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Home My WebLink AboutLot 1 On Site Hydrology c c c c c c c c c c c ONSltE HYl>ROLOGY AND HYDRAULICS REPORT Rancho California Road Storm. Drain lm:pr()v~ments PREPARED FOR: Bedf€Jrd:Ptopetties, lnc. ,., ~ C C C C C C PRE1>ARED'BY: ~;=:~=.:i=:ui~~tes Temecula, Califofuia 92390 (714) 676-8042 REVISW:FEB. 1, 1991" Jiln<<t19; 1990 JN242SS Contact Person: Dick Heffner r'I ~ \- . . . . . . . '. . . I I I . . . I I I I. II. III. IV. v. EXHIBIT A EXHIBIT B EXHIBIT C EXHIBIT D EXHIBIT E TABLE OF CONTENTS INTRODUCTION HYDROLOGY STREET CAPACITY CALCULATIONS CATCH BASIN DESIGN STORM DRAIN DESIGN HYDROLOGY MAP SOILS MAP 10- AND 100- YEAR HYDROLOGY (RATIONAL METHOD) CATCH BASIN DESIGN CALCULATIONS STORM DRAIN DESIGN CALCULATIONS PAGE 1 2 3 4 7-- I I I I I I I I I i I I il I I il II II il II I. INTRODUCTION This report includes the hydrologic and hydraulic calculations performed for the design of drainage facilities for Rancho California Road proposed for. the City of Temecula, Riverside county, California. The development site is located east of Interstate Route 15 and south of the Long canyon Wash channel. Summary results of the analyses presented in this report are illustrated on the HydrOlOgy Map and Exhibit A. The runoff will be directed to existing drainage structures constructed per Tract 23304 which empty into Murrieta Creek. The primary objectives of this report are as follows: 1. drainage areas tributary to each of the Qnsite inlets for Rancho California Road street Delineate the subareas and improvements. 2. Based on drainage patterns, ground slope, land use, and soils type and using the Riverside~ountyRational Method, perform a hydrologic analysis of onsite runoff to 'provide 10- and 100- year existing conditions and ultimate condition design flows for the sizing of drainage fa-cilities. 3. Bas7d on t~e hydr:ology,resu~ts ,andphysi,cal site requirements, desJ.gn the catch basJ.n and J.nlets to convey the computed design discharges. 4. Determineuffsit~ drainage areas tributary to this property, and provide for the safe handling of the drainage in the final project. - 1 - I I I I I I I I I I I I I I I I I I I I I II. HYDROLOGY Hydrologic calculations were performed using the Riverside County Rational Method from the RCFC&WCD Hydrology Manual, dated April, 1978. ThE! 10- and 100-year design discharge at each storm drain concentration point was computed by generating a hydrologic "link- node.. model which dividelil the area into drainage subareas, each .tributary to a concentration point or hydrologic "node" point determined by .the existing topography map. The computer results are included as Exhibit C. The followingassumptionlil/guidelines were applied for use of the Rational Method: 1. The soils map from the Riverside County Hydrology Manual indicates that the study area is Group "B" soil. The soils map, excerpted from the Hydrology Manual, is included as Exhibit B. The classification Group lIB" was used in the calculations. 2. The runoff coefficient specified for used to describe the proposed characteristics the several subareas. apparent land use was ultimate development 3. Initial subareas Were drawn to be less than 10 acres in size and less than 1,000 feet in length per County guidelines. 4. Standard intensity-duration curve data was taken from the County Hydrology Manual (values apply for Murrieta-Temecula and Rancho California areas). The resulting 10- and 100-year discharges for each subarea are flagged on the Rational.Method Computer Summary, Exhibit C, and on the Hydrology Map, Exhibit A. - 2 - 3 I I I I I I I I I I I I I I I I I I I III. STREET CAPACITY CALCULATIONS Upstream from the sump catch basin location, runoff is carried by the symmetric street section. Calculations are given in Exhibit D verifying that the capacity of the street section is not exceeded by the runoff. Two cases are considered: 1. Q-10 must be carried within the street section without overtopping the curbs. 2. Q-100 must be carried within the right~of-way of the street. Q-100 may overtop curbs by up to 0.24 feet. Q-100 will not spillover the street crown. Street depth calculations were software, Hydraulic Elements 1 calculations. performed using the AES P.C. (symmetrical street) computer - 3 - ~ I I I I I I I I I I I I I I I I I I I IV. CATCH BASIN DESIGN The catch basin on this project will be in a sump condition. The capacity of the inlet was calculated using the City of Los Angeles, Department of Public Works Catch Basin Chart LL-15. Output from this chart is presented in Exhibit D. The ultimate condition design discharge for the catch basin was used to determine the sump capacity. This assumes that streets within the sub-basins tributary to the sump will have surface flows. If ultimate construction proposes a sub-surface drainage system, the catch basin pipe (Line "A") will convey the lOO-year design capacity flow. - 4 - -5 II I I I I I I I I I I I I I I I I I I V. STORM DRAIN DESIGN Reinforced concrete pipe or cast-in-place pipe storm drains will connect the system to the existing storm drain channel, north of Rancho California Road. Hydraulic calculations to establish rates of flow and the hydraulic and energy grade lines were performed with the use of the Water Surface Pressure Gradient computer Program (WSPG) created by the Los Angeles County Flood Control District. Printouts of the calculations are presented in Exhibit E. Note that n-values used will allow the pipe system to function with an alternative cast-in-place pipe design. The reference water surface elevation for the Long Valley Wash Channel at the junction with Line "A" was obtained from a Riverside County Flood Control Report by Rick Engineering. The hydraulic report for Long Valley Wash, dated May 4, 1988, gives a 100-year water surface elevation of 1091.00 (100 year design flow = 1,947 CFS). Due to the short time of concentration of Line "A" (13.9 Min.), at the junction with Long Valley Wash, and the length of drainage area for Long Valley it was determined in a conversation with Coen couwenberg, of the Riverside County Flood Control District that the peale flow of the channel could not accurately be determined. Therefore, the water surface elevation for Pipeline "A" was assumed not to match the 1091.00 elevation, but conservatively set at the pipe outlet soffit elevation. - 5 - ~ I I I I I . I I I il il II i II II ill II II II II II EXHIBIT A 1- ---1 I I I I I I I I I I I I I I I I I ,I I , .~,.,. ,.. .' . - ".,..__ 'M ... w . EXHIBlr B .... .. .::.-, .": .. ,.- ~ I I I I I I I I I I I I I I I I I I RCFcaWCD . HYDROLOGY J\;IANUAL ~ HYDROLOGIC SOILS GROUP MAP FOR I LEGEND SOILS GROUP ! BOUNDARY A SOILS GROUP .OESIGNATION - o ~ FEET 5000 WRRIETA l\ 01 AT~ r_1 Ii.~ ___n__ . I I I I I I I I I I I I I I I H I EXHIBIT C I \0 I ******************,********************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright. 1982-89 Advanced Engineering Software (aes) Ver. 5.4A Release Date:12/29/89 Serial # 4280 I I I Analysis prepared by: Robert Bein, William Frost & Associates, Inc. 28765 Single Oak Drive, suite 250 Temecula, CA 92390 (714) 676-8042 I ***,*********************** DESCRIPTION OF STUDY ************************** * RANCHO CALIFORNIA ROAD * * 100 YR. ULTIMATE CONDITION HYDROLOGY * t OCT. :1990 * ************************************************************************** I__~~~~~~~~~~~~~~~~~:~~~:~-_:~~:~~:~~~----------------_____________________ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: Ir--------------------------------------------------------------------------- I USER SPECIFIED STORM EVENT (YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 I SPECIFIED PERCENT OF. GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = .90 10-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) = 2.360 10-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = .880 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480 I 100-YEAR. STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = .5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = .5495536 COMPUTED RAINFALL INTENSITY DATA: I STORM: EVENT = 100.00 I-HOUR INTENSITY (INCH/HOUR) = 1. 3000 SLOPE OF INTENSITY DURATION CURVE = .5496 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED I NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED (* * *,* * '* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2 --------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Ir========~~~;;;;=~~~~~~~=~;;~;~=;~~;~~==================================== DEVELOPMENT IS APARTMENT I TC = 'K*[ (LENGTH**3)/(ELEVATION CHANGE) ]**.2 INITIAL SUBAREA FLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 1211.50 DOWNSTREAM ELEVATION = 1119.00 I ELEVA:TION DIFFERENCE = 92.50 TC = .323*[( 600.00**3)/( 92.50)]**.2 = 6.060 100..00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.583 SOIL:CLASSIFICATION IS "B" I APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8665 SUBAREA RUNOFF(CFS) = 21.05 TOTAL AREA(ACRES) = 5.30 TOTAL RUNOFF(CFS) = A-I 21. 05 Il*****~********************************************************************* \\ FLOW PROCESS FROM NODE 2.00 TO NODE 10.00 IS CODE = 3 I -1- ~--------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< t=========================================================================== DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.8 INCHES PIPEFLOW VELOCITY(FEETjSEC.) = 13.7 I UPSTREAM NODE ELEVATION = 1119.00 DOWNSTREAM NODE ELEVATION = 1094.00 FLOWLENGTH(FEET) = .600.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 I PIPEFLOW THRU SUBAREA(CFS) = 21.05 TRAVEL'TIME(MIN.) = .73 TC(MIN.) = 6.79 /17'7IM"e;/J {)L.1': c,.t'o. f.f'" 1"'>>..."" A-z. t*************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 10.00 IS CODE = 8 . >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< =========================================================================== 100.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 4.306 SOIL CLASSIFICATION IS "B" A-z I APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8648 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 15.30 TOTAL RUNOFF(CFS) = TC(MIN) = 6.79 I c;1o:> (tAt..'('.) ro f'fe: IN<-en. 111'" ,(DM7 (l/w ****************************** ********************************************* FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 7 ~-~~~~~~~;;-~;;~~;~;~~~~~;~~~~-~;;~~;~~;-~;-;~~;~~~~~-------------------- 37.24 58.28 ============================================================================ I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 6.79 RAIN INTENSITY(INCHjHOUR) = 4.31 TOTAL AREA(ACRES) = 15.30 TOTAL RUNOFF(CFS) = 34.30 .. ~ ' . ItJl.h. CAt. Pt.ow I~"'V- I-/N':: ~ *************************************************************************** FLOW PROCESS FRml NODE 10.00 TO NODE 11.00 IS CODE = 4 .--~~~~~~~;;~;;-;~;;;~;-;~;;~;~;;-;~;~-~~~~;~~~~~~------------------------ . >>>>>USING USER-SPECIFIED PIPESIZE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 36.0 INCH PIPE IS 17.9 INCHES PIPEFLOW VELOCITY(FEETjSEC.) = 9.8 UPSTREAM NODE ELEVATION = 1091.50 DOWNSTREAM NODE ELEVATION = 1084.50 I FLOWLENGTH(FEET) = 500.00 MANNING'S N = .014 GIVEN PIPE DIAMETER (INCH) = 36.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 34.30 I TRAVEL:TIME(MIN.) = .85 T,C(MIN.) = 1 7.64 **************************************************************************** I FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 2 --------------------------------------------------------------------------- >>>>>RATIONAL METHOD.INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I 'ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS APARTMENT TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 I INITIAL SUBAREA FLOW-;-LENGTH = 450.00 UPSTREAM ELEVATION = 1171.50 DOWNSTREAM ELEVATION = 1107.00 ELEVATION DIFFERENCE = 64.50 I 8-1 yz.; _7- -- , I TC = .323*[( 450.00**3)/( 64.50)]**.2 = 5.480 100"00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.843 SOIL:CLASSIFICATION IS "B" I APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8680 SUBAREA RUNOFF(CFS) = 15.97 TOTAL AREA(ACRES) = 3.80 TOTAL RUNOFF(CFS) = 15.97 l*****.********************************************************************* FLOW I PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 6 It-~~~~;~~;;~;~-;;;~~;;~;-;~;~~;~;~-;~;~-;~;~~~~~~~~---------------------- ============================================================================ UPSTREAM ELEVATION = 1107.00 I STREET LENGTH(FEET) = 350.00 STREET HALFWIDTH(FEET) = 43.00 I I I I I I DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 8. 1094.00 DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 24.00 E':>-Z-- SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .55 HALFSTREET FLOODWIDTH(FEET) = 19.62 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 3.60 STREETFLOW TRAVELTIME(MIN) = .89 TC(MIN) = 26.42 6.54 6.37 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.458 SOIL CLASSIFICATION IS "B" APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8657 SUBAREA AREA(ACRES) = 5.40 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 9.20 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .60 .HALFSTREET FLOODWIDTH(FEET) = 22.18 FLOW .VELOCITY(FEET/SEC.) = 7.21 DEPTH*VELOCITY = 4.34 20.84 36.82 IL*************************************************************************** FLOW:PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 1 I[:~~~~~~~~~~~~~~:~~~~~~~~~~~:~~~~~:~~~:~~~~~~~~~~~~~~~::::::::::::::::::::: TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 6.37 RAINFALL INTENSITY(INCH/HR) = 4.46 I TOTAL STREAM AREA(ACRES) = 9.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 36.82 1 ARE: (*************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< It========~;;;;i~=i;i;i~~=;~~~i~=~;i;~;;==================================== DEVELOPMENT IS APARTMENT I TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 900.00 UPSTREAM ELEVATION = 1201.50 DOWNSTREAM ELEVATION = 1096.50 I 8-4 \;? _'!? - I ELEVATION DIFFERENCE = 105.00 TC = .323*[( 900.00**3)/( 105.00)J**.2 = 100,00 YEAR RAINFALL INTENSITY(INCHjHOUR) = I SOILICLASSIFICATION IS "B" APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) = 16.84 I TOTAL AREA(ACRES) = 4.80 7.535 4.066 .8631 TOTAL RUNOFF(CFS) = 16.84 ******************~********************************************************* ~ FLOWIPROCESS FROM NODE 13.00 TO NODE 7.00 IS CODE = 6 -~~~~;~~;~~;;-;;~;;;~;-;~~;L;~;;-;~;~-;~~~;~~~~~~---------------------- I==~~~~~~~~~~~~~i~~~~:==~~~~~~g===gg~~~~~~:~~~~~~~f;:~:~=~~~~~~~========= STREET HALFWIDTH(FEET) = 43.00 I I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I I I I I I . DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .020 OUTSIDE STREET CROSSFALL(DEClMAL) = .020 24.00 ~-'? **TRAVELT.IME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW 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 FLOWDEPTH(FEET) = .74 HALFSTREET FLOODWIDTH(FEET) = 29.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 2.20 STREETFLOW TRAVELTIME(MIN) = 2.98 TC(MIN) = 10.52 25.88 2.96 100.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 3.385 SOIL.CLASSIFICATION IS "B" APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8575 SUBAREA AREA(ACRES) = 6.20 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 11.00 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = ;-a-l/. HALFSTREET FLOODWIDTH(FEET) = (32:41) FLOW.VELOCITY(FEETjSEC.) = 3.25 DEPTH*VELOCITY = 2.63 12- <;-(. WIP'n.(." 4-'?' j J-:::. ~l" (y..... '>1: flooP''''c" DN/..'O ****,************************************************************************ ~_:~~_:~~:~~~_:~~~-~~~~-----~:~~_:~-~~~~-----~:~~_:~_:~~~_:_-_:_----------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< It=~~;~;,~~~~~:~;~~;~~~~~~~;:~~~~~~~=~~~~~=~~~~~~:::::=================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: I TIME OF CONCENTRATION (MIN.) = 10.52 RAINFALL INTENSITY(INCH/HR) = 3.39 TOTAL, STREAM AREA(ACRES) = 11.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I I 18.00 34.84 34.84 ** PEAK STREAM NUMBER FLOW RATE RUNOFF (CFS) TABLE ** TIME (MIN.) INTENSITY (INCH/HOUR) \~ _A_ I I 1 2 57.93 62.80 6.37 10.52 4.458 3.385 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 62.80 Tc(MIN.) = TOTAL AREA (ACRES) = 20.20 I CAru-/ E!>A-S/rI (!AI'ACt7Y' 44po Y,C (1AL.7) . ******:t.******************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 11.00 IS CODE = 4 I--~~~~~~~;;~~;-;ip;;~;-~~~;~~i;;-~~~-~~;~;~;;;;;------------------------ >>>>>USING USER~SPECIFIED PIPESIZE<<<<< 10.52 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 I PIPEFLOW VELOCITY(FEETjSEC.) = 6.5 UPSTREAM NODE ELEVATION = 1087.00 DOWNSTREAM NODE ELEVATION = 1084.00 FLOWLENGTH(FEET) = 600.00 MANNING'S N = .014 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 62.80 TRAVEL TIME(MIN.) = 1.53 TC(MIN.) = 12.05 1**************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 I--~~~~~~;~i~;~~;-;;~;;;;~;;~-~~~;~-;~~-~~;;~~;;~;;;;;;--------------------- 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I TOTAL ,NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME:OF CONCENTRATION(MIN.) = 12.05 RAINFALL INTENSITY(INCHjHR) = 3.14 TOTAL STREAM AREA(ACRES) = 20.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 62.80 1 ARE: 1* * * ~ * * * *,* * * * * * * * * *'* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 7 -------_._------------------------------------------------------------------- Ir=;;;~:;;~~i;i;~~~~~;;;~~~~;~;~~~~:~~~=~:=~~~~~~~~~==================== TC(MIN) = 7.64 RAIN INTENSITY(INCHjHOUR) = 4.03 TOTAL AREA(ACRES) = 15.30 TOTAL RUNOFF(CFS) = 4t?O Itpr<:. A-ow "'1" fUrfC7i "'~ **************************************************************************** ~_:~~~:~~:~::_:~~~-~~~~---_:::~~_:~-~~~~---_:::~~_::_:~~~_:_-_:_----------- >>>>~DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 1r=;~;~~~~;~;~~~ES;;;;;;~:=~;~~~~~=~~=~:~~~=~~~~~~~~~~~=================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: I TIME OF CONCENTRATION(MIN.) = 7.64 RAINFALL INTENSITY(INCH/HR) = 4.03 TOTAL STREAM AREA(ACRES) = 15.30 PEAK I FLOW RATE(CFS) AT CONFLUENCE = I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I I I 34.30 34.30 ** PEAK STREAM NUMBER FLOW RATE RUNOFF (CFS) TABLE ** TIME (MIN. ) INTENSITY ( INCH/HOUR) \5 ""-- I 1 1 74.12 2 89.50 COMPUTED CONFLUENCE PEAK I FLOW RATE(CFS) TOTAL AREA (ACRES) = 7.64 12.05 4.035 3.141 ESTIMATES ARE AS FOLLOWS: = 89.50 Tc(MIN.) = 35.50 12.05 1**************************************************************************** FLOW I PROCESS FROM NODE 11.00 TO NODE 14.00 IS CODE = 4 I------------------~--------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< ---------------------------------------------------------------------------- ---~------------------------------------------------------------------------ I I PIPEFLOW VELOCITY(FEETjSEC.) = 7.1 UPSTREAM NODE ELEVATION = 1084.00 DOWNSTREAM NODE ELEVATION = 1083.00 FLOWnENGTH(FEET) = 500.00 MANNING'S N = .014 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA (CFS) = 89.50 TRAVEL TIME(MIN.) = 1.17 TC(MIN.) = 13.22 Ir=;;;=~;=;~;~=;~~~===================================================== PEAKiFLOW RATE(CFS) = 89.50 Tc(MIN.) = 13.22 TOTAl, AREA(ACRES) = 35.50 1r=;;;=~;=~;~~;~~~M;;~~;=~~~~;~;=========================================== 1 I I I I I I I I I I I /0.,--*(.. OlAfIA:.., ftf€. ~vJ Ai loNe.. V",/lItT W~!i CI4tNI'U,L. \(p , I * * * * * * * *:* * * * * * * * * ** * * *:* * * '* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * I I I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-89 Advanced Engineering Software (aes) Ver. '5.4A Release Date:12/29/89 Serial # 4280 Analysis prepared by: Robert Bein, William Frost & Associates, Inc. 28765 Single Oak Drive, suite 250 Temecula, CA 92390 (714) 676-8042 I *********************.***** DESCRIPTION OF STUDY ************************** * RANCHO CALIFORN~A ROAD * * 100 YR. EXISTING CONDITION HYDROLOGY * 1* OCT. 1990 (THIS RUN. NEEDED TO CHECK CAPACITY OF LINE 'B' INLET) * * * * * * * .'. * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * I FILE I NAME: A:RCBDEXST.DAT TIME/DATE OF STUDY: 15: 8 10/17/1990 USER: SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1---------------------------------------------------------------------------- USER:SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 I SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = .880 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480 1 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = .5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = .5495536 COMPUTED RAINFALL INTENSITY DATA: 1 STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.3000 SLOPE OF INTENSITY DURATION CURVE = .5496 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED 1 NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED 1* *** * ***,*** * * ****** * * * * * * * * * * ** *** ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2 --------,-------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< It========~;;;;;;=i;i;i~~=;~~~;~=~;i;~;;==================================== DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER 1 TC =. K* [ (LENGTH** 3) / (ELEVATION CHANGE)] * * . 2 INITIAL SUBAREA FLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 1211.50 DOWNSTREAM ELEVATION = 1119.00 1 E~EVATION DIFFERENCE = 92.50 TC = .709*[( 600.00**3)/( 92.50)]**.2 = 13.322 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.973 SOIL,CLASSIFICATION IS "B" 1 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6655 SUBAREA RUNOFF(OFS) = 10.48 TOTAL AREA(ACRES) = 5.30 A-I TOTAL RUNOFF(CFS) = 10.48 l * * * * * * ** * * * * * * * * *,* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 2.00 TO NODE 10.00 IS CODE = 5 1 \1 ~--------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< 1F=~;~;~~~;;~~~~~~~;i~~~~~~~~~~:~~======================================= DOWNSTREAM NODE ELEVATION = 1105.00 I CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = CHANNEL FLOW THRU SUBAREA(CFS) = 10.48 I FLOW ,VELOCITY (FEETjSEC) = 3.79 FLOW DEPTH(FEET) = TRAVEL TIME(MIN.) = 2.64 TC(MIN.) = 15.96 3.00 .44 t,** *,* * * * * * * ***** * *** ** ** * * * * * * * * * * ** * * * * * * * * * * * ** * * * ***** * * * * ** * * * * * * * * * * * * * FLOW I PROCESS FROM NODE 2.00 TO NODE 10.00 IS CODE = 8 ---------------------------------------------------------------------------- 1= >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< =========================================================================== 100;00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 2.692 SOIL CLASSIFICATION IS "B" A - 2- I UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6479 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = TOTAL AF.EA(ACRES) = 15.30 TOTAL RUNOFF(CFS) = I TC(MIN) = 15.96 17.44 27.92 400 (e'/.,~) 7Z> f"'rf'€ rrll.ei -L-rN€. '6' ******************~*************************************************~******* I- FLOW I PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 4 ---------------------~----------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< It=;~;;~=~;=;~;=~;==;;~~=~;~~=;~;~=~;==~~~;=~;~~~;========================== PIPEELOW VELOCITY(FEETjSEC.) = 9.3 . UPSTREAM NODE ELEVATION = 1091.50 I DOWNSTREAM NODE ELEVATION = 1084.50 FLOW~ENGTH(FEET) = 500.00 MANNING'S N = .014 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = I PIPEELOW THRU SUBAREA(CFS) = 27.92 TRAVEL TIME(MIN.) = .90 TC(MIN.) = 16.85 ftS<;O<-fV7e? T/f-A, 1</1 6)<1';,(, ~(.C/)J Goe.? ''''io '-{Ne 'e:J /'11'6 r**********~~~*~~~r**~~;~*J~;~,*14***~::1i*~~*~*~~f~a~******************* FLOW I PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 2 1 ------------------,---------------------------------------------------------- It=~~~~~~~~;;;i;~i;i;i~~~~~~~;~~~~;~~~~:~:~:::::======================== DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER I TC = IK*[ (LENGTH~'*3)j(ELEVATION CHANGE) ]**.2 INITIAL SUBAREA FLOW-LENGTH = 450.00 UPSTREAM ELEVATION = 1171.50 DOWNSTREAM ELEVATION = 1107.00 I ELEVATION DIFFERENCE = 64.50 TC = .709*[( 450.00**3)/( 64.50)]**.2 = 12.048 100;00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 3.141 SOIL CLASSIFICATION IS "B" I UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6749 SUBAREA RUNOFF(CFS) = 8.06 TOTAL AREA(ACRES) = 3.80 TOTAL RUNOFF(CFS) = 8.06 ~*****************~********************************************************* FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 6 i?-I I \<0 -"-- , 1---------------------------------------------------------------------------- I >>>>>COMPUTE STREETELOW TRAVELTIME THRU SUBAREA<<<<< , I==~~ii~~~~~~~ji~~~::==~~i~~gg===gg~;~~~~:~~~~~i~f~:::~=~~;~~~~========= I STREET HALFWIDTH(FEET) = 43.00 I I I I I I I I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSS FALL (DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DEClMAL) = .020 24.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = **TRAVELTIMECOMPUTED USING MEAN FLOW(CFS) = ,STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .46 HALFSTREET FLOODWIDTH(FEET) = 15.13 AVERAGE FLOW.VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 2.50 STREETFLOW TRAVELTIME(MIN) = 1.07 TC(MIN) = 5.43 13.12 e>-Z- 1 13.46 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.997 SOIL'CLASSIFICATION IS "B" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6669 SUBAREA AREA(ACRES) = 5.40 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 9.20 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .'50 HALFSTREET FLOODWIDTH (FEET) = 17.05 FLOWVEJ~CITY(FEET/SEC.) = 6.08 DEPTH*VELOCITY = 3.04 10.79 18.85 **************************************************************************** I FLOW. PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 1 ---~-----------------~------------------------------------------------------ . >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I I 1 ARE: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF .STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIMEIOF CONCENTRATION(MIN.) = 13.12 RAINFALL INTENSITY(INCH/HR) = 3.00 TOTAL STREAM AREA(ACRES) = 9.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.85 1******************;********************************************************** FLOW;PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 2 ---------------------------------------------------------------------------- 1= >>>>~RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =========================================================================== ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER I TC = I K* [ (LENGTH*'*3) / (ELEVATION CHANGE)] **.2 INITIAL SUBAREAFLOW~LENGTH = 900.00 UPSTREAM ELEVATION = 1201.50 I DOWNSTREAM ELEVATION = 1096.50 ELEVATION DIFFERENCE = 105.00 TC = .709*[( 900.00**3)/( 105.00)]**.2 = 16.565 100,00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.637 I SOIL:CLASSIFICATION IS "B" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6441 SUBAREA RUNOFF(CFS) = 8.15 I TOTAL AREA(ACRES) = 4.80 I TOTAL RUNOFF(CFS) = B-4 8.15 ******~********************************************************************* \c\, -"f- I FLOW.PROCESS FROM NODE 13 . 00 TO NODE 7.00 IS CODE = 6 ---~--------------,---------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< 1============================================================================ UPSTREAM ELEVATION = 1096.50 DOWNSTREAM ELEVATION = 1094.00 STREET LENGTH(FEET) = 530.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 43.00 I I I I I 100,0.0 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.371 SOILICLASSIFICATION IS "B" I UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6242 SUBAREA AREA(ACRES) = 6.20 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 11.00 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: I DEPTH (FEET) = .65 HALFSTREET FLOODWIDTH(FEET) = 24.74 FLOW'VELOCITY(FEET/SEC.) = 2.75 DEPTH*VELOCITY = 1.79 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREETCROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 24.00 B~~ SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = ,STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .60 HALFSTREET FLOODWIDTH(FEET) = 22.18 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.50 STREETFLOW TRAVELTIME(MIN) = 3.54 TC(MIN) = 12.74 2.49 20.11 9.17 17.33 r'*******'*********~********************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>:>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< . >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< IF=========================================================================== TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME:OF CONCENTRATION(MIN.) = 20.11 RAINFALL INTENSITY(INCH/HR) = 2.37 TOTAL STREAM AREA(ACRES) = 11.00 I PEAK:FLOW RATE(CFS) AT CONFLUENCE = RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I I I 17.33 ** PEAK STREAM NUMBER 1 FLOW RATE RUNOFF (CFS) 30.16 32.24 TABLE ** TIME (MIN.) 13.12 20.11 INTENSITY (INCH/HOUR) 2.997 2.371 2 COMPUTED CONFLUENCE PEAK:FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 32.24 20.20 AS FOLLOWS: Tc(MIN.) = 20.11 . tA7"cH ~('" Cht""'cl/1' en",.,-<<. (e)(i,:>-r:J ~****************~*****************************'**************************** FLOW PROCESS FROM NODE 7.00 TO NODE 11.00 IS CODE = 4 I--~~~~~~~;;~;~-;~;~;~;-;~~~~;~;~-;~;~-~~~~~~~~~~~------------------------ >>>>>USING USER-SPECIFIED PIPESIZE<<<<< ZO ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I -JD_ I I I DEPTH OF FLOW IN 42.0 INCH PIPE IS 21.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.6 UPSTREAM NODE ELEVATION = 1087.00 DOWNSTREAM NODE ELEVATION = 1084.00 FLOWLENGTH(FEET) = 600.00 MANNING'S N = .014 GIVEN PIPE DIAMETER (INCH) = 42.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 32.24 TRAVEL TIME(MIN.) = 1.52 TC(MIN.) = 21.63 1 1- **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I==;~;~~=;;;~~~=~;=;;;;~;=~==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 21.63 I RAINFALL INTENSITY(lNCH/HR) = 2.28 TOTAL STREAM AREA (ACRES) = 20.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.24 1**************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 7 1_--------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------~------------------------------------------------------ I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 16.82 RAIN INTENSITY(INCH/HOUR) = 2.62 TOTAL AREA (ACRES) = 15.30 TOTAL RUNOFF(CFS) = 27.95 I !/ot? fife. rLov-J A-r .;JW'I'-'-rlO,J **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 ---------------------------------------------------------------------------- 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I 1 1 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIMEIOF CONCENTRATION(MIN.) = 16.82 RAINFALL INTENSITY(INCH/HR) = 2.62 TOTAL STREAM AREA(ACRES) = 15.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 2 ARE: 27.95 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 53.01 56.58 TABLE ** TIME (MIN. ) 16.82 21. 63 INTENSITY (INCH/HOUR) 2.615 2.277 COMPUTED CONFLUENCE ESTIMATES ARE PEAKIFLOW RATE(CFS) = 56.58 TOTAL AREA(ACRES) = 35.50 1* * * * * * * ** * * * * * * * * *,* * * *,* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 11.00 TO NODE 14.00 IS CODE = 4 It-~~~~~~~;;~;~-;~;~;~;-;~~~~;~;~-;~;~-;~~~~~~~~~~------------------------ \ >>>>~USING USER-SPECIFIED PIPESIZE<<<<< ~ AS FOLLOWS: Tc(MIN.) = 21. 63 1 -If- ~=========================================================================== DEPTH OF FLOW IN 48.0 INCH PIPE IS 39.3 INCHES I PIPEFLOW VELOCITY(FEETjSEC.) = 5.1 UPSTREAM NODE ELEVATION = 1084.00 DOWNSTREAM NODE ELEVATION = 1083.00 FLOWLENGTH(FEET) = 500.00 MANNING'S N = .014 I GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 56.58 TRAVEL TIME(MIN.) = 1.62 TC(MIN.) = 23.26 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = TOTAL AREA (ACRES) = 56.58 35.50 Tc(MIN.) = 23.26 I==;~;=~;=~;~~~~~=;;;~~;=;;~~~;~;=========================================== I I I I , I I I I I I I I I I I % rAL- ov<rt-er t"i;Re. f""'--"',,-, boNG.. V",ll,zy 1J-'.k51-t C!{",,,,L. ~r z,P -/'1- I **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON 'RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-89 Advanced Engineering Software (aes) Ver. 5.4A Release Date:12/29/89 Serial # 4280 I I 1 I ************************** DESCRIPTION OF STUDY ************************** * RANCHO CALIFORNIA ROAD * * 10 YR. HYDROLOGY (ULTIMATE CONDITIONS) * 1* FOR STREET DEPTH CHECK NEAR SUMP CATCH BASIN * ************************************************************************** Analysis prepared by: Robert Bein, William Frost & Associates, 28765 Single Oak Drive, suite 250 Temecu1a, CA 92390 (714) 676-8042 Inc. I FILE NAME: A:RCBD10.DAT TIME/DATE OF STUDY: 13:17 10/18/1990 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: I--~s~~-s;~~i~i~~-s;~~-~;~~;(~~~~)-:---~~~~~-------------------------------- SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DEClMAL) TO USE FOR FRICTION SLOPE = .90 10-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) = 2.360 10-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = .880 100-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) = 3.480 100-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = .5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = .5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 I-HOUR INTENSITY(INCH/HOUR) = .8888 SLOPE .OF INTENSITY DURATION CURVE = .5506 I I 1 I RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED 1**************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 2 ---~------------------------------------------------------------------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I=========~;;~~~=i;~;~~~=;~~~~~=~;~;~;;==================================== DEVELOPMENT IS APARTMENT TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 450.00 UPSTREAM ELEVATION = 1171.50 DOWNSTREAM ELEVATION = 1107.00 ELEVATION DIFFERENCE = 64.50 TC = .323*[( 450.00**3)/( 64.50)]**.2 = 5.480 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.319 SOIL CLASSIFICATION IS "B" APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8568 SUBAREA RUNOFF(CFS) = 10.81 TOTAL AREA (ACRES) = 3.80 I 1 1 TOTAL RUNOFF(CFS) = 10.81 1***************************************************************************~ FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 6 I -1::'- 1---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.023 SOIL CLASSIFICATION IS "B" APAR~MENT DEVELOPMENT RUNOFF COEFFICIENT = .8537 SUBAREA AREA(ACRES) = 5.40 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 9.20 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .54 HALFSTREET FLOODWIDTH(FEET) = 18.98 1==~~;~~;:;;;;~~;~;7:~~=:==~~~~===~:::~:~:~~:~:~=:===~~~~================ PEAK FLOW RATE(CFS) = 24.74 Tc(MIN.) = 6.50 I~=;;~~~;~~;~~;~~~~~~~~;=~~~~~~i;=========================================== I I I I I I I UPSTREAM ELEVATION = 1107.00 STREET LENGTH(FEET) = 350.00 STREET HALFWIDTH(FEET) = 43.00 DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = INTERIOR STREET CROSS FALL (DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 8. 1094.00 24.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = :STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .50 HALFSTREET FLOODWIDTH(FEET) = 17.05 AVERAGE FLOW YELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 2.87 STREETFLOW TRAVELTIME(MIN) = 1.02 TC(MIN) = 17.80 5.74 6.50 13.93 24.74 I I I I I I I I I "A.. .111._ ~=========================================================================== RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON . RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT l (RCFC&WCD) 1978 HYDROLOGY MANUAL =========================================================================== r<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> (C) Copyright 1982,1986 Advanced Engineering Software [AES] I Especially prepared for: ROBERT BEIN, WILLIAM FROST & ASSOCIATES It<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> **********DESCRIPTION OF RESULTS******************************************** IL RANCHO CALIFORNIA ROAD * IL 10 YR. ULTIMATE CONDITION HYDROLOGY * . * OCT. 11990 (USED TO CHECK HALF STREET DEPTH AND PIPE VELOCITY LINE A) * Ir*************************************************************************** __~~~_~~~j?_i~~ii_i~~~~~~~~_~~~~~_~~~_~~_!P_~~_____~_------------------- USER .SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: It-~~;;-~~;~~;~;~-~;~~-;;;~;(~;~)-:---i~~~~-------------------------------- SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 I SPECIFIED PERCENT OF, GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = .90 10-YEAR STORM 10-MlNUTE INTENSITY(INCH/HOUR) = 2.360 10,-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR) = .880 100-YEAR STORM 10-MlNUTE INTENSITY (INCH/HOUR) = 3.480 I 100-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = .5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = .5495536 COMPUTED RAINFALL INTENSITY DATA: I STORM EVENT = 10.00 I-HOUR INTENSITY(INCH/HOUR) = .8888 SLOPE OF INTENSITY DURATION CURVE = .5506 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED IL<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> I Advanced Engineering Software [AES] SERIAL No. 100981 VER. 3.3C RELEASE DATE: 2/20/86 If<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> I*****************~********************************************************* FLOWIPROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2 -----------------_._--------------------------------------------------------- I >>>>>RATIONAL METHOD. INITIAL SUBAREA ANALYSIS<<<<< =========================================================================== ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS APARTMENT I TC =IK*[(LENGTH*'*3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREAFLOW~LENGTH = 600.00 UPSTREAM ELEVATION = 1211.50 DOWNSTREAM ELEVATION = 1119.00 I ELEVATION DIFFERENCE, = 92.50 TO = .323*[( 600.00**3)/( 92.50)]**.2 = 6.060 :10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.141 I ,.. "')..-=> -J-::' - 1 1 SOIL CLASSIFICATION IS "B" APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8550 SUBAREA RUNOFF(CFS) = 14.23 TOTAL AREA(ACRES) = 5.30 TOTAL RUNOFF(CFS) = 14.23 1* * * * * * * ** * * * * * * * * ** * * *.* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 2.00 TO NODE 10.00 IS CODE = 3 ---~------------------------------------------------------------------------ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< 1= >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< =========================================================================== DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.1 INCHES I PIPEFLOW VELOCITY (FEET/SEC.) = 12.5 UPSTREAM NODE ELEVATION = 1119.00 DOWNSTREAM NODE ELEVATION = 1094.00 FLOW~ENGTH(FEET) = 600.00 MANNINGS N = .013 I ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 14.23 T~VEL TIME(MIN.) = .80 TC(MIN.) = 6.86 1 ~*************************************************************************** FLOW ,PROCESS FROM NODE 2.00 TO NODE 10.00 IS CODE = 8 ---------------------------------------------------------------------------- . >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< IF=========================================================================== 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.933 SOIL.CLASSIFICATION IS "B" I APAR~ENT DEVELOPMENT RUNOFF COEFFICIENT = .8526 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 25.00 TOTAL AREA (ACRES) = 15.30 TOTAL RUNOFF(CFS) = 39.23 I TC(MIN) = 6.86 ****;**.********************************************************************* ~ FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 4 -~~~~;~;;;~;~-;~;i;~;-;~;~~;~;~-;~;~-~~~~~~~~~~~------------------------ Ir=;;;;~~~;~;~~~~~~~;~~~:~~~~:~~~;~~~::~;~~=~~~~;;========================== PIPEFLOW VELOCITY(FEET/SEC.) = 10.7 I UPSTREAM NODE ELEVATION = 1091.50 DOWNSTREAM NODE ELEVATION = 1084.50 FLOWLENGTH(FEET) = .500.00 MANNINGS N = .013 GIVEN PIPE DIAMETER (INCH) = 36.00 NUMBER OF PIPES = 1 I PIPEFLOW THRU SUBAREA(CFS) = 39.23 TRf\VEL TIME(MIN.) = .78 TC(MIN.) = 7.64 1******1********************************************************************* FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 2 -------.--------------------------------------------------------------------- 1= >>>>>RATIONAL METHOD,INITIAL SUBAREA ANALYSIS<<<<< =========================================================================== ,ASSUMED INITIAL SUBAREA UNIFORM ,DEVELOPMENT IS APARTMENT I TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 450.00 UPSTREAM ELEVATION = 1171.50 DOWNSTREAM ELEVATION = 1107.00 I ELEVATION DIFFERENCE = 64.50 TC = .323*[( 450.00**3)/( 64.50)]**.2 = 5.480 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.319 I ~ - 1/_ I SOIL CLASSIFICATION IS "B" APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8568 SUBAREA RUNOFF(CFS) = 10.81 I TOTAL AREA (ACRES) = 3.80 TOTAL RUNOFF(CFS) = 10.81 (*************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 6 --------------------------------------------------------------------------- >>>>>COMPUTE STREETpLOW TRAVELTIME THRU SUBAREA<<<<< It=~~~;;~=i~i~~;;~;=:===~~~;~~~===;~;;~;;i~=i~~~;;~;=:===~~~~~~~========= STREET r~NGTH(FEET) = 350.00 CURB HEIGTH(INCHES) = 8. I STREET HALFWIDTH(FEET) = 43.00 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I I I I I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = II'l"TERIOR STREET CROSS FALL (DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DEClMAL) = .020 24.00 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .49 HALFSTREET FLOODWIDTH(FEET) = 16.61 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 2.96 STREETFLOW TRAVELTlME(MIN) = .97 TC(MIN) = 17.79 6.03 6.45 10;00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.035 SOIL.CLASSIFICATION IS "B" APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8538 SUBAREA AREA(ACRES) = 5.40 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 9.20 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .55 HALFSTREET FLOODWIDTH(FEET) = 19.38 FLOWVEr~CITY(FEET/SEC.) = 6.29 DEPTH*VELOCITY = 3.43 13.99 24.80 f***.**************~********************************************************* FLOW I PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 1 --------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 1r=~~;;~~i;~i=~~~~i~=~~~;=;~;=;;;i~i;;i;;=~;;~~==~=~i7===================== TIME OF CONCENTRATION(MlNUTES) = 6.45 RAINFALL INTENSITY (INCH./HOUR) = 3.04 I TOTAr. STREAM AREA (ACRES) = 9.20 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 24.80 1***,************************************************************************ FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 2 ---------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =====================~===================================================== ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS APARTMENT I TC =K*[ (LENGTH**3)/:CELEVATION CHANGE) ]**.2 INITIAL SUBAREA FLOW,LENGTH = 900.00 UPSTREAM ELEVATION = 1201.50 DOWNSTREAM ELEVATION = 1096.50 I ELEVATION DIFFERENCE, = 105.00 TC = .323*[( 900.00**3)/( 105.00)]**.2 = 7.535 Z\ 10..00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.785 I _ ,::2. _ I SOIL. CLASSIFICATION IS "B" APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8508 I SUBAREA RUNOFF(CFS) = 11.38 TOTAl, AREA(ACRES) = 4.80 TOTAL RUNOFF(CFS) = 11. 38 [********:******************************************************************** FLOW.PROCESS FROM NODE 13.00 TO NODE 7.00 IS CODE = 6 --------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< Ir=~;~~;;~=~~;~~~~;=:===~~;~~;~===~~;;~~;~~=~~~;~~~~;=:===~~;~~~~========= STREET LENGTH(FEET) = 530.00 CURB HEIGTH(INCHES) = 8. I STREET HALFWIDTH(FEET) = 43.00 I SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 1 I I I I I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .020 OUTSIDE STREET CROSSFALL(DEClMAL) = .020 24.00 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = ,STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .65 HALFSTREET FLOODWIDTH(FEET) = 24.63 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.81 STREETFIQW TRAVELTIME(MIN) = 3.18 TC(MIN) = 17 .39 2.78 10.71 10..00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.295 SOIL CLASSIFICATION IS "B" APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = .8436 SUBAREA AREA(ACRES) = 6.20 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 11.00 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPT~(FEET) = .73 HALFSTREET FLOODWIDTH(FEET) = 28.38 FLOWVELOCITY(FEET/SEC.) = 2.84 DEPTH*VELOCITY = 2.06 12.00 23.38 **************************************************************************** I FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 1 --------------------------------------------------------------------------- >>>>>.DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ~ >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< =~~;;~;~;~i=;~~~~~=~;i~=;~;=~;~~;i;~~;~=;~;;~==;=~;7===================== TIME OF CONCENTRATION(MlNUTES) = 10.71 I RAINFALL INTENSITY (INCH./HOUR) = 2.30 TOTAL STREAM AREA (ACRES) = 11.00 TO~AL STREAM RUNOFF(CFS) AT CONFLUENCE = I 23.38 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) Ir---~-------;~~;~------~~~;-------;~~;;------------------------------------- 2 23.38 10.71 2.295 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA (RCFC&WCD) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 38.87 42.13 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF (CFS) = 42;13 TIME (MINUTES) = 10.711 TOTAL AREA(ACRES) = 20.20 I zB _ID _ I * * * * * *.. *~*.. * * * * * * * ** * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * I FLOW PROCESS FROM NODE 7.00 TO NODE 11.00 IS CODE = 4 ---~------------------------------------------------------------------------ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< Ir=;;;;~~~;~;~;~~;~~~;~~:~~~;:;~;~~~;~~;;~;=~;~~;;========================== PIPEFLOW VELOCITY(FEET/SEC.) = 7.4 I UPSTREAM NODE ELEVATION = 1087.00 DOWNSTREAM NODE ELEVATION = 1084.00 FLOWnENGTH(FEET) = 600.00 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 I PIPEFLOW THRU SUBAREA(CFS) = 42.13 TRAVEL TIME(MIN.) = 1.35 TC(MIN.) = 12.06 t*****************'********************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 ----------------------~----------------------------------------------------- . >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< =====================~===================================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MINUTES) = 12.06 I RAINFALL INTENSITY (INCH./HOUR) = 2.15 TOTAL STREAM AREA (ACRES) = 20.20 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 42.13 ~*************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 7 [---------------------~.----------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< --------------------------------------------------------------------------- ---~-----------------~----------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: I TC:(MLN) = 7.64. RAIN INTENSITY (INCH/HOUR) = 2.76 TOTAL AREA(ACRES) = 15.30 TOTAL RUNOFF(CFS) = 39.23 f * * * * * *1* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 ---------------------------------------------------------------------------- . . >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< l >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ===~======================================================================= CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: I TIME OF CONCENTRATION(MINUTES) = 7.64 RA~NFALL INTENSITY (INCH./HOUR) = 2.76 TOTAL STREAM AREA (ACRES) = 15.30 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = I 39.23 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) I---~----------------------------------------------------------------------- 1 42.13 12.06 2.150 2 39.23 7.64 2.764 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA (RCFC&WCD) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: I 72.64 65.92 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF (CFS) = 72.64 TIME (MINUTES) = 12.061 I '2-'\ -19- 1 TOTAL AREA(ACRES) = 35.50 1,**************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 14.00 IS CODE = 4 ---------------------------------------------------------------------------- 1 1 1 I I I I I I I I I I I I I I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< =====================~====================================================== PIPEFLOW VELOCITY (FEET/SEC.) = 5.8 UPSTREAM NODE ELEVATION = 1084.00 DOWNSTREAM NODE ELEVATION = 1083.00 FLOWLENGTH(FEET) = 500.00 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = P[PEFLOW THRU SUBAREA(CFS) = 72.64 TRAVEL TIME(MIN.) = 1.44 TC(MIN.) = 13.50 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS ?O I I I I I I I I I I I I I I I I I I I EXHIBIT D ?\ I I I I I I I I I I I I I I I I I I I ~. 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S'REE,. FLOWDEPTH(FEETJ; .78 <..<1/ o,t:. r'ALL'nEET :'LOODW !DTE (FEE r.; 31. IS' L: 4~' o/<- AV~RAGS FLOW VELOCI]YCFEET/SEC.) = 3.71 ~~GD~CT OF JE~lh&VELOCITY = 2.90 -~- --- .-----------------------------.----------- -------- ------------------ -~--------------------------------------------------------------------------- A ' "I, C O{.(~ f';le,€- -t'. 24 ~ 'o/w ~ ,~7 f" . 24 = OJ1/ i euv. 111"'1< . llboV'6 ~6ove. Cl.'-jC.b ;:I"Ic/! = 0.?7 }z. "i r: H:..x>P'Nr;. 8t!t*,u'. ;::: c:... . 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