= < 9=2.750>:FL:WLINE= < 95q.450/ ============================================================================ PRESSURE FLOW PROCESS FROM NODE 14.00 TO NODE 14.10 IS CODE = 8 UPSTREAM NODE 14.10 ELEVATION = 95;.49 ____________________________________________________________________________ CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW(CFS) = .62 PIPE DIAMETER(INCH) = 10.00 PRESSURE FLOW VELOCITY HEAD = .020 CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAL/ = .2*( .020> = .004 NODE 14.10 : HGL= < 962.754>;EGL= < 962.754>;FL[]WLINE= < ` 959.490> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 14.10 TO NODE 15.00 IS CODE = 1 UPSTREAM NODE 15.00 ELEVATION = 960.06 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 1.22 CFS PIPE DIAMETER = 10.00 INCHES PIPE LENGTH = 142.08 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 1.22)/( 21.910))**2 = .0031005 HF=L*SF = ( 142.08)*( .0031005) = .441 NODE 15.00 : HGL= < 963.117>;EGL= < 963.195>;FLOWLINE= < 960.060> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 15.00 TO NODE 15.10 IS CODE = 8 UPSTREAM NODE 15.10 ELEVATION = 960.23 ____________________________________________________________________________ CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW(CFS) = ^ .61 PIPE DIAMETER(INCH) = 10.00 PRESSURE FLOW VELOCITY HEAD = .019 CATCH BASIN ENERGY LOSS = .2*(VELQCITY HEAD) = .2*( .019) = .004 NODE 15.10 : HGL= < 963.199>;EGL= < 963.199>;FLOWLINE= < 960.230> t�� ============================================================================ PRESSURE FLOW PROCESS FROM NODE 15.10 TO NODE 16.00 IS CODE = 1 UPSTREAM NODE 16.00 ELEVATION = 961.27 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = .61 CFS PIPE DIAMETER = 8.00 INCHES PIPE LENGTH = 259.40 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( .61>/( 12.084))**2 = .0325482 HF=L*SF = k 259.40)*( .0025482) = .661 NODE 16.00 : HGL= < 963.812>;EGL= < 963.860>:FLOWLINE= < 961.270> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 16.00 TO NODE 16.10 IS CODE = 8 UPSTREAM NODE 16.10 ELEVATION = 961.27 ____________________________________________________________________________ CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW(CFS) = .61 PIPE DIAMETER(INCH) = 8.00 PRESSURE FLOW VELOCITY HEAD = .047 CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( .047) = .009 NODE 16.10 : HGL= < 9b3.B69>;EGL= < 963.G±?>vFLOWLINE= < 961.270> END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM CIS)- PRESSURE PIPE-FLOW HYDRAULICS COMPUTER DHOGRAM PACKAGE (Reference: LACFD,LACRD.& OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-88 Advanced Engineerzog Software (aes) Ver. 3.0A Release Date:12/27/88 Serial # 2408 Analysis prepared by: JOHNSON-FRANK & ASSOCIA7ES 5150 EAST HUNTER AVENUE ANAHEIM, CA. 92807 (714)777-8877 ************************** DESCRIPTION OF STUDY ************************** * 100 YEAR HYDRAULICS FOR J.N. 351-87 * * RUN 4-4-89 L.CASTILLO * * LINE "A-l" * FILE NAME: 35187A9Z.DAT TIME/DATE OF STUDY: 16:26 4/ 6/1989 ============================================================================ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 12.00 FLOWLINE ELEVPTI[}N = 957.89 ' PIPE DIAMETER(INCH) = 12.00 PIPE FLOW(CFS; = 3.08 ^ � ASSUMED DOWNSTREAM CONTROL HGL = 960.240 ============================================================================ NODE 12.00 : HGL= < 960.240>;EGL= < 960.479>;FLOWLINE= < 957.890> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 12.00 TO NODE 12.50 IS CODE = 1 UPSTREAM NODE 12.50 ELEVATION = 958.30 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCDj: PIPE FLOW = 3.08 CFS PIPE DIAMETER = 12.00 INCHES PIPE LENGTH = 24.84 FEET MANNINGS N = .01300 SF=(Q/K)**2 = 3.08)/( 35.628))**2 = .0074734 HF=L*SF = ( 24.84)*( .0074734) = .186 NODE 12.50 : HGL= < 960.426>;EGL= < 960.664>;FLOWLINE= < 958.300> ================================================== =============== PRESSURE FLOW PROCESS FROM NODE 12.50 TO NODE 12.60 IS CODE = 8 UPSTREAM NODE 12.60 ELEVATION = 958.34 _______________________ CALCULATE PRESSURE FLOW PIPE Fi-OW(CFS) = PRESSURE FLOW VELOCITY CATCH BASIN ENERGY LOSS NODE 12.60 : HGL= < --------------------------------------------------- CATCH BASIN ENTRANCE LOSSES(LACFCD): .51 PIPE DIAMETER(INCH) = 12.00 AEAD = .007 = .2*(VELOCITY HEAD) = .2*( .007) = .001 960.666>;EGL= < 960.666>;FLOWLINE= < 958.340> �� ============================================================================ PRESSURE FLOW PROCESS FROM NODE 12.60 TO NUDE 17.00 IS CODE = 1 UPSTREAM NODE 17.00 ELEVATION = 958.74 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 2.56 CFS PIPE DIAMETER = 12.00 INCHES PIPE LENGTH = 100.87 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 2.56)/( 35.628))**2 = .0051629 HF=L*SF = ( 100.87)*( .0051629) = .521 NODE 17.00 : HGL= < 961.022>;EGL= < 961.187>;FLOWLINE= < 958.740> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 17.00 TO NODE 17.50 IS CODE = B UPSTREAM NODE 17.50 ELEVATION = 958.78 ____________________________________________________________________________ CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW(CFS) = .52 PIPE DIAMETER(INCH) = 12.00 PRESSURE FLOW VELOCITY HEAD = .007 CATCH BASIN ENERGY LOSS = . 2*(VELOCITY HEAD) = .2*( .007) = .001 NODE 17.50 : HGL= | 96I.188>;EGL= < 961.18Ei;FLOWLINE= \ 958.780> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 17.50 TO NODE iS.00 IS CODE = 1 UPSTREAM NODE 18.00 ELEVATION = 959.16 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 2.04 CFS PIPE DIAMETER = z2.00 INCHES PIPE LENGTH == 94.08 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 2.04)/( 35.628))**2 = .0032785 HF=L*SF = ( 94.08)*( .0032785) = .308 NODE 18.00 : HGL= < 961.392>;EGL= < 961.496>;FLOWLINE= < 959.160> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 18.00 TO NODE 18.50 IS CODE = 8 UPSTREAM NODE 19.50 ELEVATION = 959.80 ____________________________________________________________________________ CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW(CFS) = .51 PIPE DIAMETER(INCH) = 12.00 PRESSURE FLOW VELOCITY HEAD = .007 CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( .007) = .001 NODE 18.50 : HGL= < 961.498>;EGL= < 961.498>;FLOWLINE= < 959.800> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 18.50 TO NODE 18.75 IS CODE = 1 UPSTREAM NODE 18.75 ELEVATION = 959.58 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 1.53 CFS PIPE DIAMETER = 12.00 INCHES PIPE LENGTH = 94.08 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 1.53>/( 35.628))**2 = .0018442 HF=L*SF = ( 94.08)*( .0018442) = .173 NODE 18.75 : HGL= < 961.612>;EGL= < 961.671>;FLQWLINE= < 959.580> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 18.75 TO NODE 19.00 IS :ODE = B UPSTREAM NODE 19.00 ELEVATION = 959.62 ____________________________________________________________________________ CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LA[FCD): PIPE FLOW(CFS) = .51 PIPE DIAMETER.INCH> = 12.00 PRESSURE FLOW VELOCITY HEAD = .007 CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( .007) = .001 NODE 19.00 : HGL= < 961.672>:EGL= < 961.672>;FLOWLINE= < 959.620> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 19.00 TO NODE 19.10 IS CODE = 1 UPSTREAM NODE 19.10 ELEVATION = 959.f9 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCI): PIPE FLOW = 1.02 CFS PIPE DIAMETER = l2.00 INCHES PIPE LENGTH = 94.08 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 1.02)/( 35.628))**2 = .0008196 HF=L*8F = ( 94.08)*( .0008196) = .077 NODE 19.10 : HGL= < 961.723>;EGL= < 961.750>:FLOWLINE= 1 959.990> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 19.10 TO ACDE 11.50 IS :GDE = 'E UPSTREAM NODE 19.50 ELEVATION CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW(CFS) = .51 PIPE DIAMETER(INCH) = 12.00 PRESSURE FLOW VELOCITY HEAD = .007 CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( .007) = .001 NODE 19.50 : HGL= < 961.751>;EGL= < 961.751>;FLOWLINE= < 960.030> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 19.50 TO NODE 20.00 IS CODE = 1 UPSTREAM NODE 20.00 ELEVATION = 960.41 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = .51 CFS PIPE DIAMETER = 12.00 INCHES PIPE LENGTH = 94.08 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( .51>/( 35.628))**2 = .0002049 HF=L*SF = ( 94.08)*( .0002049) = .0i9 NODE 20.00 : HGL= < 961.764>;EGL= < 961.770>;FLOWLINE= < 960.410> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = B UPSTREAM NODE 20.00 ELEVATION = 960.41 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW CATCH BASINENTRANCE LOSSES(LACFCD): PIPE FLOW(CFS) = .51 PIPE DIAMETER(INCH) = 12.00 PRESSURE FLOW VELOCITY HEAD = .007 CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( .007) = .001 NODE 20.00 : HGL= < 961.771>;EGL= < 961.771>;FLOWLINE= < 960.410> END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD°& OCENA HYDRAULICS CRITERION) (c) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 3.0A Release Date:12/27/88 Serial # 2408 Analysis prepared bv: JOHNSON-FRANK & ASSOCIATES 5150 EAST HUNTER AVENUE ANAHEIM, CA. 92807 (714)777-8877 ************************** DESCRIPTION OF STUDY * 100 YEAR HYDRAULICS FOR J.N. 351-87 * * -89 L.CASTILLO * * L%NE!'y9- * FILE NAME: 351878Z.DAT TIME/DATE OF STUDY: 16:32 4/ 6/1989 ============================================================================ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD AND OCEMA DESIGN MANUALS. DOW'NSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 21.00 FLOWLINE ELEVATION = 956.37 PIPE DIAMETER(INCH) = 48.00 PIPE FLOW(CFS) = 121.42 ASSUMED DOWNSTREAM CONTROL HGL = 960.370 ============================================================================ NODE 21.00 : HGL= < 960.370>;EGL= < 961.820>;FLOWLINE= < 956.370> ======= ================================================= = PRESSURE FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 3 UPSTREAM NODE 22.00 ELEVATION = 956.66 CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 121.42 CFS PIPE DIAMETER = 48.00 INCHES CENTRAL ANGLE = 46.142 DEGREES PIPE LENGTH = 72.63 FEET MANNINGS N = .01300 PRESSURE FLOW AREA = 12.566 SQUARE FEET FLOW VELOCITY = 9.66 FEET PER SECOND VELOCITY HEAD = 1.450 BEND COEFFICIENT(KB) = .1790 HB=KB*(VELOCITY HEAD) = ( .179)*( 1.450) = .260 PIPE CONVEYANCE FACTOR = 1436.431 FRICTION SLOPE(SF) = .0071451 FRICTION LOSSES = L*SF = ( 72.63)*( .0071451) = .519 NODE 22.00 : HGL= < 961.148>;EGL= < 962.598>;FLOWLINE= < 956.660> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 1 UPSTREAM NODE 23.00 ELEVATION = 958.10 ____________________________________________________________________________ a CALC�LATE PRESSURE FLOW FRICTION LOSSESiLACFCD): PIPE FLOW = 121.42 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 358.82 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 121.42}/( 1436.431)>**2 = .0071451 HF=L*3F = ( 358.82)*( .0071451) = 2.f64 12.566 NODE 23.00 : HGL= < 963.712>;EGL= < 965,162>;FLOWLINE= 958.100> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 23.00 TO NODE 23.10 IS CODE = 5 UPSTREAM NODE 23.10 ELEVATION 958.10 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 115.0 48.00 12.566 9.153 90.000 1.301 2 121.4 48.00 12.566 9.662 -- 1.40) 3 6.4 18.00 1.767 3.622 45.000 - 4 .0 .00 .000 .000 .000 - 5 .0===Q5 EQUALS BASIN INPUT=== .0===Q5 EQUALS LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMLLAE USED: DY=(22*V2-Q1*V1*COS(DELTA1)-03*V3*COS(DELTA3�- 24*V4*COS(DELTA4))/((A1+A2)*16.1) UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE = .00641 DOWNSTREAM FRICTION SLOPE = .00715 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00678 JUNCTION LENGTH(FEET) = 4.66 FRICTION LOSS = .032 ENTRANCE LOSSES = .000 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 2.859+ 1.301- 1.450+( .032)+( .000) = 2.742 NODE 23.10 : HGL= < 966.603>;EGL= < 967.904>;FLOWLINE= < 958.1()0> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 23.10 TO NODE 24.00 IS CODE = 1 UPSTREAM NODE 24.00 ELEVATION = 959.07 _-______________________________________-_____________________-_____________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 115.02 CPS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 238.24 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 115.02)/( 1436.431))**2 = .0064118 HF=L*SF = ( 238.24)*( .0064118) = 1.528 90.000 1.054 NODE 24.00 : HGL= < 968.130>;EGL= < 969.431>;FLOWLINE= < 959.070> ============================ ===================== PRESSURE FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 5 UPSTREAM NODE 24.00 ELEVATION = 959.07 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 103.5 48.00 12.566 8.238 90.000 1.054 2 115.0 48.00 12.566 9.153 -- 1.301 3 11.5 18.00 1.767 6.508 45.000 - 4 .0 .00 .000 .000 .000 - 5 .0===Q5 EQUALS BASIN INPUT=== LALFCD AND OCEMA PRESSURE FLOW JUNCTION FIRMLLAE USED: DY=(02*V2-01*V1*COS(DELTA1) 04*V4*COS(DELTA4))/((A1+A2)*1 UFSTREAM MANNINGS N = .01300 DCONSTREAM MANNINGS N = .01300 UFSTREAM FRICTION SLOPE = .00519 D[WNSTREAM FRICTION SLOPE = .00641 AVERAGED FRICTION SLOPE IN JUNCTION ASSUME] AS .00580 JUNCTION LENGTH(FEET) = 1.00 FRICTI[% LOSS = .006 ENTRANCE LOSSES = .0O0 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOE&+(ENTRANCE LOSSES) JUNCTION LOSSES = 2.471+ 1.054- 1.301+( .050+1 .000) = 2.030 NODE 24.00 : HGL= < 970.607>;EGL= < q�1.661>;FLOWLINE= < ?59.070> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 24.00 7: NODE 25.00 IS CODE = l UPSTREAM NODE 25.00 ELEVATION = q59.50 ____________________________________________________________________________ CA�CULATE PRESSURE FLOW FRICTION LOSSES(LAXCD): PIPE FLOW = 103.52 CFS PIPE DIAME72R = 48.00 INCHES P!"E LENGTH = 109.01 FEET MANNING2 N = .01300 5F=;Q/K)**2 = (( 103.52)/( 1436.431);`°2 = .0051937 HF=L»SF = ( 109.00*0 .0051937) = ,566 N`��E 25.(/0 : HGL= < 371.173>;EGL= ( 0 '2.227>xFLOWLINE= < ?5q.50&-';- ============================================================================ PFESSURE FLOW PROCESS FROM NODE 25.00 TO NODE 25.10 IS CODE = 2 UPSTREAM NODE 25.10 ELEVATION = 959.52 ____________________________________________________________________________ CALCULATE PRESSURE FLOW MANHOLE LOSSES(LA!FCD): PIPE FLOW = 103.52 CFS PIPE DIAME:IR = 48.00 INCHES PRESSURE FLOW AREA = 12.566 SQUARE FEET FLJW VELOCITY = 8.24 FEET PER SECOND VELOCITY HEAD = 1.054 HMN = .05*(VELOCITY HEAD) = .05*( 1.054) = .053 N[�DE 25.10 : HGL= < 971.226>;E[�L= < q72.280>;FLOWLINE= < 959.5�0> =============~=============================================================== PRESSURE FLOW PROCESS FROM NODE 25.10 TO NODE 26.00 IS CODE = 1 UPSTREAM NODE 26.00 ELEVATION = i59.66 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 103.52 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 36.00 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 103.52)/( 1436.431))**2 = .0051937 HF=L*SF = ( 36.00)*( .0051937) = .187 NODE 26.00 : HGL= < 971.413>;EGL= < 972.467>;FLOWLINE= < 959.660> ============================================================================= PRESSURE FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 8 . UPSTREAM NODE 26.00 ELEVATION = 960.11 ____________________________________________________________________________ CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW(CFS) = 103.52 PIPE DIAMETER(INCH) = 48.00 PRESSURE FLOW VELOCITY HEAD = 1.054 �� CATCH BASIN ENERGY OOSS = .2*(VELOCITY HEAD) = .2*( 1.054) = .2l1 NODE 26.00 : HGL= < 972.677>;EGL= < 972.677>;FLOWLINE= < 960.110> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS :ODE = 1 UPSTREAM NODE 27.00 ELEVATION = 960.19 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSESvLACFCD): PIPE FLOW = 97.54 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 19.91 FEET MANNINGS N = .01300 SF=(Q/K}**2 = (( 97.54>/( 1006.P96)>**2 = .0093991 HF=L*SF = ( 19.91)*( .0093991) = .187 NODE 27.00 : HGL= < 971.269>;EGL= < 972.S65>;FLOWLINE= 960.190> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 7.00 TO NODE 7.10 IS :ODE = 8 UPSTREAM NODE 7.10 ELEVATION = 960.19 ____________________________________________________________________________ CALCULATE PRESSURE FLOW CATCH BASIN ENTFANCE LOSSES(LACFCD): PIPE FLOW(CFS) = 97.54 PIPE DIPMETER(lNCH) = 42.00 PRESSURE FLOW VELOCITY HEAD = 1.596 CATCH BASIN ENERGY LOSS = .2*(VELOCITY KEAD) = .2*( 1.543) = .319 NODE 7.10 : HGL= { 973.184>;EGL= < 973.1341:FLOWLINE= ' 960.190> END OF PRESSURE FLOW HYDRAULICS PIPE SYTTEM (T) z PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 3.0A Release Date:12/27/88 Serial # 24C8 Analysis preoared by: JOHNSON-FRANK & ASSOCIATES 5150 EAST HUN7ER AVENUE ANAHEIM. CA. 92807 (714)777-8677 ************************** DESCRIPTION OF STUDY ************************** * 100 YEAR HYDRAULICS FOR J.N. 351-87 * * RUN 4-4-89 L.CASTILLO * * "B-1" * FILE NAME: 3518731Z.DAT TIME/DATE OF STUDY: 16:37 4/ 6/190 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURREN7 LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 23.00 FLOWLINE ELEVATION = 959.35 PIPE DIAMETER(INCH) = 18.00 PIPE FLOW(CFS) = 9.07 ASSUMED DOWNSTREAM CONTROL HGL = 965.160 ============================================================================ NODE 23.00 : HGL= < 965.160>;EGL= < 965.569>;FLOWLINE= < 959.350> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 23.00 TO NODE 23.50 IS CODE = 1 UPSTREAM NODE 23.50 ELEVATION = 963.17 ____________________________________________________________________________ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 9.07 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 11.94 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 9.07)/( 105.043))**2 = .0074555 HF=L*SF = ( 11.94)*( .0074555) = .089 NODE 23.50 : HGL= < 965.249>;EGL= < 965.658>;FLOWLINE= < 963.170> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 23.50 TO NODE 23.50 IS CODE = 8 UPSTREAM NODE 23.50 ELEVATION = 963.17 ____________________________________________________________________________ CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW(CFS) = 9.07 PIPE DIAMETER(INCH) = 18.00 PRESSURE FLOW VELOCITY HEAD = .409 CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( .409) = .082 NODE 23.50 : HGL= < 965.740>;EGL= < 965.740>;FLOWLINE= < 963.170> �� *********k*4-****-1.**,.-A***************xk*********************,,*************** PRESSURE PIPE-FLOW HYDRAULICS CCMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERlCN) (c) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 3.0A Release Date:12/27/88 Serial it 24,8 Analysis prepared by: JOHNSON-FRAM iLSSOCIATES 5150 EAST HUNTER AVENUE ANAHEIM, C-. 92G07 (714)77 ************************** DESCRIPTIOr. OF STUDY ************************** * 100 YEAR HYDRAULICS FOR J.N. 351-87 * * RUN 4-4-89 L.CASTILLO * * LINE "B * *4.** r**-t.* FlLE NAME: 3518�B2�.DAT TI (ATE LF STUDY: 16:39 4/ 6/198� NOTE: STEADY FLOW :-iYDRAULIC HEAD-LOSS C[MPU BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL NODE NUMBER = FLO‘ ELEVATION = 960.52 FIFE DIAMETER(I'ICH> = 18.00 PIPE FLOW(CFS) = 11.30 ASSUMED DOWNSTREAM CONTROL HGL = 96'4.370 _ ____ NODE 24.00 : HGL= < 969.370>;EGL= < 970.062>;FLOWLINE= < 960.520> PRESSURE FLOW PROCESS FROM NODE 24.00 TO NODE 24.50 IS CODE = 1 UPSTREAM NODE 24.50 ELEVATION = 964.02 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 11.80 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 35.03 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 11.80)/( 105.043)>**2 = .0126191 HF=L*SF = ( 35.03)*( .0126191) = .442 NODE 24.50 : HGL= < 969.812>;EGL= < 970.504>;FLOWLINE= < 964.020> PRESSURE FLOW PROCESS FROM NODE 24.50 TO NODE 24.50 IS CODE = 8 UPSTREAM NODE 24.50 ELEVATION = 964.02 CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSES(LACFCD): PIPE FLOW(CFS) = 11.80 PIPE DIAMETER(INCH) = 18.00 PRESSURE FLOW VELOCITY HEAD = .692 CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( .692) = .138 NODE 24.50 : HGL= < 970.643>;EGL= < 970.643>;FLOWLINE= < 964.020> 6)