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HomeMy WebLinkAboutHydrology Storm Drain - ~ ---~_.- HYDROLOGY AND HYDRAULICS REPORT Paloma Del Sol STORM DRAIN FOR TRACT. 24185 . PREPAi~ED FOR: Bedford Properties '. RECEIVED AUG 12 1991 WILLDAN ASSOCIATES SAN 8fRNARD/fIO OFFICE . PREPARED BY: ~ ~"lJeil!,'WilIi= 'Host 0~.ial" ~ 28765 Single Oak Drive, Suite 250 ~ Temecula. California 92390 , r-,':"C~; ': t';;:; p',- . , , nC '?o ,) " IS:)\; '" " '0'. Contact Persons: Mike Tylman, Dick Heffner . . ~ . ~-'-. .' I' I (. " ,(\'\-\l'f'\\.oo ~ ~ ,. ~ ,\;'\'0,.01 \.J-' ';'1'"-''' / {Or /1 l", f lltl l Z4 .. a:. -i ~ !/J,/ /{ It- 1'Tt ~ L W w \ , I I I I I I I I I II I I II I I I I I J TABIE OF CONTENTS I. INTRODUCTION II, HYDROLOGY III, PROPOSED MAINLINE STORM DRAIN FACILITIES IV, CATCH BASIN DESIGN EXHIBITS "N LOCATION MAP "B" SOILS MAP "C" STORM DRAIN LOCATION PAGE NO, 1 2 4 5 lA 2A 4A 2. I I I . APPENDIX PAGE I I "A" lOO-YEAR HYDROLOGY (RATIONAL METHOD) 6 lO-YEAR HYDROLOGY (RATIONAL METHOD) 36 I liB" HYDROLOGY MAP 52A I "e" STREET EXHIBITS 53 CATCH BASIN DESIGN CALCULATIONS AND 55 I GUTfER CAPACITY ANALYSIS I "D" STORM DRAIN HYDRAULIC ANALYSIS LINE "A" 81 LINE "A" (VELOCITY CHECK) 95 I LAT "A-I" 109 LAT "A-2" 112 LAT "A-2" (VELOCITY CHECK) 115 I LAT "A-3" 118 LAT "A.411 121 LAT "A-5" 124 I LAT "A-6" 127 LAT "A-6.5" 130 I LAT "A-7" 133 LAT "A-8" 137 LAT "A-9" 141 I LAT "A-lO" 144 LAT"A-ll" 147 LAT"A-12" 151 I LINE "B" 154 LINE "B" (VELOCITY CHECK) 159 LAT "B-1" 164 I LAT "B-2" 168 LAT "B-3" 171 LAT "B-4" 174 I I I I 2> I I , I I I I I I I I I I I I I I I I J I. INTRODUCTION This report includes the hydrologic and hydraulic calculations performed for the design of onsite drainage facilities for Tract No, 24185 of The Meadows residential development proposed for the City of Temecula, California. The owner/developer of the site is Bedford Properties. The development site is located east of Interstate Route 15 and south of Rancho California Road, as shown on Exhibit "A", The project area is generally bound by Campanula Way to the west, De Portola Road to the south, Sunny Meadows to the north, and Butterfield Stage Road to the east. The data provided in this report was used as a basis for the design of street and storm drain improvements. The primary objectives of this report are as follows: 1. Delineate the drainage areas tributary to the onsite and offsite catch basins in Tract No. 24185, 2. Based on drainage patterns, ground slope, land use, and soil type and using the Riverside County Rational Method, perform a hydrologic analysis of onsite runoff to provide 10- and 100-year design flows for the sizing of drainage facilities. 3, Based on the hydrology results and physical site requirements, design the catch basins and storm drain laterals to convey the computed design discharges. Drainage from offsite the project enters at the east tract boundary from the area east of Butterfield Stage Road. The hydrology study performed by Ranpac Engineering Corporation for AD. 159 identifies a total drainage area of 89.4 acres at nodes 570 and 71. - 1 - A.. I I I I I I I I I I I I I I I I I I I Elsinore ...........-................. San Diego Co. Riverside Co ...............................~..... 79 m ~ ~<&Ut,'W"dIWD 'RIlot ~c5Woc""" IN ,C;1C;Q."AJ:lC: '5 REGIONAL MAP Vail Meadows I I I I I I I I I I I I I I I I I I I II. HYDROLOGY In-Tract Hydrology Hydrologic calculations were performed using the Riverside County Rational Method from RCFC & WCD Hydrology Manual dated April 1978. The 10- and 100-year design discharge at each storm drain inlet was computed by generating a hydrologic "link-node" model which divides the area into drainage subareas, each tributary to a concentration point or hydrologic "mode" point determined by the proposed street layout. The computer results are included in Appendix "N. The following assumptions/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 primarily Group "B" and "C" soils. Soil type "C" was used in the hydrologic calculations, Soils ratings are based on a scale of A through D, where D is the least pervious, providing the greatest storm runoff. The soils map, excerpted from the Hydrology Manual, is included as Exhibit "B". 2. The runoff coefficients specified are: "1/4-acre residential lots", condominium and commercial; to describe the proposed development characteristics. Condominium land use is used for residential single family residential lots with approximately 4500 Sq.Ft. lot size to represent a realistic runoff for the proposed density. 3, Initial subareas were drawn to be less than lO-acres in size and less than 1,000 feet in length per County guidelines. 4, Pipe travel times were computed based on preliminary computer-estimated pipe sizes. A minimum pipe size of 18-inches were specified, and 90 percent of the actual pipe slope was assumed available for the pipe friction losses, 5. Standard intensity-duration curve data was taken from the County Hydrology Manual (values apply for Murrieta-Temecula and Rancho California areas). For the 100- year analysis, the data specifies a 100-year lO-minute rainfall intensity of 3.46 inches/hour and a 100-year 60-minute rainfall intensity of 1.40 inches/hour, For the 10-year analysis, the data specifies aiD-year 100minute rainfall intensity of 2.36 inches/hour and a lO-year 60-minute rainfall intensity of 0.88 inches/hour. The resulting 10- and 100-year discharges at proposed catch basin locations are flagged on the Rational Method computer summary, Appendix "A", and on the Hydrology Map, Appendix "B", Normal flow depths for street sections were estimated using the Los Angeles County Flood Control Street Flow charts, Appendix "C". - 2 - {.. I I L I I I I I I I I I I I I I I I tD 10 I:D > I:D . 0 , z o :lJ ... :l: c: en Q in o S o :lJ %> Z Cl r- m " m o :l: %> Z Cl %> I I I I I I I I I I I I I I I I I I I I I III, PROPOSED MAINLINE STORM DRAIN FACILmES The proposed mainline facilities described as Line "A" and Line "B", begin by joining the Tract No. 24182 storm drain pipeline, Line "A" extends upstream along Street "G" and Line "B" extends upstream along De Portola Road and Butterfield Stage Road. - 3 - ~ I II I I I I I I I I I I I I I I I I I IV, CATCH BASIN DESIGN Catch basins, shown on the Hydrology Map, have been designed to collect storm runoff from Tract No. 24185, Catch basins placed in "sump" conditions are sized to accept 100% of the 100-year design discharge according to County guidelines. Any discharge not picked-up by on-grade basins was added to the next downstream basin design discharge. A secondary outlet was provided at all sump locations to preclude any flooding of building pads, - 4 - C\ I I I I I I I I I I I I I I I I I , I I V. STORM DRAIN DESIGN The results from the Rational Method hydrology and catch basin design were used to prepare a steady-state hydraulic analysis of the storm drain system under the predicted 10- year and 100-year flow conditions. The computer program "Water Surface Pressure Gradient" (WSPG), published by the Los Angeles County Flood Control District (LACFCD), capable of analyzing systems of pipes under partial, full or pressure flow conditions, was used for design. The WSPG output listings are contained in Technical Appendix "D". The hydraulics were calculated for both Cast-In-Place Concrete Pipe (CIPP) and Reinforced Concrete (RCP) where the alternatives exist. The Manning's "n" values used were .013 for RCP and .014 for CIPP. The hydraulic grade line resulting from the CIPP alternative is plotted on the plans. - 5 - \~ 10 AND 100 YEAR HYDROLOGY (RATIONAL METHOD) \'), - o ' ~~ I 08 ~~ ! ~.~ ' 5! '" ' ~12 8 >< I r*************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (C) Copyright 1982-91 Advanced Engineering Software (aes) Ver. 5.9D Release Date: 5/09/91 Serial #9628 I I I Analysis prepared by: Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, California 92718 (714) 472-3505 L************************** DESCRIPTION OF STUDY ************************** PALOMA DEL SOL DEVELOPMENT * * TRACT 24185 100 YR. STORM * 1* FILENAME:M85100.DAT 7-16-91 * ************************************************************************** I I I I FILE NAME: A:M185100.DAT l TIME/DATE OF STUDY: 15:23 7/16/1991 --------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: I--~~;;-~;;~~;~;~-~;~;;-;~;~;(~;~)-:--~~~~~~-------------------------------- SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DEClMAL) TO USE 10-YEAR STORM 10-MlNUTE INTENSITY(INCH/HOUR) = 10-YEAR STORM 60-MlNUTE INTENSITY(INCH/HOUR) = 100-YEAR STORM 10-MlNUTE INTENSITY(INCH/HOUR) 100-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR) SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.4000 SLOPE OF INTENSITY DURATION CURVE = .5271 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED , NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FOR FRICTION 2.360 .880 = 3.600 = 1. 400 .5505732 .5271139 SLOPE = .90 I I I I 1**************************************************************************** FLOW PROCESS FROM NODE 550.00 TO NODE 551.00 IS CODE = 21 I:::::::~~~~~~~:~~~~~~:~~~~~~~:~~~~~~:~~~~~~~::::::::::::::::::::::::::::: ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 340.00 UPSTREAM ELEVATION = 1216.20 DOWNSTREAM ELEVATION = 1207.00 ELEVATION DIFFERENCE = 9.20 TC = .303*[( 340.00**3)/( 9.20)]**.2 = 6.423 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.546 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8895 SUBAREA RUNOFF(CFS) = 2.43 \~ 1 TOTAL AREA (ACRES) = .60 TOTAL RUNOFF(CFS) = 2.43 1**************************************************************************** FLOW PROCESS FROM NODE 551.00 TO NODE 551.50 IS CODE = 6 I--~~~~~~~~;~;;-~;;;;;;~;-;~~;~;~~;-;~;~-~~;~;~~~~~~---------------------- ============================================================================ 1 1 1 1 1 1 1 1 UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1207.20 670.00 = 22.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1181.20 DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 11.00 INTERIOR STREET CROSSFALL(DEClMAL) = .020 OUTSIDE STREET CROSSFALL(DEClMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.78 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .30 HALFSTREET FLOODWIDTH(FEET) = 8.87 AVERAGE FLOW VELOCITY(FEETjSEC.) = 4.18 PRODUCT OF DEPTH&VELOCITY = 1.27 STREETFLOW TRAVELTIME(MIN) = 2.67 TC(MIN) = 9.09 E~, 100.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 3.785 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8877 SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF(CFSh = SUMMED AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: . DEPTH (FEET) = .33 HALFSTREET FLOODWIDTH(FEET) = 10.15 FLOW VELOCITY(FEETjSEC.) = 4.46 DEPTH*VELOCITY = 1.47 <> 2.69 5.11 1**************************************************************************** FLOW PROCESS FROM NODE 551.50 TO NODE 552.40 IS CODE = 6 , ---------------------------------------------------------------------------- I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION = 1181.20 DOWNSTREAM ELEVATION = 1150.40 STREET LENGTH(FEET) = 800.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 22.00 1 I 1 1 1 1 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMAL) = . .020 OUTSIDE STREET CROSSFALL(DEClMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 11.00 0J 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.07 AVERAGE FLOW VELOCITY(FEETjSEC.) = PRODUCT OF DEPTH&VELOCITY = 1.71 STREETFLOW TRAVELTIME(MIN) = 2.87 TC(MIN) = 7.31 4.64 11. 96 100.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 3.275 '^ - I SOIL CLASSIFICATION IS "C" I COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8861 SUBAREA AREA (ACRES) = 1.50 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: I DEPTH (FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 13.35 FLOW VELOCITY(FEET/SEC.) = 4.98 DEPTH*VELOCITY = 1.96 4.35 9.47 11. \ I C.U . A-\'t 1**.***********...***.**************.*.**.*********.************************* FLOW PROCESS FROM NODE 552.40 TO NODE 89.00 IS CODE = 21 I[::::::~~~~~~~:~~~~~~:~~~~~~~:~~~~~~:~~~~~~~::::::::::::::::::::::::::::: ASSUMED INITIAL SUBAREA UNIFORM I DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 500.00 I UPSTREAM ELEVATION = 1150.40 DOWNSTREAM ELEVATION = 1136.00 ELEVATION DIFFERENCE = 14.40 TC = .303*[( 500.00**3)/( 14.40)]**.2 = 7.401 1 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.219 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8888 I SUBAREA RUNOFF(CFS) = 3.75 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 8 3.75 C,fQ, 610-1 I 1**************************************************************************** FLOW PROCESS FROM NODE 89.00 TO NODE 90.00 IS CODE = 3 ---------------------------------------------------------------------------- I I I I >>>>>COMPUTE PIPEFLOW TRAVELTIME 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 4.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.2 UPSTREAM NODE ELEVATION = 1130.00 DOWNSTREAM NODE ELEVATION = 1125.00 FLOWLENGTH(FEET)'= 60.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 3.75 TRAVEL TIME(MIN.) = .09 TC(MIN.) = 7.49 1**************************************************************************** FLOW PROCESS FROM NODE .01 TO NODE 550.00 IS CODE = 21 I , I 1 1 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 720.00 UPSTREAM ELEVATION = 1230.00 DOWNSTREAM ELEVATION = 1222.50 ELEVATION DIFFERENCE = 7.50 TC = .359*[( 720.00**3)/( 7.50)]**.2 = 12.437 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.209 8 /' \'::> /') I I SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8504 SUBAREA RUNOFF(CFS) = 6.28 TOTAL AREA(ACRES) = 2.30 TOTAL RUNOFF(CFS) = 6.28 1**************************************************************************** FLOW PROCESS FROM NODE 550.00 TO NODE 550.00 IS CODE = 1 I--~~~~~~;;~~;~;;-~;~;;;;~;;;-;;;;~-;~;-~~;;~~;;~;~~~~~--------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.44 RAINFALL INTENSITY(INCH/HR) = 3.21 I TOTAL STREAM AREA (ACRES) = 2.30 ' cg,ul-ec..i" PEAK FLOW RATE (CFS) AT CONFLUENCE = 6.2 8 ~ - f'Yli4f /? , /' ~.t, tj ..J ""-, "2.~} I A <<, 0 I ~ ~ I}, " &- 'f).J ~lil,j, ********************************************~;~w*********************** FLOW PROCESS FROM NODE 550.10 TO NODE C22O~~ IS CODE = 21 I I I I I:::::::~~~~~~~:~~~~~~:~~~~~~~:~~~~~~:~~~~~~~::::::::::::::::::::::::::::: ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1230.00 DOWNSTREAM ELEVATION = 1222.50 ELEVATION DIFFERENCE = 7.50 TC = .359*[( 700.00**3)/( 7.50)]**.2 = 12.229 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.238 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8508 SUBAREA RUNOFF(CFS) = 11.02 TOTAL AREA(ACRES) = 4.00 8 TOTAL RUNOFF(CFS) = 11. 02 1**************************************************************************** FLOW PROCESS FROM NODE 550.00 TO NODE 550.00 IS CODE = 1 I I I I I II , , >>>>>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.) = 12.23 RAINFALL INTENSITY(INCH/HR) = 3.24 TOTAL STREAM AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.02 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 6.28 2 11. 02 Tc (MIN. ) 12.44 12.23 INTENSITY ( INCH/HOUR) 3.209 3.238 AREA (ACRE) 2.30 4.00 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED \~ 1 ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA I WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 1 CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** I STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCHjHOUR) 1 17.19 12.23 3.238 I 2 17 .20 12.44 3.209 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.19 Tc(MIN. ) = 12.23 1 TOTAL AREA (ACRES) = 6.30 1**************************************************************************** FLOW PROCESS FROM NODE 550.00 TO NODE 553.40 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< 1============================================================================ UPSTREAM ELEVATION = 1222.50 DOWNSTREAM ELEVATION = 1209.10 STREET.LENGTH(FEET) = 530.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 1 I I I I I I I 1 DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 ~'2 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF C1/ . 10.00 Ej **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = ***STREETFLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = .47 FLOODWIDTH(FEET) = FULL HALF-STREET VELOCITY(FEETjSEC.) = 4.87 SPLIT DEPTH(FEET) = .34 SPLIT FLOODWIDTH(FEET) = SPLIT FLOW(CFS) = 5.52 SPLIT VELOCITY(FEETjSEC.) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .47 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEETjSEC.) = PRODUCT OF DEPTH&VELOCITY = 2.29 STREETFLOW TRAVELTIME(MIN) = 1.82 TC(MIN) = 14.04 22.66 20.00 12.48 3.82 4.87 100.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 3.010 SOIL CLA~S.IF.I~T:LQRJS~ < SINGLE-r;.AMILYGL4 ~GRE LOTYRUNOFF COEFFICIENT = .8253 SUBAREA KREA(ACRES) = 4.40 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 10.70 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .47 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEETjSEC.) = 4.87 DEPTH*VELOCITY = 2.29 10.93 28.12 1**************************************************************************** FLOW PROCESS FROM NODE 553.40 TO NODE 553.00 IS CODE = 6 ---------------------------------------------------------------------------- I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< \1 I ============================================================================ I I I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I I I I I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1209.10 960.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1188.10 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .017 10.00 E~~ **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .48 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEETjSEC.) = PRODUCT OF DEPTH&VELOCITY = 2.27 STREETFLOW ~RAVELTIME(MIN) = 3.38 TC(MIN) = 35.16 4.73 17.43 100.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 2.686 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8426 SUBAREA AREA (ACRES) = 6.20 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 16.90 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = ,50 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 5.13 DEPTH*VELOCITY = 2.57 14.03 42.15 C,(b, A-IL' ~ krY 1**************************************************************************** FLOW PROCESS FROM NODE .02 TO NODE 552.50 IS CODE = 21 1---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 I INITIAL SUBAREA FLOW-LENGTH = 980.00 UPSTREAM ELEVATION = 1230.00 DOWNSTREAM ELEVATION = 1209.40 ELEVATION DIFFERENCE = 20.60 I TC = .359*[( 980.00**3)/( 20.60)]**.2 = 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "C" 1 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) = 12.67 TOTAL AREA(ACRES) = 4.60 8 12.226 3.238 .8508 TOTAL RUNOFF(CFS) = 12.67 1**************************************************************************** FLOW PROCESS FROM NODE 552.50 TO NODE 553.00 IS CODE = 6 1---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< . ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1209.40 580.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1188.10 DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 10.00 ,S 1 INTERIOR STREET CROSSFALL(DEClMAL) = .017 IfTSIDE STREET CROSSFALL(DEClMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 14.80 AVERAGE FLOW VELOCITY(FEETjSEC.) = PRODUCT OF DEPTH&VELOCITY = 1.99 IiREETFLOW TRAVELTIME(MIN) = 1.86 TC(MIN) = 14.08 100.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 3.005 IlL CLASSIFICATION IS "C" NDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8476 BAREA AREA(ACRES) = 6.30 SUBAREA RUNOFF(CFS) = 16.05 SUMMED AREA(ACRES) = 10.90 TOTAL RUNOFF(CFS) = 28.72 ~D OF SUBAREA STREETFLOW HYDRAULICS: ~PTH(FEET) = .42 HALF STREET FLOODWIDTH(FEET) = 17.11 FLOW VELOCITY(FEETjSEC.) = 5.50 DEPTH*VELOCITY = 2.32 **'************************************************************************* j.LOW PROCESS FROM NODE 553.00 TO NODE 554.00 IS CODE = 6 - ---~--------------------------------------------------------------------- >>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< E~j 20.63 I 5.20 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- IPSTREAM ELEVATION = 1188.10 TREET LENGTH(FEET) .= 350.00 STREET HALFWIDTH(FEET) = 20.00 III STANCE FROM CROWN TO CROSS FALL GRADE BREAK = IINTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .017 IlPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = DOWNSTREAM ELEVATION = CURBHEIGTH(INCHES) = 6. 1171.90 10.00 Ej 2 I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 30.69 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .42 I HALFSTREET FLOODWIDTH(FEET) = 17.11 AVERAGE FLOW VELOCITY(FEETjSEC.) = 5.88 PRODUCT OF DEPTH&VELOCITY = 2.48 STREETFLOW TRAVELTIME(MIN) = .99 TC(MIN) = 15.08 1100.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 2.899 SOIL CLASSIFICATION IS "C" EONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8461 UBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 3.93 UMMED AREA(ACRES) = 12.50 TOTAL RUNOFF(CFS) = 32.65 END OF SUBAREA STREETFLOW HYDRAULICS: IbEPTH(FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 17.11 IFLOW VELOCITY(FEETjSEC.) = 6.26 DEPTH*VELOCITY = 2.64 C,e" l. I \ ~A I kiD ~ - /I ~************************************************************************** FLOW PROCESS FROM NODE 554.00 TO NODE 554.00 IS CODE = 7 -1-------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< \<\ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.08 RAIN INTENSITY(INCH/HOUR) = 2.90 TOTAL AREA(ACRES) = 10.20 TOTAL RUNOFF(CFS) = 26.80 ~y (,6, A-tO' ;. kit' 1*********************************************************************~****** FLOW PROCESS FROM NODE 554.00 TO NODE 554.00 IS CODE = 1 1-----------------------------------------------------------------~---------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 1 ============================================================================ pic:kecL up I 1 I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 15.08 RAINFALL INTENSITY(INCH/HR) = 2.90 TOTAL STREAM AREA(ACRES) = 10.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.80 1 ARE: 1**************************************************************************** FLOW PROCESS FROM NODE 553.00 TO NODE 553.00 IS CODE = 7 I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 17.43 RAIN INTENSITY(INCH/HOUR) = 2.69 TOTAL AREA(ACRES) = 16.90 TOTAL RUNOFF(CFS) = 42.10 ~ c'~, '.. ~ 'A-/2' ~ A- r3 1 1**************************************************************************** FLOW PROCESS FROM NODE 553.00 TO NODE 554.00 IS CODE = 3 ---------------------------------------------------------------------------- 1 I I 1 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.9 UPSTREAM NODE ELEVATION = 1183.00 DOWNSTREAM NODE ELEVATION = 1165.00 FLOWLENGTH(FEET) = 430.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 42.10 TRAVEL TIME(MIN.) = .45 TC(MIN.) = 17.88 **************************************************************************** 1 FLOW PROCESS FROM NODE 554.00 TO NODE 554.00 IS CODE = 1 ---------------------------------------------------------------------------- 1 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 1============================================================================ TOTAL NUMBER OF STREAMS = 3 . CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.88 RAINFALL INTENSITY(INCH/HR) = 2.65 TOTAL STREAM AREA (ACRES) = 16.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 42.10 **************************************************************************** FLOW PROCESS FROM NODE 1. 02 TO NODE 554.00 IS CODE = 21 YJ I I I:::::::~~~~~~~:~~~~~~:~~~~~~~:~~~~~~:~~~~~~~::::::::::::::::::::::::::::: ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 850.00 UPSTREAM ELEVATION = 1202.40 DOWNSTREAM ELEVATION = 1171.80 ELEVATION DIFFERENCE = 30.60 TC = .359*[( 850.00**3)/( 30.60)]**.2 = 10.372 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.531 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8543 SUBAREA RUNOFF(CFS) = 16.29 TOTAL AREA (ACRES) = 5.40 I I I I 8 TOTAL RUNOFF(CFS) = 16.29 c.1O. '/J.;b ~ 'i\ -'1 i 1**************************************************************************** FLOW PROCESS FROM NODE 554.00 TO NODE 554.00 IS CODE = 3 ---------------------------------------------------------------------------- 1 I I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< I >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.8 UPSTREAM NODE ELEVATION = 1170.00 DOWNSTREAM NODE ELEVATION = 1165.00 FLOWLENGTH(FEET) = 70.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA (CFS) = 16.29 TRAVEL TIME(MIN.) = .07 TC(MIN.) = 10.45 1 1**************************************************************************** FLOW PROCESS FROM NODE 554.00 TO NODE 554.00 IS CODE = 1 ---------------------------------------------------------------------------- 1 I I '. I I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 10.45 RAINFALL INTENSITY(INCH/HR) = 3.52 TOTAL STREAM AREA (ACRES) = 5.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.29 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 26.80 2 42.10 3 16.29 Tc (MIN.) 15.08 17.88 10.45 INTENSITY (INCH/HOUR) 2.899 2.650 3.518 AREA (ACRE) 10.20 16.90 5.40 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************************************~\ I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. I I 1 ** PEAK STREAM NUMBER 1 2 3 FLOW RATE RUNOFF (CFS) 59.45 75.73 78.87 TABLE ** Tc (MIN.) 10.45 15.08 17.88 INTENSITY ( INCH/HOUR) 3.518 2.899 2.650 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 78.87 32.50 AS FOLLOWS: Tc (MIN.) = 17.88 pip eflcx..J C<- t IJcJe. 55t 1 1 1**************************************************************************** FLOW PROCESS FROM NODE 554.00 TO NODE 555.00 IS CODE = 3 I--:::::~~;;~;;-;~;;;~;-;~~;~;~;;-;~;~-;~;~;~~~~~~------------------------ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I==~~;;~=~;=;~~=~~==;~~~=~~~~=;~;~=~~==;;~;=~~~~~~========================== PIPEFLOW VELOCITY(FEET/SEC.) = 19.7 UPSTREAM NODE ELEVATION = 1165.00 DOWNSTREAM NODE ELEVATION = 1141.00 FLOWLENGTH(FEET) = 500.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 30.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 78.87 TRAVEL TIME(MIN.) = .42 TC(MIN.) = 18.30 1 1**************************************************************************** FLOW PROCESS FROM NODE 555.00 TO NODE 555.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.30 RAINFALL INTENSITY(INCH/HR) = 2.62 TOTAL STREAM AREA(ACRES) = 32.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1 1 78.87 1**************************************************************************** FLOW PROCESS FROM NODE 551.50 TO NODE 551.55 IS CODE = 21 I==:::::~::~~~~=~~:~~~=:~:::~~==~~~~~=~~~:=:=:::::======================== ASSUMED INITIAL SUBAREA UNIFORM e DEVELOPMENT IS CONDOMINIUM I TC = K* [ (LENGTH**3) / (ELEVATION CHANGE)] **. 2 ~e -8.'1 INITIAL SUBAREA FLOW-LENGTH = 870.00 UPSTREAM ELEVATION = 1181.20 I DOWNSTREAM ELEVATION = 1158.00 ELEVATION DIFFERENCE = 23.20 TC = .359*[( 870.00**3)/( 23.20)]**.2 = 11.116 . 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.405 I SOIL CLASSIFICATION IS "C" 7:J.-. I I CONDOMINIUM DEVELOPMENT SUBAREA RUNOFF(CFS) = TOTAL AREA (ACRES) = RUNOFF COEFFICIENT = .8529 16.55 5.70 TOTAL RUNOFF(CFS) = 16.55 I*******************************~******************************************** FLOW PROCESS FROM NODE 551.55 TO NODE 555.00 IS CODE = 6 ---------------------------------------------------------------------------- I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION = 1158.00 DOWNSTREAM ELEVATION = 1144.50 STREET LENGTH(FEET) = 680.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 1 I 1 I I 1 I I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .017 10.00 E~ SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 17.11 AVERAGE FLOW VELOCITY(FEETjSEC.) = PRODUCT OF DEPTH&VELOCITY = 1.74 STREETFLOW TRAVELTIME(MIN) = 2.74 TC(MIN) = 21. 58 4.13 13.86 100.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 3.031 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8480 SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 9.60 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .46 HALF STREET FLOODWIDTH(FEET) = 19.42 FLOW VELOCITY(FEETjSEC.) = 3.99 DEPTH*VELOCITY = 1.84 10.03 26.58 **************************************************************************** I--:~~-:~~:~~~_:~~~-~~~~--_::::~~_:~-~~~~--_::::~~_:~-:~~~_:_-_:_----------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< 1==;;;;:;;;~~;~;~=~~~;;;=~=~;=;~~~;;7===========================;~~:~=b TC(MIN) = 13.90 RAIN INTENSITY(INCHjHOUR) = 3.03 c6 A-6' y I TOTAL AREA(ACRES) = 9.60 TOTAL RUNOFF(CFS) = 20.00 : c 'A-1' . **************************************************************************** I FLOW PROCESS FROM NODE 555.00 TO NODE 555.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 1============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.90 RAINFALL INTENSITY(INCHjHR) = 3.03 TOTAL STREAM AREA(ACRES) = 9.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = I I 20.00 2.~ ;(0 1 1**************************************************************************** FLOW PROCESS FROM NODE 555.00 TO NODE 555.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< I==~~~:~~f~~~;~~~:~~~~~:~~:*~:~~~~~~:~::::~=:==:~::=============f~~~=f~" 1 TOTAL AREA(ACRES) = .00 TOTAL RUNOFF(CFS) = 6.60 A-7 fo A-6':;) 1**************************************************************************** FLOW PROCESS FROM NODE 554.00 TO NODE 555.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< II===~~~~~~~~~::~:-:::'::~::;:;~=======~--~-- SUBAREA AREA(ACRES) = .50 SUBAREA RUNOFF(CFS) = 1.34 TOTAL AREA(ACRES) = .50 TOTAL RUNOFF(CFS) = 7.94 1 TC(MIN) = 13.90 C,e:, 'A'6,'5'....3 c.FS iroiY\ , 'A -10' f/Dwbv{see. l~ 7 l'e)<tf'l:f) ****************************************************************~********** I--:~~-:~~:~~~_:~~~~~~~~---~~~:~~_:~-~~~~---~~~:~~_:~-:~~~-:---~------------ >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< I==~;~~~~~=~~~~~~~~;=:===~~~~~~~===~~;;~~~~~=~~~~~~~;=:===~~;;~~~========= STREET LENGTH(FEET) = 70.00 CURB HEIGTH(INCHES) = 6. 8 STREET HALFWIDTH(FEET) = 20.00 1 E:~ -'po DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 10.00 INTERIOR STREET CROSSFALL(DEClMAL) = .017 1 OUTSIDE STREET CROSSFALL(DEClMAL) = .017 -jliAvel Ilrre... SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I 1 1 I I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 11.33 AVERAGE FLOW VELOCITY(FEETjSEC.) = PRODUCT OF DEPTH&VELOCITY = 2.12 STREETFLOW TRAVELTIME(MIN) = .18 TC(MIN) = 7.94 6.55 14.08 100.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 3.006 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8850 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = .50 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 11.33 FLOW VELOCITY(FEETjSEC.) = 6.55 DEPTH*VELOCITY = 2.12 .00 7.94 1**************************************************************************** FLOW PROCESS FROM NODE 555.00 TO NODE 555.00 IS CODE = 1 1----------------------------------------------------------------------------~ ,.., I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< =Il;~~=~;~~=~;=~;~~~=:================================================= ~NFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: IME OF CONCENTRATION(MIN.) = 14.08 INFALL INTENSITY(INCHjHR) = 3.01 TAL STREAM AREA(ACRES) = .50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.94 I .*************************************************************************** ,-~~-~~~:~::_~~~~-~~~~---~~~:~~_:~-~~~~---~~~:~~_::_:~~~_:_--~------------ ~~>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- &ER-SPECIFIED VALUES ARE AS FOLLOWS: FI b \' Ib(MIN) = 15.08 RAIN INTENSITY(INCH/HOUR) = 2.90 ~. tj~ . TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 2.90 C./'>. 'A.-tO' to'1\-6S' I ~~~ ,*************************************************************************** --~~-~~~:~::_~~~~-~~~~---~~~:~~_:~-~~~~---~~~:~~_::_:~~~_:_--~------------ ~~>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ~STREAM ELEVATION = 1174.00 ~REET LENGTH (FEET) = 600.00 STREET HALFWIDTH(FEET) = 20.00 IhSTANCE FROM CROWN TO CROSSFALL GRADEBREAK = ~TERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .017 IbECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1144.00 18.00 A -10 flowhy T j"O.v eltlll1e. 1 I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.90 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .26 HALFSTREET FLOODWIDTH(FEET) = 7.86 I AVERAGE FLOW,VELOCITY(FEETjSEC.) = 4.49 PRODUCT OF DEPTH&VELOCITY = 1.19 STREETFLOW TRAVELTIME(MIN) = 2.23 TC(MIN) = 17.31 1100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.696 SOIL CLASSIFICATION IS "C" 'OMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8836 UBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .00 UMMED AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 2.90 JND OF SUBAREA STREETFLOW HYDRAULICS: EPTH(FEET) = .26 HALFSTREET FLOODWIDTH(FEET) = 7.86 LOW VELOCITY(FEETjSEC.) = 4.49 DEPTH*VELOCITY = 1.19 *11************************************************************************* FLOW PROCESS FROM NODE 555.00 TO NODE 555.00 IS CODE = 1 --------------------------------------------------------------------------- >>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ tOTAL NUMBER OF STREAMS = 4 ;:5' 1 I 1 I I *********************************WARNING********************************** I IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 1 ************************************************************************** I I 1 I CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 17.31 RAINFALL INTENSITY(INCH/HR) = 2.70 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 4 ARE: 2.90 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 78.87 2 20.00 3 7.94 4 2.90 Tc (MIN.) 18.30 13.90 14.08 17.31 INTENSITY ( INCH/HOUR) 2.618 3.026 3.006 2.696 AREA (ACRE) 32.50 9.60 .50 1. 20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. * * PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) ( INCH/HOUR) 1 90.07 13.90 3.026 2 90.83 14.08 3.006 3 102.43 17 .31 2.696 4 105.90 18.30 2.618 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: pipe. ,tlu.J Cc-t PEAK FLOW RATE(CFS) = 105.90 Tc(MIN. ) = 18.30 TOTAL AREA(ACRES) = 43.80 I-lcde. s5 S 1**************************************************************************** FLOW PROCESS FROM NODE 555.00 TO NODE 556.00 IS CODE = 3 ---------------------------------------------------------------------------- il I I I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 20.9 UPSTREAM NODE ELEVATION = 1141.00 DOWNSTREAM NODE ELEVATION = 1130.00 FLOWLENGTH(FEET) = 250.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 105.90 TRAVEL TIME(MIN.) = .20 TC(MIN.) = 18.50 1**************************************************************************** FLOW PROCESS FROM NODE 556.00 TO NODE 556.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 1============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.50 2.f9 I '" I RAINFALL INTENSITY(INCH/HR) = 2.60 I TOTAL STREAM AREA(ACRES) = 43.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 105.90 :;-5(..1 I************************************************~:********************** FLOW PROCESS FROM NODE .04 TO NODE C~IS CODE = 21 ---------------------------------------------------------------------------- 1= >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =========================================================================== ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM 8 I TC = K*[ (LENGTH**3)/(ELEVATION CHANGE) ]**.2 r:e-q.1 INITIAL SUBAREA FLOW-LENGTH = 750.00 UPSTREAM ELEVATION = 1172.90 I DOWNSTREAM ELEVATION = 1146.00 ELEVATION DIFFERENCE = 26.90 TC = .359*[( 750.00**3)/( 26.90)]**.2 = 9.872 I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.624 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8553 SUBAREA RUNOFF(CFS) = 13.33 I TOTAL AREA(ACRES) = 4.30 TOTAL RUNOFF(CFS) = 13.33 I****************************~*********************************************** FLOW PROCESS FROM NODE 556.10 TO NODE 556.20 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< 1============================================================================ UPSTREAM ELEVATION = 1146.00 DOWNSTREAM ELEVATION = 1140.00 STREET LENGTH (FEET) = 550.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 I 1 1 1 I I I I I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .017 10.00 e~, SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 18.27 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.27 STREETFLOW TRAVELTIME(MIN) = 3.18 TC(MIN) = 17 .07 2.89 13.05 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.129 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8494 SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 7.10 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .46 HALFSTREET FLOODWIDTH(FEET) = 19.42 FLOW VELOCITY(FEET/SEC.) = 3.12 DEPTH*VELOCITY = 1.44 7.44 20.77 c.(b, \A-3' ~ 'A-4 I **************************************************************************** FLOW PROCESS FROM NODE 556.20 TO NODE 556.00 IS CODE = 3 ?-I- I ---------------------------------------------------------------------------- I I I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< I >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.3 INCHES PIPEFLOW VELOCITY(FEETjSEC.) = 7.7 UPSTREAM NODE ELEVATION = 1135.00 DOWNSTREAM NODE ELEVATION = 1133.00 FLOWLENGTH(FEET) = 220.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 20.77 TRAVEL TIME(MIN.) = .48 TC(MIN.) = 13.52 1 **************************************************************************** II--~~~-:~~:~~~-~~~~-~~~~--_::~:~~_:~-~~~~--_::~:~~_:~-:~~~-:---:------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I==============================~============================================= . TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.52 I RAINFALL INTENSITY(INCHjHR) = 3.07 , TOTAL STREAM AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.77 1,**************************************************************************** FLOW PROCESS FROM NODE 554.00 TO NODE 554.00 IS CODE = 7 II--:::::~;;;-;;;~~;~;~-~;~;~~~;;-~~;~~;~~~-~;-~~~;:::::-------------------- ---------------------------------------------------------------------------- .---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 16.30 RAIN INTENSITY(INCHjHOUR) = 2.78 TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 2.90 f/o.,.; by -\f1:;ffi 'A-II' tD A - 5 1**************************************************************************** FLOW PROCESS FROM NODE 554.00 TO NODE 556.00 IS CODE = 6 I--:::::~~;;~;;-;;;;;;;~~;-;~;;~;~;;-;~;~-;~;~;~:::::---------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I I I 1 II UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1172.00 770.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1137.30 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 E3 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5.49 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 11.33 AVERAGE FLOW VELOCITY(FEETjSEC.) = 4.53 PRODUCT OF DEPTH&VELOCITY = 1.46 STREETFLOW TRAVELTIME(MIN) = 2.83 TC(MIN) = 19.13 "Z.8 ~, I '0.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.557 L CLASSIFICATION IS "C" C DOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8402 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = EE- ED AREA(ACRES) = 3.60 TOTAL RUNOFF(CFS) = OF SUBAREA STREETFLOW HYDRAULICS: o PTH(FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 13.64 FjfW VELOCITY(FEET/SEC.) = 4.73 DEPTH*VELOCITY = 1.72 5.16 8.06 CJ~ \ 1\- 5' *************************************************************************** -~~_:~~:~~~_:~~~-~~~~---~~~:~~_:~-~~~~---~~~:~~_:~_:~~~_:_-_:_----------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 1'= ======================================================================== TAL NUMBER OF STREAMS = 3 I INFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: . ME OF CONCENTRATION(MIN.) = 19.13 INFALL INTENSITY(INCH/HR) = 2.56 TOTAL STREAM AREA(ACRES) = 3.60 IAK FLOW RATE(CFS) AT CONFLUENCE = * CONFLUENCE DATA ** FEAM RUNOFF BER (CFS) 1 105.90 2 20.77 3 8.06 8.06 I *********************************WARNING********************************** I THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA ILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ~INFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. 1* PEAK FLOW RATE TABLE ** STREAM RUNOFF To INTENSITY fUMBE~R (CFS) (MIN. ) (INCH/HOUR) 103.87 13.52 3.070 131.30 18.50 2.603 3 129.40 19.13 2.557 1l0MPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 131.30 Tc(MIN.) = IfOTAL AREA(ACRES) = 54.50 Tc (MIN.) 18.50 13.52 19.13 INTENSITY ( INCH/HOUR) 2.603 3.070 2.557 AREA (ACRE) 43.80 7.10 3.60 18.50 pipe flC4l cJ tJcJe. 5.56 **************************************************************************** ILOW PROCESS FROM NODE 556.00 TO NODE 558.50 IS CODE = 3 - ------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ~>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< 9If========================================================================= DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.8 INCHES .~IPEFLOW VELOCITY(FEET/SEC.) = 28.6 IfPSTREAM NODE ELEVATION = 1130.00 ~~ I DOWNSTREAM NODE ELEVATION = I FLOWLENGTH(FEET) = 210.00 ESTIMATED PIPE DIAMETER (INCH) PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(MIN.) = .12 I 1111. 00 MANNING'S N = 33.00 131. 30 TC(MIN.) = = .013 NUMBER OF PIPES = 1 18.63 **************************************************************************** I FLOW PROCESS FROM NODE 558.50 TO NODE 558.50 IS CODE = 1 : ~--------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< Ir=~~~~t:~~~~:~~:~;~~~;:~:=~::::::::::=::::::==:=:::~===================== .1 TIME OF CONCENTRATION (MIN.) = 18.63 RAINFALL INTENSITY(INCH/HR) = 2.59 TOTAL STREAM AREA(ACRES) = 54.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 131.30 '**************************************************************************** I--:~~-:~~:~~~_:~~~-~~~~-----_:~:_:~-~~~~--_::~::~-~~-:~~~-:_-~~------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I t I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 900.00 UPSTREAM ELEVATION = 1180.00 DOWNSTREAM ELEVATION = 1148.60 ELEVATION DIFFERENCE = 31.40 TC = .359*[( 900.00**3)/( 31.40)]**.2 = 10.678 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.478 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8537 SUBAREA RUNOFF(CFS) = 13.66 TOTAL AREA(ACRES) = 4.60 TOTAL RUNOFF(CFS) = 8 13.66 11**************************************************************************** FLOW PROCESS FROM NODE 556.50 TO NODE 557.00 IS CODE = 6 11--:::::~~;;~;;-;;;;;;;~;-;~;;~;~;;-;;;~-;~;~;~~~~~~---------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I I I I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1148.60 700.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1139.90 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 10.00 INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .017 ~~, SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 19.96 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 18.27 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.37 ?P I PRODUCT OF DEPTH&VELOCITY = I STREETFLOW TRAVELTIME(MIN) = 3.46 I I 1.49 TC(MIN) = 14.14 100.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 3.000 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8476 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 9.60 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .48 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEETjSEC.) = 3.55 DEPTH*VELOCITY = 1.70 12.71 26.37 IL*************************************************************************** FLOW PROCESS FROM NODE 557.00 TO NODE 558.00 IS CODE = 6 1---------------------------------------------------------------------------- . >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ I I I I I- I I I " I , I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1139.90 450.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 10.00 INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 30.20 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 18.27 AVERAGE FLOW VELOCITY(FEETjSEC.) = 5.11 PRODUCT OF DEPTH&VELOCITY = 2.25 STREETFLOW TRAVELTIME(MIN) = 1.47 TC(MIN) = 15.60 100.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 2.847 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8452 SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = 7.70 SUMMED AREA(ACRES) = 12.80 TOTAL RUNOFF(CFS) = 34.07 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .46 HALFSTREET FLOODWIDTH(FEET) = 19.42 FLOW VELOCITY(FEETjSEC.) = 5.12 DEPTH*VELOCITY = 2.36 1127.90 Ej C.6, 'A-'2-' ,- **************************************************************************** FLOW PROCESS FROM NODE 558.00 TO NODE 558.50 IS CODE = 3 ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPEFLOW .TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I' DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.0 INCHES PIPEFLOW VELOCITY(FEETjSEC.) = 20.0 UPSTREAM NODE ELEVATION = 1121.00 DOWNSTREAM NODE ELEVATION = 1111.00 I FLOWLENGTH(FEET) = 120.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA (CFS) = 34.07 I TRAVEL TIME (MIN.) = .10 TC (MIN.) = 15.70 ?..d 1 ~\ I 1**************************************************************************** FLOW PROCESS FROM NODE 558.50 TO NODE 558.50 IS CODE = 1 ---------------------------------------------------------------------------- I I I I I I I I , I I >>>>>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.) = 15.70 RAINFALL INTENSITY(INCH/HR) = 2.84 TOTAL STREAM AREA (ACRES) = 12.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 34.07 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 131. 30 2 34.07 Tc (MIN.) 18.63 15.70 INTENSITY (INCH/HOUR) 2.594 2.838 AREA (ACRE) 54.50 12.80 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 144.78 162.44 TABLE ** Tc (MIN.) 15.70 18.63 INTENSITY ( INCH/HOUR) 2.838 2.594 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 162.44 67.30 AS FOLLOWS: Tc(MIN.) = 18.63 I I **************************************************************************** 11 --:~~-:~~~~~~-:~~~-~~~~---::~::~-:~-~~~~---:~~:~~-:~-~~~~-:---:------------ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< 1I==;;;;~~~;~;~~;~~~:~;;~~:~~;~;~;;:~~::~::;~~;~~;~~~~~=::~~~:::::=========== PIPEFLOW VELOCITY(FEET/SEC.) = 10.9 UPSTREAM NODE ELEVATION = 1111.00 DOWNSTREAM NODE ELEVATION = 1110.00 FLOWLENGTH(FEET) = 160.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 162.44 TRAVEL TIME(MIN.) = .24 TC(MIN.) = 18.87 1 II **************************************************************************** FLOW PROCESS FROM NODE 560.00 TO NODE 560.00 IS CODE = 1 I ---------------------------------------------------------------------------- '!:>'& I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< Jr=;~;~~=~~~;=~;=~;;~~~=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.87 I RAINFALL INTENSITY(INCH/HR) = 2.58 .~ TOTAL STREAM AREA(ACRES) = 67.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 162.44 I -**************************************************************************** 1-, -:~~-:~~~~~~-:~~~-~~~~---~~~:~~-:~-~~~~---~~~:~~-~~-~~~~-:--:=------------ . >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ,- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 I INITIAL SUBAREA FLOW-LENGTH = 800.00 UPSTREAM ELEVATION = 1150.00 DOWNSTREAM ELEVATION = 1134.00 ELEVATION DIFFERENCE = 16.00 I TC = .359*[( 800.00**3)/( 16.00)]**.2 = ~ 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "C" I CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) = 6.30 TOTAL AREA(ACRES) = 2.20 8 11. 386 3.362 .8524 TOTAL RUNOFF(CFS) = 6.30 1*************************************************************************** FLOW PROCESS FROM NODE .06 TO NODE 560.00 IS CODE = 8 IJ--~~~~~~~~~;~~~-~;-;~~~~-;~-~~~~~~;-;;~~-;~~;~~~~~----------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- COEFFICIENT = .8864 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 7.15 13.46 E~'j I II 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF SUBAREA AREA(ACRES) = 2.40 TOTAL AREA(ACRES) = 4.60 TC(MIN) = 11.39 3.362 c.C> ,. 'A-I' **************************************************************************** . FLOW PROCESS FROM NODE 560.00 TO NODE 560.00 IS CODE = 1 lI--~~~~~~~~~~~~~:~~~~~~~~~~:~~~~~:~g;:~~~~~~~~~~~~~~::------------------- I I I I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 11.39 RAINFALL INTENSITY(INCH/HR) = 3.36 TOTAL STREAM AREA(ACRES) = 4.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 2 ARE: 13.46 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 162.44 Tc (MIN. ) 18.87 INTENSITY ( INCH/HOUR) 2.576 AREA (ACRE) 67.30 33 I I *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA I WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. - ************************************************************************** I I I I 2 13.46 4.60 11. 39 3.362 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 111.48 172.75 TABLE ** Tc (MIN. ) 11. 39 18.87 INTENSITY (INCH/HOUR) 3.362 2.576 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 172.75 71.90 AS FOLLOWS: Tc(MIN.) = 18.87 pipe: 0cde t'1tX..J u.. t 560 1**************************************************************************** FLOW PROCESS FROM NODE 560.00 TO NODE 561.00 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< -============================================================================ DEPTH OF FLOW IN 51.0 INCH PIPE IS 37.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15,3 UPSTREAM NODE ELEVATION = 1110.00 DOWNSTREAM NODE ELEVATION = 1109.00 FLOWLENGTH(FEET) = 70.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 172.75 I TRAVEL TIME (MIN.) = .08 TC (MIN.) = 18.95 * 0ea i(\ l)Jffer t Ie-kl Sk *******************************************************~******************~- I FLOW PROCESS FROM NODE .10 TO NODE 70.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ,- =========~~~~;~=~;~;~~~=~~;~~=~;~;~;;==================================== DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1229.50 DOWNSTREAM ELEVATION = 1205.70 ELEVATION DIFFERENCE = 23.80 TC = .303*[( 1000.00**3)/( 23.80)]**.2 = 10.145 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.573 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8871 SUBAREA RUNOFF(CFS) = 5.70 TOTAL AREA (ACRES) = 1.80 I I I I I I I TOTAL RUNOFF(CFS) = 5.70 1 lire 8 70.00 TO NODE 71.00 IS CODE = **************************************************************************** 6 >~ FLOW PROCESS FROM NODE 27 I ---------------------------------------------------------------------------- I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION = 1205.70 DOWNSTREAM ELEVATION = 1169.00 STREET LENGTH (FEET) = 970.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 43.00 I I I I I I I -I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMA~) = .020 OUTSIDE STREET CROSSFALL(DEClMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 30.00 8 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.20 AVERAGE FLOW VELOCITY(FEETjSEC.) = PRODUCT OF DEPTH&VELOCITY = 1.88 STREETFLOW TRAVELTIME(MIN) = 3.18 TC(MIN) = 8.15 5.08 13.33 100.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 3.094 SOIL CLASSIFICATION IS "c" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8854 SUBAREA AREA (ACRES) = 1.80 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 3.60 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 13.50 FLOW VELOCITY(FEETjSEC.) = 5.48 DEPTH*VELOCITY = 2.17 4.93 10.64 c,~ '()-3' **************************************************************************** I FLOW PROCESS FROM NODE 71.00 TO NODE 71.00 IS CODE = 1 - --~~~~~~;~~~;~;;-~;~;;;;~;;;-~;~;~-;~~-~~;;~~;;~;~~~~~--------------------- 1============================================================================ TOTAL NUMBER OF STREAMS = 3 ! CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.33 RAINFALL INTENSlfY(INCHjHR) = 3.09 TOTAL STREAM AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = I J - **************************************************************************** FLOW PROCESS FROM NODE 570.00 TO NODE 570.00 IS CODE = 7 II--~~~~~~~;~-~;;~~;~;~-~~~~~~~~-~;;~~;~~;-~;-;~~;~~~~~-------------------- 10.64 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: Fi TC(MIN) = 15.30 RAIN INTENSITY(INCHjHOUR) = 2.88 roOl AD, ;59 TOTAL AREA(ACRES) = 35.20. TOTAL RUNOFF(CFS) = 92.60 L-IfJF- '01 1**************************************************************************** FLOW PROCESS FROM NODE 570.00 TO NODE 71.00 IS CODE = 3 1_--------------------------------------------------------------------------- >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< 1============================================================================~~ ~~ I I I DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.3 INCHES PIPEFLOW VELOCITY(FEETjSEC.) = 20.7 UPSTREAM NODE ELEVATION = 1200.00 DOWNSTREAM NODE ELEVATION = 1162.00 FLOWLENGTH(FEET) = 800.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 33.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 92.60 TRAVEL TIME(MIN.) = .65 TC(MIN.) = 15.95 1**************************************************************************** - FLOW PROCESS FROM NODE 71.00 TO NODE 71.00 IS CODE = 1 I--~~~~~~~~~~;~~~-~;~~;~;~~;~-~~~~~-;~~-~~;;~~~;~~~~~~~--------------------- 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 15.95 RAINFALL INTENSITY(INCHjHR) = 2.82 TOTAL STREAM AREA(ACRES) = 35.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 92.60 2 ARE: 11**************************************************************************** FLOW PROCESS FROM NODE 71.00 TO NODE 71.00 IS CODE = 7 1---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<' ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.60 RAIN INTENSITY(INCHjHOUR) = 3.06 TOTAL AREA(ACRES) = 4.10 TOTAL RUNOFF(CFS) = 12.90 From AO. i5t:t , L-INE. c I 11**************************************************************************** . FLOW PROCESS FROM NODE 71.00 TO NODE 71.00 IS CODE = 1 1_--------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I I 'I I I I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 13.60 RAINFALL INTENSITY(INCHjHR) = 3.06 TOTAL STREAM AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.90 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 10.64 2 92.60 3 12.90 Tc (MIN.) 13.33 15.95 13.60 INTENSITY (INCHjHOUR) 3.094 2.815 3.061 AREA (ACRE) 3.60 35.20 4.10 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO c;;.. <1<1 I I I I I CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCHjHOUR) 1 100.69 13.33 3.094 2 102.40 13.60 3.061 3 114.14 15.95 2.815 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 114.14 42.90 AS FOLLOWS: Tc(MIN.) = 15.95 **************************************************************************** I--:~~-:~~::~~_:~~~-~~~:_---~=:~~_:~-~~~:_-_:~~:~~_:~-:~~:-:---:------------ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< I >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.8 INCHES PIPEFLOW VELOCITY(FEETjSEC.) = 23.9 UPSTREAM NODE ELEVATION = 1169.00 DOWNSTREAM NODE ELEVATION = 1113.00 FLOWLENGTH(FEET) = 900.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 114.14 TRAVEL TIME(MIN.) = .63 TC(MIN.) = 16.57 1 I 1 1**************************************************************************** FLOW PROCESS FROM NODE 574.00 TO NODE 576.00 IS CODE = 3 I--~~~~~~~;;~;~-;~;~;~;-;~;~~;~;~-;~~~-~~~~~~~~~~~------------------------ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I==;;;;~=~;=;~~;=~;==;;~~=~;;~=;~;;=~~==~~~~=~;;~;~========================== PIPEFLOW VELOCITY(FEETjSEC.) = 8.3 UPSTREAM NODE ELEVATION = 1113.00 DOWNSTREAM NODE ELEVATION = 1111.00 FLOWLENGTH(FEET) = 550.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 57.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 114.14 TRAVEL TIME(MIN.) = 1.11 TC(MIN.) = 17.68 I I 1 I************~*************************************************************** FLOW PROCESS FROM NODE 576.00 TO NODE 576.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.68 RAINFALL INTENSITY(INCH/HR) = 2.67 TOTAL STREAM AREA(ACRES) = 42.90 I PEAK FLOW RATE(CFS) AT CONFLUENCE = 114.14 1****************************************************************************<:7<t I FLOW PROCESS FROM NODE 71.00 TO NODE 574.00 IS CODE = 21 IC::::::~~~~~~~:~~~~~~:~~~~~~~:~~~~~~:~~~~~~~::::::::::::::::::::::::::::: ASSUMED INITIAL SUBAREA UNIFORM I DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 8 INITIAL SUBAREA FLOW-LENGTH = 900.00 []-::?> 1 UPSTREAM ELEVATION = <1:1,6.6..-00' / I ~'1 ? DOWNSTREAM ELEVATION = 1120.00 ELEVATION DIFFERENCE = 46.00 TC = .303*[( 900.00**3)/( 46.00)]**.2 = 8.348 I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.959 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8882 I SUBAREA RUNOFF(CFS) = 6.68 TOTAL AREA(ACRES) = 1.90 TOTAL RUNOFF(CFS) = 6.68 1**************************************************************************** FLOW PROCESS FROM NODE 574.00 TO NODE 576.00 IS CODE = 6 I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION = 1120.00 DOWNSTREAM ELEVATION = 1116.00 STREET LENGTH(FEET) = 530.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 38.00 I I I I I I I I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 19.00 8 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .48 HALFSTREET FLOODWIDTH(FEET) = 17.75 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.33 STREETFLOW TRAVELTIME(MIN) = 3.19 TC(MIN) = 9.04 2.77 11. 54 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.338 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8863 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 3.50 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .52 HALFSTREET FLOODWIDTH(FEET) = 19.46 FLOW VELOCITY(FEET/SEC.) = 2.92 DEPTH*VELOCITY = 1.51 4.73 11.42 C,Q" of!> - 2. J Approa.ch F()~t- .from 1**************************************************************************** FLOW PROCESS FROM NODE 576.00 TO NODE 576.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 1============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.54 I ~ I RAINFALL INTENSITY(INCH/HR) = 3.34 I TOTAL STREAM AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11. 42 1**************************************************************************** FLOW PROCESS FROM NODE 574.00 TO NODE 576.00 IS CODE = 21 1= >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =========================================================================== ASSUMED INITIAL SUBAREA UNIFORM (0 DEVELOPMENT IS COMMERCIAL I TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 (2:,-5 INITIAL SUBAREA FLOW-LENGTH = 540.00 UPSTREAM ELEVATION = 1120.00 I DOWNSTREAM ELEVATION = 1116.00 ELEVATION DIFFERENCE = 4.00 TC = .303*[( 540.00**3)/( 4.00)]**.2 = 10.014 I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.597 SOIL CLASSIFICATION IS "c" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8872 SUBAREA, RUNOFF (CFS) = 1.91 I TOTAL AREA(ACRES) = .60 TOTAL RUNOFF(CFS) = 1.91 (2.12>, 'A-I' 1**************************************************************************** FLOW PROCESS FROM NODE 576.00 TO NODE 576.00 IS CODE = 1 I I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< . 1============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 10.01 RAINFALL INTENSITY(INCH/HR) = 3.60 TOTAL STREAM AREA(ACRES) = .60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1. 91 **************************************************************************** I FLOW PROCESS FROM NODE .09 TO NODE 576.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 1I1--::=~=::~~~~;:~~:~:::~::~:==================~= INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1163.00 DOWNSTREAM ELEVATION = 1116.00 I ELEVATION DIFFERENCE = 47.00 TC = .359*[( 1000.00**3)/( 47.00)]**.2 = 10.493 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.510 1 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8541 SUBAREA RUNOFF(CFS) = 15.29 I TOTAL AREA(ACRES) =,. 5.10 TOTAL RUNOFF(CFS) = t, 'I' al 3.:bb ~ I'_~, )<.. :::: "/."2 CF5. r: - con 'n _"7 I ,. ~T ~ I. T :0, SiD . ,,<,1 O::J _ tor OJ u '- ** ** ********* * * * * **** ** **.*** ** ****** * * ***** * ***** * ** * * *** ****** * ** * * * * * ** * ** I FLOW PROCESS FROM NODE 576.00 TO NODE 576.00 IS CODE = 1 15.29 (.6, '(6-2.' +10"":; CtfProo.ch f("Oil\ We:;r ?i' I ---------------------------------------------------------------------------- I , I I I l >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< -=========================================================================== TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 10.49 RAINFALL INTENSITY(INCH/HR) = 3.51 TOTAL STREAM AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.29 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 114.14 17.68 2.666 42.90 2 11.42 11.54 3.338 3.50 3 1.91 10.01 3.597 .60 4 15.29 10.49 3.510 5.10 I *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA 1 WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** I I I 1 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) ( INCH/HOUR) 1 91.05 10.01 3.597 2 95.27 10.49 3.510 3 102.24 11.54 3.338 4 136.29 17.68 2.666 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 136.29 52.10 AS FOLLOWS: Tc(MIN.) = 17.68 I I **************************************************************************** I--:~~-:~~::~~_:~~~-~~~:_-_:~~:~~_:~-~~~:_-_:~::~~_:~-:~~:-:---:------------ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< I==;~~;~~~;~;~;~~;:~~;~;:~~~~;~;;:~;::;;~;~~;~~~;:~~~=:~~=~:::::=========== PIPEFLOW VELOCITY(FEET/SEC.) = 16.8 UPSTREAM NODE ELEVATION = 1111.00 DOWNSTREAM NODE ELEVATION = 1109.00 FLOWLENGTH(FEET) = 90.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 136.29 TRAVEL TIME(MIN.) = .09 TC(MIN.) = 17.77 1 1**************************************************************************** FLOW PROCESS FROM NODE 561.00 TO NODE 561.00 IS CODE = 1 1---------------------------------------------------------------------------- tV9 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I==~~~~~:~~;~:~~:~;~~~;:;:=~::::::::::=::::::==:=::::===================== TIME OF CONCENTRATION(MIN.) = 17.77 I RAINFALL INTENSITY(INCH/HR) = 2.66 TOTAL STREAM AREA(ACRES) = 52.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 136.29 1**************************************************************************** FLOW PROCESS FROM NODE 561.00 TO NODE 561.00 IS CODE = 7 I--:::::~;;;-;;;~~;~;~-~;~;~~~~;-~~;~~~~~~-~~-~~~;~~~~~-------------------- ============================================================================ I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 18.95 RAIN INTENSITY (INCH/HOUR) = 2.57 TOTAL AREA(ACRES) = 71.90 TOTAL RUNOFF(CFS) = 172.75 Q for l.-itJE. 'AI I I I I *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA I WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** I I I 1**************************************************************************** FLOW PROCESS FROM NODE 561.00 TO NODE 561.00 IS CODE = 1 I-------------~-------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I==;~;~~=~;;;=~;=;;;;~;=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: . TIME OF CONCENTRATION(MIN.) = 18.95 RAINFALL INTENSITY(INCH/HR) = 2.57 TOTAL STREAM AREA (ACRES) = 71.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 172.75 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 136.29 2 172.75 Tc (MIN.) 17.77 18.95 INTENSITY (INCH/HOUR) 2.659 2.570 AREA (ACRE) 52.10 71.90 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. * * PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 298.29 304.50 TABLE ** Tc (MIN.) 17.77 18.95 INTENSITY ( INCH/HOUR) 2.659 2.570 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 304.50 Tc(MIN.) = 18.95 I TOTAL AREA(ACRES) = 124.00 ============================================================================ END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 1 304.50 Tc (MIN.) = 18.95 /)..\ I TOTAL AREA(ACRES) = 124.00 r-=========================================================================== END OF RATIONAL METHOD ANALYSIS I I I I I I II I I I I I I I I I I ~ I 1**************************************************************************** i RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-91 Advanced Engineering Software (aes) Ver. 5.9D Release Date: 5/09/91 Serial #9628 I 1 1 Analysis prepared by: Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, California 92718 (714) 472-3505 I ************************** DESCRIPTION OF STUDY ************************** * PALOMA DEL SOL DEVELOPMENT - MESA HOMES * * TRACT 24185 10 YR. STORM ANALYSIS * * FlLENAME:M18510.DAT 7-16-91 * I ************************************************************************** I I I I FILE NAME: A:M18510.DAT I--::~~~~~:~-~:_~~~=:_=~::~---~~=~~=::=------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: I--~;;~-;;;~~;~;~-;;~;;-;;;~;(~;~)-:---~~~~~-------------------------------- SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DEClMAL) TO USE 10-YEAR STORM 10-MlNUTE INTENSITY(INCH/HOUR) = 10-YEAR STORM GO-MINUTE INTENSITY(INCHjHOUR) = 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) 100-YEAR STORM 60-MlNUTE INTENSITY(INCH/HOUR) SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 I-HOUR INTENSITY(INCH/HOUR) = .8888 SLOPE OF INTENSITY DURATION CURVE = .5506 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FOR FRICTION 2.360 .880 = 3.600 = 1. 400 .5505732 .5271139 SLOPE = .90 1**************************************************************************** FLOW PROCESS FROM NODE 550.00 TO NODE 551.00 IS CODE = 21 I I I I I:::::::~~~~~~~:~~~~~:~~~~~~~:~~~~~~:~~~~~~~::::::::::::::::::::::::::::: ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 340.00 UPSTREAM ELEVATION = 1216.20 DOWNSTREAM ELEVATION = 1207.00 ELEVATION DIFFERENCE = 9.20 TC = .303*[( 340.00**3)/( 9.20)]**.2 = 6.423 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.042 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8852 SUBAREA RUNOFF(CFS) = 1.62 t~ \? :1i~ I TOTAL AREA (ACRES) = I *************************************************************************** Iw PROCESS FROM NODE 551.00 TO NODE 551.50 IS CODE = 6 - ------------------------------------------------------------------------ ~ >>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< .60 TOTAL RUNOFF(CFS) = 1. 62 =========================================================================== ISTREAM ELEVATION = 1207.20 REET LENGTH(FEET) = 670.00 STREET HALFWIDTH(FEET) = 22.00 JlSTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 1ITERIOR STREET CROSSFALL(DEClMAL) = .020 ITSIDE STREET CROSSFALL(DEClMAL) = .020 ECIFIED NUMBER OFHALFSTREETS CARRYING RUNOFF = DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1181.20 20.00 E~ 1 I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.49 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .28 I HALFSTREET FLOODWIDTH(FEET) = 7.59 I AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.59 PRODUCT OF DEPTH&VELOCITY = 1.00 STREETFLOW TRAVELTIME(MIN) = 3.11 TC(MIN) = 9.53 I I . , 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.447 SOIL CLASSIFICATION IS "C" IMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8823 BAREA AREA(ACRES) = .80 SUBAREA RUNOFF(CFS) = 1.73 UMMED AREA (ACRES) = 1.40 TOTAL RUNOFF(CFS) = 3.34 E OF SUBAREA STREETFLOW HYDRAULICS: . PTH(FEET) = .29 HALFSTREET FLOODWIDTH(FEET) = 8.23 W VELOCITY(FEET/SEC.) = 4.21 DEPTH*VELOCITY = 1.22 *~************************************************************************ FLOW PROCESS FROM NODE 551.50 TO NODE 552.40 IS CODE = 6 --1------------------------------------------------------------------------ >>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ==-========================================================================= ISTREAM ELEVATION = 1181.20 DOWNSTREAM ELEVATION = 1150.40 REET LENGTH(FEET) = 800.00 CURB HEIGTH(INCHES) = 6. TREET HALFWIDTH(FEET) = 22.00 II STANCE FROM CROWN TO CROSSFALL GRADE BREAK = 20.00 NTERIOR STREET CROSSFALL(DEClMAL) = .020 OUTSIDE STREET CROSSFALL(DEClMAL) = .020 IPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = I STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .33 HALFSTREET FLOODWIDTH(FEET) = 10.15 'AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.12 PRODUCT OF DEPTH&VELOCITY = 1.36 TREETFLOW TRAVELTIME(MIN) = 3.23 TC(MIN) = 12.77 110.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.084 E~, 4.73 b.A, ~- I SOIL CLASSIFICATION IS "C" 1 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8799 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: 1 DEPTH (FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 10.79 FLOW VELOCITY(FEET/SEC.) = 4.75 DEPTH*VELOCITY = 1.63 2.75 6.09 C.c,. \A -ll.j-' 1**************************************************************************** FLOW PROCESS FROM NODE 552.40 TO NODE 89.00 IS CODE = 21 ---------------------------------------------------------------------------- l >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< -=========================================================================== ASSUMED INITIAL SUBAREA UNIFORM 1 DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 500.00 1 UPSTREAM ELEVATION = 1150.40 DOWNSTREAM ELEVATION = 1136.00 ELEVATION DIFFERENCE = 14.40 TC = .303*[( 500.00**3)/( 14.40)]**.2 = 7.401 1 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.813 SOIL CLASSIFICATION IS "c" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8842 1 SUBAREA RUNOFF(CFS) = 2.49 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = ~~~ 2.49 C,C:>, e>Cl- I 1**************************************************************************** FLOW PROCESS FROM NODE 89.00 TO NODE 90.00 IS CODE = 3 1 I I I >>>>>COMPUTE PIPEFLOW TRAVELTIME 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 3.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.0 UPSTREAM NODE ELEVATION = 1130.00 DOWNSTREAM NODE ELEV&TION-= 1125.00 FLOWLENGTH(FEET) '= 60.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.49 TRAVEL TIME(MIN.) = .10 TC(MIN.) = 7.50 1**************************************************************************** FLOW PROCESS FROM NODE .01 TO NODE 550.00 IS CODE = 21 ---------------------------------------------------------------------------- 1 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM 8 I DEVELOPMENT IS CONDOMINIUM TC = K* [ (LENGTH* * 3) / (ELEVATION CHANGE)] * * . 2 eE-l INITIAL SUBAREA FLOW-LENGTH = 720.00 UPSTREAM ELEVATION = 1230.00 I DOWNSTREAM ELEVATION = 1222.50 ELEVATION DIFFERENCE = 7.50 TC = .359*[( 720.00**3)/( 7.50)]**.2 = 12.437 I 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2. 114 ~~ I SOIL CLASSIFICATION IS "c" I CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8304 SUBAREA RUNOFF{CFS) = 4.04 TOTAL AREA{ACRES) = 2.30 TOTAL RUNOFF{CFS) = 4.04 ~*************************************************************************** FLOW PROCESS FROM NODE 550.00 TO NODE 550.00 IS CODE = 1 I[:~~~~~~~~~~~~~~:~~~~~~~~~~~:~~~~~:~~~:~~~~~~~~~~:::::::::::::::::::::::::: TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION{MIN.) = 12.44 RAINFALL INTENSITY{INCH/HR) = 2.11 1 TOTAL STREAM AREA{ACRES) = 2.30 PEAK FLOW RATE{CFS) AT CONFLUENCE = 4.04 1**************************************************************************** FLOW PROCESS FROM NODE 550.10 TO NODE 550.00 IS CODE = 21 . >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< IF=========================================================================== ASSUMED INITIAL SUBAREA UNIFORM I DEVELOPMENT IS CONDOMINIUM TC = K*[{LENGTH**3)/{ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1230.00 I DOWNSTREAM ELEVATION = 1222.50 ELEVATION DIFFERENCE = 7.50 TC = .359*[{ 700.00**3)/{ 7.50)]**.2 = 12.229 I 10_00 YEAR RAINFALL INTENSITY{INCH/HOUR) = 2.134 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8309 I SUBAREA RUNOFF{CFS) = 7.09 TOTAL AREA{ACRES) = 4.00 TOTAL RUNOFF{CFS) = ~j 7.09 1**************************************************************************** FLOW PROCESS FROM NODE 550.00 TO NODE 550.00 IS CODE = 1 I==~~~~~~~:~~~~~:~:~;;~~~~:~~~~~~~:~~:~~;~~:~;~~~~:::::=================== I 1 I I I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION{MIN.) = 12.23 RAINFALL INTENSITY{INCH/HR) = 2.13 TOTAL STREAM AREA{ACRES) = 4.00 PEAK FLOW RATE{CFS) AT CONFLUENCE = STREAM 2 ARE: 7.09 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 4.04 2 7.09 Tc (MIN.) 12.44 12.23 INTENSITY ( INCH/HOUR) 2.114 2.134 AREA (ACRE) 2.30 4.00 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED "'-Co ~,' I ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA I WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** I I I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. * * PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 11.06 11.06 TABLE ** Tc (MIN.) 12.23 12.44 INTENSITY ( INCH/HOUR) 2.134 2.114 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 11. 06 6.30 AS FOLLOWS: Tc(MIN.) = 12.23 1**************************************************************************** FLOW PROCESS FROM NODE 550.00 TO NODE 553.40 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< t=========================================================================== UPSTREAM ELEVATION = 1222.50 DOWNSTREAM ELEVATION = 1209.10 STREET .LENGTH(FEET) = 530.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 I I I 1 1 1 I I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 10.00 E~3 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 18.27 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 2.18 STREETFLOW TRAVELTIME(MIN) = 1.79 TC(MIN) = 14.63 4.95 14.01 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.979 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8268 SUBAREA AREA (ACRES) = 4.40 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 10.70 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .47 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.87 DEPTH*VELOCITY = 2.29 7.20 18.26 **************************************************************************** I--:~~-:~~~:~~_:~~~-~~~:_--~~::~~_:~-~~~:_--~~::~~_:~-~~~:_:_--~------------ >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ I I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1209.10 960.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1188.10 ts.;~.. I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 10.00 I'TERIOR STREET CROSSFALL(DEClMAL) = .017 TSIDE STREET CROSSFALL(DEClMAL) = .017 8 lfECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 . **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 22.64 STREETFLOW MODEL RESULTS: I STREET FLOWDEPTH(FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 17.11 AVERAGE FLOW VELOCITY(FEET/SEC.) = I PRODUCT OF DEPTH&VELOCITY = 1.83 REETFLOW TRAVELTIME(MIN) = 3.69 TC(MIN) = 17.70 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.740 IlL CLASSIFICATION IS "C" NDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8193 SUBAREA AREA (ACRES) = 6.20 SUBAREA RUNOFF(CFS) = IfMMED AREA (ACRES) = 16.90 TOTAL RUNOFF(CFS) = IfD OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 18.27 ~W VELOCITY(FEET/SEC.) = 4.58 DEPTH*VELOCITY = 2.02 4.34 8.84 27.10 C,I?:l. 'A "'A 1'1.' -rz''' ,...- -' . t*************************************************************************** ~W PROCESS FROM NODE .02 TO NODE 552.50 IS CODE = 21 --~------------------------------------------------------------------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ==Ir=====~~~;;;;=~~~;~~~=~~~~;~=~~~;~~================~=================== DEVELOPMENT IS CONDOMINIUM 8 TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 ~-S INITIAL SUBAREA FLOW-LENGTH = 980.00 IPSTREAM ELEVATION = 1230.00 DOWNSTREAM ELEVATION = 1209.40 ~VATION DIFFERENCE = 20.60 IF = .359*[( 980.00**3)/( 20.60)]**.2 = 12.226 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.134 IlL CLASSIFICATION IS "C" NDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8310 BAREA RUNOFF(CFS) = 8.16 TOTAL AREA(ACRES) = 4.60 TOTAL RUNOFF(CFS) = 8.16 I i**************************************************************************** -Ew PROCESS FROM NODE 552.50 TO NODE 553.00 IS CODE = 6. - ---------------------------------------------------------------~-------- >>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ====================================================================~======= IpSTREAM ELEVATION = 1209.40 DOWNSTREAM ELEVATION = 1188.10 TREET LENGTH(FEET) = 580.00 CURB HEIGTH(INCHES) = 6. 8 STREET HALFWIDTH(FEET) = 20.00 ~-b II STANCE FROM CROWN TO CROSSFALL GRADE BREAK = 10.00 INTERIOR STREET CROSSFALL(DEClMAL) = .017 jUTSIDE STREET CROSSFALL(DEClMAL) = .017 'PECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 13.26 ~ ! I STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .34 I HALF STREET FLOODWIDTH(FEET) = 12.48 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.58 PRODUCT OF DEPTH&VELOCITY = 1.57 1JREETFLOW TRAVELTIME(MIN) = 2.11 TC(MIN) = 14.34 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.955 IlL CLASSIFICATION IS "C" NDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8261 BAREA AREA(ACRES) = 6.30 SUBAREA RUNOFF(CFS) = 10.17 SUMMED AREA(ACRES) = 10.90 TOTAL RUNOFF(CFS) = 18.33 ID OF SUBAREA STREETFLOW HYDRAULICS: PTH(FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 14.80 FLOW VELOCITY(FEET/SEC.) = 4.62 DEPTH*VELOCITY = 1.77 I Ik*************************************************************************** , EW PROCESS FROM NODE 553.00 TO NODE 554.00 IS CODE = 6 1_- ,________________________________________________________________________ >>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ISTREAM ELEVATION = 1188.10 REET LENGTH(FEET) = 350.00 STREET HALFWIDTH(FEET) = 20.00 ~STANCE FROM CROWN TO CROSSFALL GRADE BREAK = ~TERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .017 ILECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1171.90 10.00 ~~~ 2 I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 13.64 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 2.08 STREETFLOW TRAVELTIME(MIN) = 1.02 TC(MIN) = 15.35 110.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.883 SOIL CLASSIFICATION IS "C" EDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8240 BAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 2.48 ED AREA(ACRES) = 12.50 TOTAL RUNOFF(CFS) = 20.81 ID OF SUBAREA STREETFLOW HYDRAULICS: PTH(FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 14.80 LOW VELOCITY(FEET/SEC.) = 5.25 DEPTH*VELOCITY = 2.01 19.57 I 5.75 C,(y A ,/0' ~ kil' *'************************************************************************* FLOW PROCESS FROM NODE 1.02 TO NODE 554.00 IS CODE = 21 -1------------------------------------------------------------------------- , >>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =- ========================================================================= ~ ASSUMED INITIAL SUBAREA UNIFORM I DEVELOPMENT IS CONDOMINIUM C = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 850.00 IfPSTREAM ELEVATION = 1202.40 ~ .4? '. DOWNSTREAM ELEVATION = 1171.80 ELEVATION DIFFERENCE = 30.60 I TC = .359*[( 850.00**3)/( 30.60)]**.2 = 10.372 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.336 SOIL CLASSIFICATION IS "c" I CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8357 SUBAREA RUNOFF(CFS) = 10.54 C 0 TOTAL AREA(ACRES) = 5.40 TOTAL RUNOFF(CFS) = 10.54,'"" A-B " A-'1 IL*********************************************************************~***** FLOW PROCESS FROM NODE 551.50 TO NODE 551.55 IS CODE = 21 t- --------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ~j ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 1- INITIAL SUBAREA FLOW-LENGTH = 870.00 UPSTREAM ELEVATION = 1181.20 DOWNSTREAM ELEVATION = 1158.00 ELEVATION DIFFERENCE = 23.20 I TC = .359*[ (870.00**3)/( 23.20) ]**.2 = 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "C" ,- CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) = 10.69 TOTAL AREA(ACRES) = 5.70 E, 11.116 2.249 .8337 TOTAL RUNOFF(CFS) = 10.69 1**************************************************************************** FLOW PROCESS FROM NODE 551.55 TO NODE 555.00 IS CODE = 6 r- --------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I I I I I I I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1158.00 680.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1144.50 E~~ DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 10.00 INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 13.85 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 14.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.49 PRODUCT OF DEPTH&VELOCITY = 1.34 STREETFLOW TRAVELTIME(MIN) = 3.25 TC(MIN) = 14.36 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.953 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8261 SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 6.29 SUMMED AREA(ACRES) = 9.60 TOTAL RUNOFF(CFS) = 16.98 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 15.95 C.0 A-6' ~ A-1' , ~ 4~ I FLOW VELOCITY(FEET/SEC.) = 3.72 DEPTH*VELOCITY = 1. 49 1*11************************************************************************ FIDW PROCESS FROM NODE 555.00 TO NODE 555.00 IS CODE = 7 -1------------------------------------------------------------------------ >>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< =========================================================================== IER-SPECIFIED VALUES ARE AS FOLLOWS: (MIN) = 14.36 RAIN INTENSITY(INCH/HOUR) = 1.95 I TAL AREA(ACRES) =. .00 TOTAL RUNOFF(CFS) = 2.00 ,*11************************************************************************ FLOW PROCESS FROM NODE 555.00 TO NODE 555.00 IS CODE = 1 '-~:::~;;~~~~;;-~~~;~;~~;~;-;;;;~-;~~-~~~;~~;~~;~~~~~--------------------- .--------------------------------------------------------------------------- .--------------------------------------------------------------------------- ITAL NUMBER OF STREAMS = 2 NFLUENCE VALUES USED FOR INDEPENDENT ME OF CONCENTRATION(MIN.) = 14.36 RAINFALL INTENSITY(INCH/HR) = 1.95 IbTAL STREAM AREA(ACRES) = .00 lEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 1 ARE: 2.00 ~ *1.. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *-* * * * * * * * * * * * * * * * * * * * * * * * * * * * ~W PROCESS FROM NODE 554.00 TO NODE 555.00 IS CODE = 21 ---------------------------------------------------------------------------- 1b>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =JIb=============================================================~========== ASSUMED INITIAL SUBAREA UNIFORM 'DEVELOPMENT IS COMMERCIAL . = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 NITIAL SUBAREA FLOW-LENGTH = 520.00 ISTREAM ELEVATION = 1171.00 WNSTREAM ELEVATION = 1144.00 ~ EVATION DIFFERENCE = 27.00 TC = .303*[( 520.00**3)/( 27.00)]**.2 = 6.682 L10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.976 IL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8849 jpBAREA RUNOFF(CFS) = 1.32 IOTAL AREA(ACRES) = .50 TOTAL RUNOFF(CFS) = E~, 1. 32 *t************************************************************************* ,LOW PROCESS FROM NODE 555.00 TO NODE 555.00 IS CODE = 1 ---------------------------------------------------------------------------- I->>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- eOTAL NUMBER OF STREAMS = 2 ONFLUENCE VALUES USED FOR INDEPENDENT IME OF CONCENTRATION(MIN.) = 6.68 tiINFALL INTENSITY(INCH/HR) = 2.98 OTAL STREAM AREA(ACRES) = .50 EAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 2 ARE: 1. 32 1* CONFLUENCE DATA ** "5\ 44 I~ *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA . WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 1************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO II CONFLUENCE FORMULA USED FOR 2 STREAMS. I I I I STREAM NUMBER I ; RUNOFF (CFS) 2.00 1. 32 Tc (MIN.) 14.36 6.68 ** PEAK STREAM NUMBER 1 2 TABLE ** Tc (MIN.) 6.68 14.36 FLOW RATE RUNOFF (CFS) 2.25 2.86 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = INTENSITY ( INCH/HOUR) 1. 953 2.976 AREA (ACRE) .00 .50 INTENSITY ( INCH/HOUR) 2.976 1. 953 ESTIMATES ARE = 2.86 .50 14.36 AS FOLLOWS: Tc(MIN.) = C,r.::, \ A-6,S' (**************************************************************************** FLOW PROCESS FROM NODE .04 TO NODE 556.00 IS CODE = 21 --------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< It========~;;;;;;=~;~;~~~=;~~~;~=~;~;~~==================================== DEVELOPMENT IS CONDOMINIUM 8 I TC = K*[ (LENGTH**3)/(ELEVATION CHANGE) ]**.2 t:j::-').l INITIAL SUBAREA FLOW-LENGTH = 750.00 UPSTREAM ELEVATION = 1172.90 DOWNSTREAM ELEVATION = 1146.00 I ELEVATION DIFFERENCE = 26.90 _ TC = .359*[( 750.00**3)/( 26.90)]**.2 = 9.872 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.401 I SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RU~OFF COEFFICIENT = .8371 , SUBAREA RUNOFF(CFS) = 8.64 I TOTAL AREA (ACRES) = 4.30 TOTAL RUNOFF(CFS) = 8.64 **************************************************************************** ~_:~~_:~~:~~~_:~~~-~~~~--_::~::~_:~-~~~~--_::~::~_:~_:~~~_:_--~------------ - >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< 1f=~;;;~;~=;~~~;~~;=:===~~~~:~~===;~;;;;~;~=;~;~~;~~;=:===~~~~:~~========= ~ STREET LENGTH(FEET) = 550.00 CURB HEIGTH(INCHES) = 6. 8 STREET HALFWIDTH(FEET) = 20.00 El::-IO I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 10.00 INTERIOR STREET CROSSFALL(DEClMAL) = .017 I OUTSIDE STREET CROSSFALL(DEClMAL) = .017 SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 2 I ~ 4') i I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: I STREET FLOWDEPTH(FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 14.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = . PRODUCT OF DEPTH&VELOCITY = 1.06 ~REETFLOW TRAVELTIME(MIN) = 3.30 TC(MIN) = 11. 03 2.78 13.17 1- 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.049 IL CLASSIFICATION IS "c" NDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8287 SUBAREA AREA (ACRES) = 2.80 SUBAREA RUNOFF(CFS) = IbMMED AREA(ACRES) = 7.10 TOTAL RUNOFF(CFS) = IhD OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 15.95 ~W VELOCITY(FEET/SEC.) = 2.93 DEPTH*VELOCITY = 1.18 4.75 13.39 cf2, I , '\ ; A-3 t A-It , '*E************************************************************************ W PROCESS FROM NODE 554.00 TO NODE 556.00 IS CODE = 21 -- ------------------------------------------------------------------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ~~======================================================================== . ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM 8 ! E = K* [ (LENGTH**3) / (ELEVATION - CHANGE) ] **.2 a:.-jD.1 ITIAL SUBAREA FLOW-LENGTH = 770.00 STREAM ELEVATION = 1172.00 DOWNSTREAM ELEVATION = 1137.30 ILEVATION DIFFERENCE = 34.70 It = .359*[( 770.00**3)/( 34.70)]**.2 9.532 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.447 IlL CLASSIFICATION IS "C" NDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8381 ~ BAREA RUNOFF(CFS) = 4.92 trTAL AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) = 4.92 c,l2:l 'A-S' **************************************************************************** IrOw PROCESS FROM NODE .05 TO NODE 556.50 IS CODE = 21 -~---~-------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =lIr=====~;;;;;;=~;~;~~~=;~;~;~=~;~;~~==================================== . DEVELOPMENT IS CONDOMINIUM 8 I = K*[ (LENGTH**3)/(ELEVATION CHANGE) ]**.2' et=--ll ITIAL SUBAREA FLOW-LENGTH = 900.00 . STREAM ELEVATION = 1180.00. DOWNSTREAM ELEVATION = 1148.60 ~EVATION DIFFERENCE = 31.40 IC = .359*[( 900.00**3)/( 31.40)]**.2 = 10.678 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.299 IlL CLASSIFICATION IS "C" . NDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8349 BAREA RUNOFF(CFS) = 8.83 TOTAL AREA(ACRES) = 4.60 TOTAL RUNOFF(CFS) = 8.83 I **************************************************************************** ILOW PROCESS FROM NODE 556.50 TO NODE 557.00 IS CODE = 6 ~'b AI. I ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< It=;;;;;~~=~~~~;~~~=:===~~;;~~~===;~;;;;;~~=~~~~~;~~~=:===~~;;~;~========= STREET LENGTH(FEET) = 700.00 CURB HEIGTH(INCHES) = 6. 11 STREET HALFWIDTH(FEET) = 20.00 I I I I I I I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .017 10.00 ~j SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 15.95 AVERAGE FLOW VELOCITY(FEETjSEC.) = PRODUCT OF DEPTH&VELOCITY = 1.13 STREETFLOW TRAVELTIME(MIN) = 4.16 TC(MIN) = 12.83 2.81 14.83 10.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 1.918 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8250 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 9.60 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .42 HALF STREET FLOODWIDTH(FEET) = 17.11 FLOW VELOCITY(FEETjSEC.) = 3.21 DEPTH*VELOCITY = 1.35 7.91 16.74 ~*************************************************************************** ~-~~~_:~~~~::_~~~~-~~~~--_::~:~~_:~-~~~~--_::~:~~-=:_~~~~_:_--~------------ , >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< 1I==~~~~~~~:~~~~~~~~~~::==~~~~~~g===g~~;~~~:~~~~~~~~:::~=~~;;~;~========= STREET HALFWIDTH(FEET) = 20.00 8 I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 10.00 ~~-14 INTERIOR STREET CROSSFALL(DECIMAL) = .017 I OUTSIDE STREET CROSSFALL(DEClMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I I I I I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 15.95 AVERAGE FLOW VELOCITY(FEETjSEC.) = PRODUCT OF DEPTH&VELOCITY = 1.68 STREETFLOW TRAVELTIME(MIN) = 1.79 TC(MIN) = 19.11 4.18 16.63 10.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 1.802 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8214 SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 12.80 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: 4.74 21. 48 C.r::!>. 'A - z..' St\ 47 I DEPTH (FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 15.95 FLOW VELOCITY(FEET/SEC.) = 4.70 DEPTH*VELOCITY = 1.89 I **************************************************************************** I--:~~-:~~:~~~_:~~~-~~~~---~~~:~~_:~-~~~~---~~~:~~_:~-:~~~-:--::------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< II=========~~~~~~:~~~;~~~:~~~~~~:~~;~;;==================================== TC = K'[(LENGTH"3)/(ELEVAT'ON CHANGE)l".' ~:'~ I INITIAL SUBAREA FLOW-LENGTH = 800.00 UPSTREAM ELEVATION = 1150.00 DOWNSTREAM ELEVATION = 1134.00 I ELEVATION DIFFERENCE = 16.00 TC = .359*[( 800.00**3)/( 16.00)]**.2 = 11.386 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.219 SOIL CLASSIFICATION IS "C" I CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8330 SUBAREA RUNOFF(CFS) = 4.07 TOTAL AREA(ACRES) = 2.20 TOTAL RUNOFF(CFS) = 4.07 I . **************************************************************************** FLOW PROCESS FROM NODE 556.00 TO NODE 560.00 IS CODE = 6 II--~~~~~~~;;~;;-;;;;;;;~~;-;~~;~;~;;-;~;~-;~~~;~~~~~~---------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I II I I I I I I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1138.00 430.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1118.00 DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .017 E~, ;rQIJe\ lIme SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.07 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .30 HALFSTREET FLOODWIDTH(FEET) = 10.17 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.06 PRODUCT OF DEPTH&VELOCITY = 1.23 STREETFLOW TRAVELTIME(MIN) = 1.76 TC(MIN) = 13.15 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.050 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8796 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .00 SUMMED AREA(ACRES) = 2.20 TOTAL RUNOFF(CFS) = 4.07 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .30 HALFSTREET FLOODWIDTH(FEET) = 10.17 FLOW VELOCITY(FEET/SEC.) = 4.06 DEPTH*VELOCITY = 1.23 1**************************************************************************** FLOW PROCESS FROM NODE .06 TO NODE 560.00 IS CODE = 8 ,----------------------------------------------------------------------------~ 48 I '=li~~~~~~~~:~~~~~~~~~~;~;;~7~;;;;~~~;~:~=;~~~~===============8======== COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8796 e~-lb IBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 4.33 TAL AREA(ACRES) = 4.60 TOTAL RUNOFF(CFS) = 8.40 TC (MIN) = 13.15 C. Q, I 'A-I' ** ************************************************************************ ,-~~_:~~~~~~_:~~~-~~~~-----_::~_:~-~~~~---_:~:~~_:~-~~~~_:_-~:_----------- JI:>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< .--------------------------------------------------------------------------- .--------------------------------------------------------------------------- I TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 I. ITIAL SUBAREA FLOW-LENGTH = 1000.00 STREAM ELEVATION = 1229.50 WNSTREAM ELEVATION = 1205.70 ELEVATION DIFFERENCE = 23.80 f = .303*[( 1000.00**3)/( 23.80)]**.2 = 10.145 _ 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.365 SOIL CLASSIFICATION IS "C" EMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8818 BAREA RUNOFF(CFS) = 3.75 OTAL AREA (ACRES) = 1.80 TOTAL RUNOFF(CFS) = ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL 0e:'lil\ ~0tkrttdJ. S~~e line. 8 3.75 k*IL************************************************************************ ~LOW PROCESS FROM NODE 70.00 TO NODE 71.00 IS CODE = 6 -~~~~~~~~~~;-~~~;;~;~~;-~~~;~~~~;-~~~~-~~;~~~~~~~---------------------- ============================================================================ I" STREAM ELEVATION = 1205.70 REET LENGTH(FEET) = 970.00 REET HALFWIDTH(FEET) = 43.00 tSTANCE FROM CROWN ,TO CROSSFALL GRADE BREAK = 20.00 TERIOR STREET CROSSFALL(DEClMAL) = .015' t7 OUTSIDE STREET CROSSFALL(DECIMAL) = ..015 I ~ECIFIED NUMBER OF HALFSTREETS CARRYING R~NOFF = 1 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1169.00 8 I **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 12.52 I AVERAGE FLOW VELOCITY(FEET/SEC.) = . PRODUCT OF DEPTH&VELOCITY = 1. 32 STREETFLOW TRAVELTIME(MIN) = 3.94 TC(MIN) = 14.09 , 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.974 OIL CLASSIFICATION IS "C" ~OMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8790 .'UBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = UMMED AREA(ACRES) = 3.60 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: IfEPTH(FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 13.82 5.33 4.10 3.12 6.88 C.C>. \~-3; 'fk 4'f I I I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 14.90 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.06 STREETFLOW TRAVELTIME(MIN) = 3.52 TC(MIN) = 21.47 . 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.565 rOIL CLASSIFICATION IS "C" EERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8751 BAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = ED AREA(ACRES) = 7.10 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: ~PTH(FEET) = .45 HALF STREET FLOODWIDTH(FEET) = 16.04 ~W VELOCITY(FEET/SEC.) = 2.59 DEPTH*VELOCITY = 1.16 5.87 2.51 2.19 6.97 **IL************************************************************************ , ftow PROCESS FROM NODE 576.00 TO NODE 576.00 IS CODE = 1 [JIt:::~~~~~~~~~:~~~~~~~~~~~:~~~~~:~~~:~~~~~~~~~~:::::::::::::::::::::::::: I TOTAL NUMBER OF STREAMS = 2 INFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ME OF CONCENTRATION(MIN.) = 21.47 INFALL INTENSITY(INCH/HR) = 1.57 ieTAL STREAM AREA(ACRES) = 7.10 IfAK FLOW RATE(CFS) AT CONFLUENCE = 6.97 *~************************************************************************ ~OW PROCESS FROM NODE .09 TO NODE 576.00 IS CODE = 21 ---------------------------------------------------------------------------- =I>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< = ========================================================================= ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM ' 8 t = K* [(LENGTH**3)/ (ELEVATION CHANGE)] **.2 !:Sf. -1.5 ITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1163.00 I-OWNSTREAM ELEVATION = 1116.00 LEVATION DIFFERENCE = 47.00 TC = .359*[( 1000.00**3)/( 47.00)]**.2 = 10.493 , 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.321 OIL CLASSIFICATION IS "C" ONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8354 SUBAREA RUNOFF(CFS) = 9.89 IIOTAL AREA(ACRES) = 5.10 TOTAL RUNOFF(CFS) = 9.89 '*1************************************************************************* LOW PROCESS FROM NODE 576.00 TO NODE 576.00 IS CODE = 1 ---------------------------------------------------------------------------- j>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ' = ========================================================================= TOTAL NUMBER OF STREAMS = 2 IONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 5~ I TIME OF CONCENTRATION(MIN.) = 10.49 I RAINFALL INTENSITY(INCH/HR) = 2.32 TOTAL STREAM AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = I I 9.89 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 6.97 2 9.89 Tc (MIN.) 21.47 10.49 INTENSITY (INCH/HOUR) 1. 565 2.321 AREA (ACRE) 7.10 5.10 *********************************WARNING********************************** , I IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. I ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO I CONFLUENCE FORMULA USED FOR 2 STREAMS. I I I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 13.30 13.64 TABLE ** Tc (MIN.) 10.49 21.47 INTENSITY ( INCH/HOUR) 2.321 1.565 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 13.30 12.20 AS FOLLOWS: Tc(MIN.) = 10.49 c.c:> ~ '~-'2.. . ~~~ '7 **************************************************************************** I--~:~~_:~~~~~~-~~~~-~~~~---~:~:~~_:~-~~~~---~:~:~~_:~-~~~~_:_-~:_----------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I=========~;;;;;~=~;~;~~~=;;;~;~=;;~;~~==================================== DEVELOPMENT IS COMMERCIAL 8 TC = K* [ (LENGTH**3) / (ELEVATION CHANGE)] **.2 (0- S I INITIAL SUBAREA FLOW-LENGTH = 550.00 UPSTREAM ELEVATION = 1120.00 DOWNSTREAM ELEVATION = 1116.00 I ELEVATION DIFFERENCE = 4.00 TC = .303*[( 550.00**3)/( 4.00)]**.2 = 10.125 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.367 SOIL CLASSIFICATION IS "C" I COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8818 SUBAREA RUNOFF(CFS) = 1.25 TOTAL AREA(ACRES) = .60 TOTAL RUNOFF(CFS) = 1.25 II==;;~=~;=;;;~~=;~~~===================================================== PEAK FLOW RATE(CFS) = 1.25 Tc(MIN.) = 10.12 I TOTAL AREA(ACRES) = .60 ============================================================================ END OF RATIONAL METHOD ANALYSIS C,0, \ Ib - \ / I I 5\ HYDROLOGY MAP (J:> ~ t" o ~ ~ CATCH BASIN DESIGN CALCULATIONS AND GUTTER CAPACITY (P\ (') ~~~ I (", ::l :t ::lot!> ><Z~ >"':z ~~~ ><: Cl f}l I "'30 til~zJ I I I 1 I I I I I I I , I I I I I I I II , 0 ~ t, '(" 'to g ~ Q,\. ~ 0 J\ ~ tn ~.. <P 0 ""' ~ Catch Basin ~ Flow By ~o=-_ ~. ~ C.B.'A.12' C,B. 'A.13' u ~}.~ , '" o " i:l o i:l .::.,1.(, ~ Q ~~ CJO ~ ~CfS /O\rp.., 20' - (ll/ PALOMA DEL SOL TRACT 24185 Street Flow Exhibit C12J3 <Jt>I>eIt CZIail.. 'Wi1lUrm __ a~oociafN ~ 1-91 JN26Q39 ..... I I I I I I I I I I I I I 1 I I I I I s~. Il-~~~ Il-O~\.. ~~ -r..~ C.B.' ~o ~~ 4-1" , ~or .'" '4 or)- )t,,,,:;'6.3 "'\"~ CO~Il-O Il-\.. ~ Catch Basin ~ Flow By ~o "" ~ =-- - PALOMA DEL SOL TRACT 24185 Street Flow Exhibit c;QQ <JtI6ert<Beiq,,'Wil/iam <H&at 0~ ~ 1-91 JN26939 I I I I I I I I I I I I I I I I I I I I HYDRAULIC DESIGN, SUMP CATCH BASIN Project: Trc0' 2'+185 Catch Basin Number: lA-I' (I~r street 'G' f OePortolGl.) 100year Discharge (from Rational Method) (cfs): B.Lt 100-yearDischarge (from Rational Method) (cis): 1:!J.5 t-lorth Sast Side Carryover from C.B. No, .~.A = (cfs): p Total Design Discharge (cfs): 13,5 Maximum Ponding Depth (ft): ST. Low Pr: 1116.59 F.L-. L.OW ~ 1115. 6lt- 0.65' Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL-15 W = ILf Discharge Intercepted (cis): 22A:J> 13.5 Sump Cqpacift Q = 3.081- W h"!) Q -= 3.08'''' UIt)(O. 6 sf S Q =: 22.bCf"5 ~'?J I:'''",: I I I I I I I 1 I I I I I I I I I I I HYDRAUliC DESIGN, SUMP CATCH BASIN Project: Tra..ct 2'1185 Catch Basin Number: \A -21 (Street- 'R' ) 10-year Discharge (from Rational Method) (cfs): 2.1.6 100-year Discharge (from Rational Method) (cfs): 3it. \ Carryover from C,B, No. W^ = (cfs): Jlf Total Design Discharge (cfs): .3+./ Maximum Ponding Depth (ft): 6/1 C. F. + It" Oep. + 3// R./w = I'?JI';:; 1.08' Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL-15 W = ILtI Discharge Intercepted (cfs): '1'1.5 >3Lt.1 ,j- R\~hr SIde. o'f Graph Q '; 3.0 AwO./30tl.b Q == 2>.0 (ILtl'o.b1-)(Ii-tJ 130,06)6 Q :: ltl.5 CFS <.!\ Pil~ I . ,. I I I I . I I I . I I I I a I I I I HYDRAUIlC DESIGN, ON-GRADE CATCH BASIN Project:Tro.cf ZltiB5 Catch Basin Number: 'A-3' t 1\ -4-' , lo-year Discharge (from Rational Method) (cis): 13,4-/2.:::' 6.1-"€A v 10o-year Discharge (from Rational Method) (cis): 20.8/2. ;::. 10. Lj- r=A t/ (t street) . Carryover from C.B. No. ~ '" (cis): I Total Design Discharge (cis): 10. Lt/fA 'cl I Flow Depth (ft): d",," o. It 5 '0 = 0,39, .l\-T . '0 Street Slope: (J~ . Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart C ) ? . . W c1t) Discharge Intercepted (cis): }q.6 > 10. Lj. Carryover to Downstream. Point (cis): (i1 Facility Receiving Carryover: N/A ~. ... ~'r~eff- Side o.F Grc.p~ Q;: 3.081- W hI. 5 \ Q ::. 3,087-(2')( .1f-5Y' '5 / Q=' }9.6 CfS _ .--- ~---_._.-, .-~. .,.I;:}V \) ,t!\ ci{"' , 1\ ''\ / VV ... Ie ./ ., -" . 1.' r ft r '\'" .", //il- 10 tI'. -,t-,\),// \ 5 $v .' c' - " 'I,J) I ~ ,.J,-1 b~;> td"'" '0,/ (A Y10vJ pud 1\\ V- vJ\~lt VA \; ~, (J.SS'f"o. I.S' Q=Ct:J v / {g? 'I I I I I I I I I I I I I I I I I I II Page G-I: Flow Depth Co.lc. .fOr C,f?> 'A-3' f 'A - it' SN Q(cfo) 1O.0r- -zoo~oo=: 90 ____ !- -: ao ____ .- 2001' .. , 1.0~ ___ -' . ....= 6.0 ____ ~IOO 100~i ------ -=--=. ::i ---- -- ~5~ ': ~I:.:::. ~O~ ~40 20 :l !:-~O ~ tUMPf..E (s.. Des"" LN) .... 10 3 ~ 2.0-. C;.,.ft' Q. Sf eft =-,0 :l S. IQO-r. i: 0.,67;0:J084 ~ ,;.. .0,0"Oft i- ....4.1 ft.' ;-. 10 LO 0,90 (lac a (l60 ~ "" Il40 ~! 020 R/W OJO 009 aoa a01 01:6 O~ I I ~rtj .-~ - :::;.;=- , --~ -. .. . -~---="'" f ~ H- -===- \.67~'" ~ t ~O' 00' A(tt'lIClItJ r',6__rJSA "'-.-0.8' 13'1~:-O.80 11.5 i-Q.~ '.6 :-070 8.-t0,61 Ilo-,o~~ 661-0,60 u ....0~5 ---- ---- ~O~ P '"0 't~' ,toO . t Co f5 !E.4 c: f-~ i: i-2 "- ~ ... i- !-lO .- !- Q(cfsl ... 2,0 i .- i- LO i .- i i- - . i OJO ! Q.l0;0.OJ7 ~O QJnO;0,67 ur T' 0.3 i o.~o 1 0." ! 0.25 ! ! . o ZS-!-020 . ; ! . ... O.l7tOJ1 013 015 <10"1 o.O~9-0 10 LOS ANGelES COUNTY ROAD DEPARTMENT STREET FLOW MAJOR HWY, - Chon 2 of S , i , 1 NOTI' THE Q O(TEAlWIH(a '1Il0M THIS CMART IS 'OR ONE MALt 0' S'TIItEET. ' REFERENCE SHEET 0-05 ,,~ II I I I I I I I I I I I I I I ! ; , I I I HYDRAUliC DESIGN, ON-GRADE CATCH BASIN . " Project: TraCt 2.Lf i8S Catch Basin Number: A- 5 (street 'G' ~eur into stre6t 'Q' ) la-year Discharge (from Rational Method) (cfs): 'to ~ 100-year Discharge (from Rational Method) (cfs): 5.2 Carryover from C.B. No. 'A-II' , = (cfs):2,9 Total Design Discharge (cfs): B.l Flow Depth (ft): dM ~ O.3Lf- cL ;;: o. 1./1' ,"'"' 10 Street Slope: .5 % , Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL - fit W =2.1' Discharge Intercepted (cfs): 8.2.. > 8.1 Carryover to Downstream Point (cfs): t6 Facility Receiving OI11yove~: tJ/ A C;I.- I ,I I I I I I I I I I I I I I I I I II . $(%l 10,0 90 ao 7.0 &0 5.0 4.0 ~O ,0 ~ Q40 :i 010 Q09 oce 007 0.06 oos 10 .\ OM 0..&71010,84 3J OA~ ! 2.% 040 "'" ~5 !E4 3 2 " Flcx..J Depth ChIc, ,for C,I2:" 'A-S' --- ----- --- Q(cfo) ;:-200300 -- ~:' --- -1- 50 ___ .40 _ 5ll. 30 t40 'io 30 EXAM""! (5.. OoafteGI LIM) CiitJlft' Q. 51 ch S-Io.o-" ". , Oeo,50 ft. "_4.1 ",' LO "'W l , L~~z1 I -Ll____ . ,:. .. o I , i , , , .0' .0' .. .. .. 8,t.. . 2! t _............".. ~\.6T~--. t o . OJO JnoaQ.6 Page G-IS A(tt'l Olft) 15_6 0,84 ,.& "".2 13,7 :.0,80 11_5 :"0.15 9,' !-070 U 0,67 OlD O~ &'~1'0'60 32 O~~ --- --- Olm) 2.0 LO OJO .Ioac;QJ ! ; o 2S-!-020 . ; ! . ... OJ7tOJ7 013 0.15 d099F. . "05t~O 10 NOTE' THE 0 CEn.....EO '110" THIS CHART lS '0" OHE MAL' 0' STMET. LOS ANGELES COUNTY R.OAD DEPAR.TMENT STRE~T FLOW MAJOR HWY. - Chon 2 of 5 REFERENCE SHEH 0-05 tv?:J I I I I I I I I I I I I I I I ! , J I I I HYDRAULIC DESIGN, ON-GRADE CATCH BASIN Project: TrClct .2.'t/85 Catch Basin Number: A - 6 (Street '0) ID-year Discharge (from Rational Method) (cfs): 8. '5 J 10D-year Discharge (from Rational Method) (cfs): /3.30 Carryover from C.B. No. /\I/A = (cfs): ~ Total Design Discharge (cfs): /3.3 Flow Depth Cft): cl,co::::' 0, l.J-3 clio:::' 0,36. '1 J . Street Slope: 2 % - Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL-/Lt W= 28 ~d~ / ..7::1- c: S ,-? ..\. .?~J DiScharge Intercepted (cis): /5> 13.3= Q 'co . Carryover to Downstream Point (cfs): II Facility Receiving Carryover: N/A. , . , .~ ....] \" 1-- C\ " I,.) "'.0 Co\ I I I I I I I I I I I I I I I I I I I Fjcx..J rJepil- c. ,for c./b. 'A-6' SC'Jol Qlm) iO,Or- . i:"ZOO~OOl; :~ ----- ___ i- zoo; . ; 1.0~ ____ ._, 6.0 ___ !;::IOO 100~; ~o ___ ~~; 3 !:= !So -=; . \ 0 ...::f ""'--..!::" . 40 . .~ ~~~ ~o ~40 20- - ~ ~30 . EXAIIIP'..E tS.. Onll" I..u") -- 10. i: ~zo 0,6110"'.. ~ 20 (;i....a' Q. 5! cf. 3 Pinel ' 0-0.501(""-__ .....1 ".1 '" Q.4O =i 020 R/W I I . !- .....1121 i I '0' .ft t -Co .. '? , -. !,t... , a I -~~ OJO 009 0.08 0.01 0.06 o.~ , o , -:.--- \.6 7~ "':Coo Page G-IS Altt'llClflJ IS.5-.-I.J!I.& 146-.~o.e2 13.7~rQ.SO 11.5 :-o.7'S 9,6 :'070 U-!,-o.,61 ao_o..65 'i U-!-o.,60 E 12~o.~!5 ---- ---- Jo.~ ~ r _ _._~iO . . ~. -. -d,co~J):~_ _5 ~4 It: !=-~ a:: i: j-Z '- i: i- i- !-I.O r !- IL ii .- i- ii I ! . iii Q.lQ:;O;:OJ7 ~o 0.11ilO;C.67 1-'1o.'3S. 1 ~TO 0.'2 ! o.Z!5 ! ! . o Z5-!-o.ZO . ii ! OJ1iCJ7 0131- C.l~ ~O"F c.o,.~o. 10. LOS ANGELES COUNTY ROAD DEPARTMENT HOT1: . THE Q O(.TEJiaIlIJllEtI '''OM TMlS eMAAT IS FOil' ONE HAL' 01 STMET. . STREET FL.OW MAJOR HWY. - Chon Z of S (n. ? Qlcf.1 Z.o. LO 0.10 REFERENCE SHEET 0-051,6 1 I I I I I I I I I I I I 1 I' I I 1 I HYDRAUUC DESIGN, ON-GRADE CATCH BASIN " project:Trac+ lLt/85 Catch Basin Number: A - 6, 5 la-year Discharge (from Rational Method) (c:fs): 6.0 lOa-year Discharge (from Rational Method) (cfs):1.9't Carryover from C.B. No. kiD = (ds): 3.0 Total Design Discharge (ds): iD. 't .. See er:JC"7 bel..... F10w Depth (ft): qro'= 0,35 Street Slope: 5 % I :;: 031 a./a . . Use Cit'j or Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL -lit w=28' Discharge Intercepted (ds): 11.0 ). 10. Lt Carryover to Downstream Point (ds): ;6 Facility Receiving Carryove~: N/ A Q - Q + Q Tc, p- 6 A.- T^, ::: 794 -t 3co {r'2>9o .\ lilZ'+ / Qp = iD,3b ::: .lD, 't CfS 1\ I~ ~ S(%J OCetol Altt'lICIIIJ ~g~ ___ -ZOO 300-=, "'-.-0" ______ !-~: '46-,-0.82 8.0 ____ r ZOO..,.: 13.1~-rO.SO _] "; ", :-0" 1.0 ___ _ -. g, . 0 ..... ' :-70 &0 ___ =-100 100:::3i 0.6___0,61 ___ ~:E: 1l0"'0~~ ~O ___ -.::: i 3 --- ~ SO'::;; 1 ,\.0]", ___ ~ .40ji 56 .0.60 !5"S~ 30 ; !=-40 "'""-.. :: ,"2-i-O~5 ~O !" 20~; -- J ::l ~30 ; _____ "3 EXJ,WPU:ts.. Onfle4L.I",1 != 10:: .I_!O~ 2.0-3 GiI..n I Q. S! ct. =-!-.... 20 0.67;0;.084 ~ s. lo.O~ =- . ~nd . O-O.!50 tt. !"" ,J.l.~O.~ ..4.1 ft.' i ! U-l..0..40 I I I I I I I I I I I I 1 I I I I I I Q40 ~! 020 010 009 ace 0.07 0.06 0.05 Page G-18 Flo~ Oep'th CcJC';) ,for C.QL IA - 6,'5' "'-. !=: II::. ~ i:.s ~4 II:: ~3 C i: i-Z "- i: i- i- !-1.0 r g: IL i .- i- i .- ; ... ~ . i i ;-OJO 0J11C.o.67 .,'" t Q(cfsl Z,O ! 1 0.03 _ 0.30 ; ; 1 0.02 ; o.Z5 . ! ! . o Z6-!-OZO . ; ! 0.111CJ7 013 ~ OJS oo..~ 0.0,.-010 I Lr~~ ~! , I 1 -.~ ==-~ , -- :; ~,. -~- -;...-- , 9 8 ~ ~\.61~"-' l;>> f t a ~ ! '0' 1.0 OJO Q.lQ;O.OJ1 NOTE ' THE Q Q€.TE....II't(O '''OM THIS CMART 1$ FOR OHE HAU' or S'MtI:IT. LOS ANGELES COUNTY ROAD DEPARTMENT STREET FLOW MAJOR HWY. - Chart 2 of 5 REFERENCE SHEET "'\..... 0-05 ,. , I I I I I I . '. . I . I I I I ! , - . I I HYDRAULIC DESIGN, ON-GRADE CATCH BASIN Project: Tro.ct 2i"t85 Catch Basin Number: A - T (Street '0 ') 100year Discharge (from Rational Method) (cfs): B. 5 100-year Discharge (from Rational Method) (cfs): 13,37 . Total Design Discharge (cfs): NIA . /3.3 = (cfs): rJ Carryover from C.B. No. Flow Depth (it): cL . :='O.tt3' _I == 0 3'1 /co I (J../o . Street Slope: 20/. Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL-I't W= III Discharge Intercepted (cfs): 6.1- Carryover to Downstream Point (cfs): 13.3 - 6. r = b.6 Facility Receiving Carryover: A - 6.5 /,~ ').., 1 \1 - ((5 2.1.. I ,-I-- g:v tj;l/ G-c . G,\.. \o\\e"l ~ \ '\ .,,~ ~I>'\ "'" . ..Ci ',) (,1 ,Y' . , '\'? I I I I I I I I I I I I I I I I I I I Page G-18 r Flo...; Oep1L CaJcs., for CJ~, 'A-1' SN 1O,0r- Olcf>) 90 ____ F2OO~OOli ao ____ r 200, 1.0~ --- .., &0 ---- ____ ~IOO 100~i ~ :E: 5.0 3 ____ - -:, ... !!= 50-=l: .\.0.... ----!:' .40::1' ~ ~~~ ~O~ ~40 "iO-~l ~ ~~ : ~ txJ,MPl..E (s.. Oosll" \.1....1 !: 10 E 2.0; (;'11I111 Q- 5! eft ... 20 ~ 0,611000 8~ -- i- It". !::IO ~ ~ ~ ~5 ~4 -= !:.3 IC i:: j-2. "- i: i- i- !-IO r !- ... !.. . i- ii .- ii ~ ii ii ! ~O 0.1 nc;c.6 7 ~ Pind . 0-0.501t. ".4.1 ft..z "" 1l401 ~.3 i 020 ",,, t 010 Q09 ace 001 0.06 I !- 8'-1121 i I .-~ - :::;;=- , - - ----:- -; ~ ," _-c----='"' t r ~ t 0.-- \,670'" ~ ! .0' ~d 005 A(tt'lIC(!tJ I 5.6-...<JS4 ''''6-.-(;.82 13,7-:-0.80 lI,j,-o... ,.fJ~:-010 8.6-e-0,61 80"'0,65 . i 6.61-0,60 '2"O~5 ----- ---- ~O~ 0.100'" O.'t~ Qltfsl 2,0 l~lO'35 . 1 0." _ 030 . ! 1 0.'2 ! 02.5 ! ! . c 26~-O.20 . i ! O.l7-.11CJ7 01' f- OJ5 00"1 oo..~O 10 10 OJO Q,lo;oiOJ7 NOTE' THE Q IXTEMrlIN[g '''0'' TMlS CMAAT 1$ FOA ONI! MALP' r:1f $'1"ft[ET. LOS ANGELES COUNTY ROAD DEPARTMENT STREET FLOW MAJOR HWY. - Chert 2 of 5 REFERENCE SHEET '\1\ 0-05 I I I I 1 I 1 I 1 I 1 I 1 1 I' 1 I 1 I HYDRAUUC DESIGN, ON-GRADE CATCH Bp.5IN Project: TrClCt z.tt 185 . . Catch Basin Number: A - 8 ~ A - 't (Street tJ ) lO-year Discharge (from Rational Method) (cis): 5.3l:A lOO-year Discharge (from Rational Method) (cfs): B.2. M Carrfover from C.B. No. 1\1/ A . = (cis): ~ Total Design Discharge (cis): B.1. EA. Flow Depth (ft): d1co= O.ltO (0se ,\\)11 streei tleo::L~) dw:;:: 0,36' Street Slope: /.2-'10 - Use Cil'f of Los Angeles (Depa.~ent of Public Works) Hydraulic Design Manual, Chart LL -, it W=211 Discharge Intercepted (cis): 10. If > 8.2 Carryover to Dov,rn.stre= Point (cis): f2! Facility Receiving Carryove~: N/A .1 I I. I I I I I I I I I I I I I I 1 I I Flex,...) Oepth CcJc~ tD! , r c,~.'s 'A-B' f 'A-'1' , SN Q(c11l 1O,0r- -ZOO 300..",. !l0 ____ ... =. ~~~ -- ____ f ZOOli --- .-::: &0 ~Ioo 100=!, ____ = .:3: ~O ____ -=-_: :I -- !!= ~O -::: ,\0': --- r- .40 .] ~~~ !=.40 --.. ~ ~ ~ = ~30 - tx.tJllP'..f IS.. OnIted Lou,.) , ~ 10 201 Gi..., o. 5! ," :=-ZO S-lo'O% ~ ';ftd . o. O.SO ft. i- .._.1 ft..I: ;-. 10 La 0,90 oeo a 060 ~ " ~] ~! 020 "'" 0.10 009 ooa 007 006 o~ I 1 !- ..-hi I II -.-~ ---::=- .' ---- ... -~~ t 9 ~ ,b.. ;..--",,,''' 0 ,to__ . ~ 50' <" Page G-18 A(tt'llC(fIJ r',6__~e4 146-.-0.8Z 13.1lro.80 11-51:.0..7'5 9.6":...070 I.S-tO.67 aO-il-0.6~ .i "'1-0,60 H ....o~~ -- --- -40~ O.671C~ e. i 3.1-0A~ t a::. f~ cllOO= 0, 'to' !E... It: !::.3 C i: r-Z "- i: i- i- !-l.O r !- QCctsl ... Z,O ii - . i- LO ii i . i OJO ! 0.10:;0;0.17 "rOJO ~ T' 0.'3 i 1130 i 0,5Z i 025 ! S o Z.~-020 . - . ! O.ll..I1CJ7 013 ~ 0.15 ~O"l o.oe9-0 10 LOS ANGelES COUNTY ROAD DEPARTMENT STREET FLOW MAJOR HWY, - Char! 2 of 5 /.C> HOT!:' 'flolE Q O(TEAMIH[t1 '''OM THIS CHART IS FeR ONt; HAL' C# S'TMET. REFERENCE SHEET "\-> 0-05 I I I I I I I I I I I I I I I ! - I I I HYDRAUliC DESIGN, ON-GRADE CATCH BASIN Project: Tract ILJ-185 Catch Basin Number: A -10 r A-I' . . 100year Discharge (from Ratio~al Method) (cfs): 20, ~ ;: iO.1f fA. 100-year Discharge (from Rational Method) (cfs): 31-.,%::: 1b.Lt rEA Carryover from C.B. No. N/A. = (cfs): ~ Total Design Discharge (cfs): /6. y. EA Flow Depth (it): dlco::: O. 'to ~; O.3S ) Street Slope: 5% .,>a C ,/ . Use City of Los Angeles (Dep~ent of Public Wor~tHydraulic Design Manual, Ch~ --- ~ ? \ ,~IX \ , ~ VV W = 28' Discharge Intercepted (cfs): Q,co = 13.Lt tl,c) '. \\.0 ';7 \o.c;; Carryover to Downstream Point (cfs): Ib.it -13. Lt ::: 3.0 ~ I Facility Receiving Carryover: A -6. 5 e A - 5 . . '.. I c\L- 1<e I I I I I I I I I I I I I I I I I I I Flew Depth Co.lC5 for c,e,'S A- 10 ~ A-II . Sr:c.l Qeml 1O.0f' -ZOO300~: !l0 _____ II- ::- ao _______ f ZOOJi 1.0 ___ . .- . 6.0 ____ ~IOO 100:3~ 5.0 ___ E.:; 3 ~ ~ SO~a ,\o.::i --!:: .40. .~ ~~~ 30~ ~40 "io :::I '" K:..!O ~ EXA"~E (s.. Oatil" LoIN) .. 10 ZO - G;...' O' S. .ft ;.ZO S-lo.O% =- "nd . o.o.~o ft. i- 3 "."'.Ift' ' -~IO ~' !=- -=. - II- ~5 !L. a: !:.3 C i: r-Z "- i: i- i- !-IO r != ... i - . i- i .- i i- i i i Q.lo;O.017 ~o 0.1 no;0.67 LO 0.90 o.ee 0. 0.60 ~ "" OM) =i 020 'R:/W 0.10 Q09 aoa 0.01 0.06 I , !- ..-121 i II .-~--~ I -~ .: ;!. ,- -~ -~ t 9 i! ~ :.--- \.67~~ l? r t'B_ · ~ sO' 00' o.~ Page G-J8 A(tt'llc(ttl :~'::r:g.g~ \3..1~rO'80 11.5 :.o.~ 9.t =-070 0.5.....0,61 1.0+0.65 'i 6.61'0,60 '2"'0~S -- ---- '40~ 0.6710;0 84 ; .3.'-0.45 Q"O.tt()' l Olcfsl Z.O \.;to,35 /!" 1 0.93 ; 0.:\0 1 0.S2 ! o.Z5 ! S o 2.~-n~ . - . ! 0.11..110.17 013 r 0.15 ClOSSl ClOSS-O 10 LOS ANGELES COUNTY ROAD DEPARTMENT STREET Fl.OW MAJOR HWY. - Chon Z of 5 10 0.10 NCTI' THE Q OETEMlIHEO 'ROII THIS CMART 1$ 'OR ONI[ HI.L1 aF $'T1tIET. REFERENCE SHEET "'\,~ D-05 I I I 1 I I I I I I I I I I - - ! I I I HYDRAUliC DESIGN, ON-GRADE CATCH BASIN Project:-rrac:t 2. tt /85 Catch Basin Number: A-fi ~ A-iS(street'G'neaf' I(lt. Slree-f'I"'r) ID-year Discharge (from Rational Method) (cis): l1'.1 /z. ::: 1.3,5 F3A:. 11 k 10D-year Discharge (from Rational Method) (cfs): Ifl,JIz. = 2.),0 f!A "Z-\'1-- Carryover from C.B. No. IJ/A = (cis): 11 Total Design Discharge (cis): 1f'2.1 :;: 2/.0 fEA Flow Depth (ft): cl,oo = O. 55/ J cL 100:: o. 't1' Street Slope: I. 0 ./.. Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL - l't W= 28/ Discharge Intercepted (cis): 21.6>21.0:: Q,oo. Carryover to Downstream Point (cis): flf Facility Receiving Carryover: N / A \~ I I I I I I I I I I I I I I I I I I I I I Sl'llol 10,0. 90. ao. 7.0. &0. ,"a 4.0. ~a 2.0. ~ :! . 0.10 Q09 0.08 007 0.06 o.oe Flew Depii-. evlc:" ~r c. 0. '.5 f\ - ri i' 'A -1'3' -- --- --- Q(cfo) [Zoo: ___ ~IOO --- -E- 50. ___ ,40 _ 511- 30. t4a zo- -=-30. EUMP\,.[ (5.. OcraftH L.IM) c;..n' Q- 51 cb s. IQ.Q~ Zo. 0.,671DIO.' 1tnd . 0.0.50 ft. '...1 rt.' '10 Page G-18 A(tt'lO(f1J , 5,& o,s. ,.. .-0..2 13,7 :-0.80 11.5 :.o.~ 9,' L.070 U .0.,67 0.0. ass -- ., a~ .3.1 aAS ! U 0.40. "" ~s !E4 I~ 0.,3S. 3 Z "- 0.93 0.30. ./w l Q(ctsl Z,o. 10. I , ~~ll , i , i 50' .0' ---- I " .. o , ~ t' -~~ ! :;...-- \.6T~'" ,-- I , D . 1...0..10. ~ .I JOJ7 HOT! , THE Q Q€TE....INEO ~O.. THIS CHART IS 'Oft ONE HAU' 011 STMET. LOS ANGELES COUNTY ROAD DEPARTMENT STRE~T FLOW MAJOR HWY. - Chor1 2 o.f 5 0..52 0.25 to. aJa ! ; 0. 2.~-020 . i ! 0..1110..17 0.13 f- 0..15 0.0.991 0.0.59-0.10. REFERENCE SHEET <\.6.. 0-05 I 1 I 1 I I I I 1 I I I I I I: ; i It I II I HYDRAUUC DESIGN, ON-GRADE CATCH BASIN " Project:/ra.ct 21f185 Catch Basin Number: A-I it ID-year Discharge (from Rational Method) (cis): 6.1 . lOO-year Discharge (from Rational Method) (cfs): 9.5 Carryover from C,B. No. N/A = (cis): fi1 Total Design Discharge (cis): 9.15 Flow Depth (ft): d1OO= 0.39' d/O~ 0.30' Street Slope: 2..18 '/0 . Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL -lit w = 2.1' Discharge Intercepted (cfs): 10,0 > 9.5 Carryover to Downstream Point (cis): Jlf Facility Receiving Carryover: N/ A ~o ~" I I I I I I II I !I I !I il Plow Depth Co.lc:s For C,I::>. l!r3 Qlefs/ 300 -- -- __ 200 --. -- 2.0 EXA~E 1St. D.,.,et Unel Gftoen ' o. 82 dI s. 10.0% nnc. . 0- Q,IO ft. A_ !.7 n.' 40 30 20 10 0.81:10;0.83 ~/W L..-lt' II -.lL__ ---- t , U3i 020 .0' 31.&1' I.: , >>~ 'a . I ,~ . . a.. 0.10 0.09 <loa <l07 0.06 <l0~ o 17= : ;; " " I I I ,~ .. Qlef,) f200 300~ 20~ --i'~~ .~ ~O~ ;;so ~ 40 3 ~ ;t O.671DJQ,81 Page (;-21 Allt~~('t.l 12.9 0.83 12.' 0.92 It.a.....gJ~ t,9~O.7' II 9___0,7~ 1.3-"070 74fO'67 U 065 - ' -- -:1C6Q .. ~ (t~~ 16~'O,50 S 2.71'oA~ 1. 2,0 !! 0040 i: [2 ~tQ f ! l ; !l . ~o 0.171010.67 OCcfal .....2,0 0.10;0;0.17 0.10 to IlOTE' THl Q DtTlMItNED ,..ow THIS CHART IS'OII ONE HAU' f7 S"IltIET. I I I I LOS ANGELES COUNTY ROAD DEPARTMENT STREET FLOW r.I.e.xlfl H WY. - C1lart 5 of 5 0.1,10,30 I o"lO'Z~ I o 2'1-0,zo ; 0,17 .17 OJ3 i~.'S r 0.099 i: 005tJtO.lO REFERENCE SHEET "eJ'\ 0-08 I I I I I I I I I I I I I I I I I I I HYDRAULIC DESIGN, SUMP CATCH BASIN Project: TT'a.ct ZLt/85 Catch Basin Number: {!r t \ :J 100year Discharge (from Rational Method) (cfs): /.'2, 100-year Discharge (from Rational Method) (cfs): 1,'1 .J Carryover from C.B. No. tJ/A = (cfs): p. Total Design Discharge (cfs): I. q Maximum Ponding Depth (ft): o,ro" 0,'1'0' ::: Oep1h of LcecJ Oep('e~jOf\ roll Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL-15 W =7/ Discharge Intercepted (cfs): :5.5> I.q heft S,de of GrQjJI-\ Q =. .3,oB1-l.v'hl,S Q== b,b tt>o/ II II , I I I I 1 I I I I I I I I I I I II I HYDRAUUC DESIGN, SUMP CATCH BASIN Project: Tract Z. it 18 S Catch Basin Number: 8 - 2 100year Discharge (from Rational Method) (cfs): I~,'?J 100-year Discharge (from Rational Method) (ds): 26. I Carryover from C.B. No. 8>-3 Total Design Discharge (cis): :30. '1- Maximum Ponding Depth (ft): sr LOv.J Pi, FL. LCW Pt, = (cis): +,6 ilI5,"ft 1i/4, 7~ ? , /.<- Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL-15 W=w Discharge Intercepted (ds): 33.} > 30.7- Rl~fyt Side: of Grap~ Q'" 3D A WO.,3 d'& I ( / 0,13 0,6 Q=\:JO) 73iAu) Q,Z) 0"" 33.7 CFS .~'? I I, I I I I I 1 I I I I I I I I I I I I HYDRAULIC DESIGN, ON-GRADE CATCH BASIN Project: rf'!-li~-r 24-166 Catch Basin Number: '8;,' :eXiSiN& w{:;,e!J- '( t7uI'U--F'''",..t/ 5-A",e; ':db) la-year Discharge (from Rational Method) (cfs): ~,1 lOa-year Discharge (from Rational Method) (cfs): 10. b Carryover from C.B. No. ,,10 .. (cfs): p1 Total Design Discharge (cfs): /o.b Flow Depth (ft): ci= "" D. '3<;;,'; .11' ~ ).7;.! I street Slope: C-,72 '7" Hydraulic Design Manual, Chart !..t.-/4 I W .. 14 (UIS1I,v,,) Discharge Intercepted (cfs): u,. v =:'/:n) :;" ,.) 'c Q, J Carryover to Downstream point (cfs): 1-,c,,"-0n j /,'1"'.[('0 Facility Receiving carryover: r~~ ~l\ ~ --- .N ~:--tpoCD - - - N - -- tnOl~COtD"" if - - '" w - ;' N - - _1= en cn~OQ<.O_ '" w N - _. 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