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HomeMy WebLinkAboutHydrologyStormDrain(May1991) ! =- , / lCJOd3d S:=>ilnVCJOAH ON\! A8010CJOAH IOS laG RUIOIBd J val VG . 1::>Vd1 <:.IO::! NIVeO 11\I<:.1018 {I . 1 s<}!p~dO.ld P.lOJp<}g :~o~ a:nJVd3~d . 06SZ6 UfWOJIJUJ 'r.l"Y.lW~.L o~z :l1fllS '~A~G 'l"0 grilUfs S9L8Z ~ ..."!"""~'Z'..O& W"!P'..!I,'"!"ffi~ ~ :AfJ G31i\id3CJd < l~UJJ~H 'P!G 'UUWJ^.L gm\! :suoSl~d l~mUOJ l66l 'A1ViJ 03Si^3C! l66l '~l ^~l'v'nN\rT <:".0) 11? l'~ vtW..,'7 Nr '\ I I I I I I I I I I I I I I I I I -, .J 1. II. IlI. IV. EXHIBITS "A" liB" "C" APPENDIX "A" "B" "ell liD" TABLE OF CONTENTS INTRODUCTION HYDROLOGY PROPOSED MAINLINE STORM DRAIN FACILITIES CATCH BASIN DESIGN LOCATION MAP SOILS MAP STORM DRAIN LOCATION 10- AND IOO-YEAR HYDROLOGY (RATIONAL METHOD) HYDROLOGY MAP CATCH BASIN DESIGN CALCULATIONS AND GUTfER CAPACITY ANALYSIS STORM DRAIN HYDRAULIC ANALYSIS PAGE NO. I 2 4 5 IA 2A 4A 'l.-- I I I I I I I I I I I I I I I I I 'I J 1. INTRODUCTION This report includes the hydrologic and hydraulic calculations performed for the design of onsite drainage facilities for Tract No. 24184 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 Meadows Parkway to the west, De Portola Road to the south, and Lena Way to the north. 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. 24184. 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 is conveyed in a pipe system along Campanula Way from Tract No. 24186 at the east tract boundary. - I - 3 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 lS m C1.2B ~<&i1t.'W"illWD 'Rl>.. ac:5Wo<....... ~ 7.89 JN2S;S9'2485 "- REGIONAL MAP Vail Meadows Exhibit A I I I I . . . . . . . . . . I , '. " J 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 "8" 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 10-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 a 10-year 10-minute rainfall intensity of 2.36 inches/hour and a 10-year 6O-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 - (" J 'I I I I I . I I . I I I . . I I . CD o tD o o \' m (') m> T z o :II -i :t != en i;) in " ~ C :II ,. Z " r m " f!l :t ,. Z " ,. ~ I I I I I I I I . I I I I I I , ". :, I 1 J III. PROPOSED MAINLINE STORM DRAIN FACILITIES The proposed mainline facilities described as Line "A", begin by joining the Tract No. 24186 Campanula Way storm drain pipeline. Line "A" extends upstream along De Portola Road and into the intersection of Street "E" and Street "F', At this intersection local street runoff enters the storm drain system. Two additional catch basins located at Meadows Parkway near De Portola Road are included on a storm drain pipeline (Line "B") included in Tract No. 24136. - 3 - 1 I I I . I I . . I I . . I I, I I I I I. , ' t! , ',>-'~ ,':!- !- . {':~-- ! ' TT 24188 TT 24187 r' o Storm Drain Pipe Alignment 8 Direction of Flow o Pipe Indentificalion TT 24188 TT 24185 m=-- PALOMA DEL SOL, EAST Tract 24184 Storm Drain Schematic 'b 1200' - c;oo ~"Beiit.CWilliam"1tb8t 0,,?.-u._ ~ JN400134 JANUARY 15191 I I I I I . . , I I I II 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. 24184. 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. Curb size was increased from 6-inches to 8-inches along Street "F" as shown on the Hydrology Map in order to carry the 10-year design flows within the street. Detailed catch basin, street capacity, and gutter capacity design calculations are included in Appendix "C". - 4 - ~ 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) \0 - o ~~ 08 ~~ ~~ ~~ 8 >< I **************************************************************************** I I I I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-90 Advanced Engineering Software (aes) Ver. 5.8A Release Date: 8/28/90 Serial # 8101 Analysis prepared by: Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, California 92718 (714) 472-3505 1************************** DESCRIPTION OF STUDY ************************** TRACT 24184 - 100 YR. HYDROLOGY * APR. 1991 * * * 1************************************************************************** FILE NAME: B:M184100.DAT I TIME/DATE OF STUDY: 11: 29 4/ 2/1991 --------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- I I I I I USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 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 1*************************************************************************** FLOW PROCESS FROM NODE .00 TO NODE 421.00 IS CODE = 2 ---------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =========================================================================== ASSUMED INITIAL SUBAREA UNIFORM I DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 n~_," INITIAL SUBAREA FLOW-LENGTH = 975.00 yv' ~ I UPSTREAM ELEVATION = 1205.00 DOWNSTREAM ELEVATION = 1194.60 ELEVATION DIFFERENCE = 10.40 TC = .359*[( 975.00**3)/( 10.40)]**.2 = 13.974 I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.018 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8478 II SUBAREA RUNOFF(CFS) = 11.51 \\ I TOTAL AREA(ACRES) = 4.50 TOTAL RUNOFF(CFS) = 11. 51 ~*************************************************************************** FLOW PROCESS FROM NODE 421.00 TO NODE 422.00 IS CODE = 6 r--------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION = I STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) I I I I I I I 1194.60 890.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1167.90 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .017 10.00 Vc-? SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **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 = 1.70 STREETFLOW TRAVELTIME(MIN) = 3.33 TC(MIN) = 17.68 4.46 17.30 100..00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 2.697 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8427 SUBAREA AREA (ACRES) = 5.40 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 9.90 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 17.11 FLOW VELOCITY(FEETjSEC.) = 4.56 DEPTH*VELOCITY = 1.92 12.27 23.79 l*************************************************************************** FLOW PROCESS FROM NODE 422.00 TO NODE 422.00 IS CODE = 8 ---------------------------------------------------------------------------- I >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< =========================================================================== 100.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 2.697 SOIL CLASSIFICATION IS "C" c 4- I CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8427 C - SUBAREA AREA(ACRES) = 4.50 SUBAREA RUNOFF(CFS) = 10.23 TOTAL AREA(ACRES) = 14.40 TOTAL RUNOFF(CFS) = 34.01 I TC(MIN) = 17.30 r*************************************************************************** FLOW PROCESS FROM NODE 422.00 TO NODE 423.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< It=;;;~~~~=~~~~~~~;=:===~~~;~;~===;~;;;~~~~=~~~~~~~;=:===~~~;~;~========= STREET LENGTH(FEET) = 350.00 CURB HEIGTH(INCHES) = 6. I STREET HALFWIDTH(FEET) = 20.00 vV~? DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 10.00 I INTERIOR STREET CROS S FALL (DECIMAL) = .017 \V I OUTSIDE STREET CROSSFALL(DEClMAL) I . . I I I . = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .50 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEETjSEC.) = PRODUCT OF DEPTH&VELOCITY = 2.16 STREETFLOW TRAVELTIME(MIN) = 1.35 TC(MIN) = 18.65 35.54 4.33 100.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 2.592 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8409 SUBAREA AREA (ACRES) = 1.40 SUBAREA RUNOFF(CFS) = SUMMED AREA (ACRES) = 15.80 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .52 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEETjSEC.) = 4.12 DEPTH*VELOCITY = 2.14 3.05 37.06 11*************************************************************************** FLOW PROCESS FROM NODE 423.00 TO NODE 423.00 IS CODE = 8 1--------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I 100.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF SUBAREA AREA (ACRES) = 3.60 1 TOTAL AREA(ACRES) = 19.40 TC(MIN) = 18.65 2.592 ,::7C'- (p COEFFICIENT = .8409 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 7.85 44.91 11*************************************************************************** FLOW PROCESS FROM NODE 423.00 TO NODE 425.00 IS CODE = .c 6 -------------------------------------------------------------~-------------- I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< =========================================================================== UPSTREAM ELEVATION = 1162.70 DOWNSTREAM ELEVATION = 1160.80 I STREET LENGTH(FEET) = 250.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 . I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 . I ('('-1 DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .017 10.00 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .63 HALFSTREET FLOODWIDTH(FEET) = 45.75 20.00 \7 I . I I I **************************************************************************** FLOW PROCESS FROM NODE 425.00 TO NODE 425.00 IS CODE = ' 1 II-~~~~~~;;~~;~;;-~;~;;;;~;;;-;;;;~-;;;-~;;;~~;;~;;;;;;--------------------- AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 2.35 STREETFLOW TRAVELTlME(MIN) = 1.12 TC(MIN) = 3.73 19.77 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.514 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8394 SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 20.20 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .63 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.80 DEPTH*VELOCITY = 2.40 1.69 46.60 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 19.77 I RAINFALL INTENSITY(INCH/HR) = 2.51 TOTAL STREAM AREA(ACRES) = 20.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 1 ARE: ?1t<:€;E-! n.ow ,,-"Siei:'-Y 1O""AI!.t? c,.>!crl B"S,,"S '11-4-' It (1-&' 11*************************************************************************** 46.60 FLOW PROCESS FROM NODE .00 TO NODE 425.50 IS CODE = 2 1_-------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM . DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 900.00 I UPSTREAM ELEVATION = 1205.00 DOWNSTREAM ELEVATION = 1184.30 ELEVATION DIFFERENCE = 20.70 . TC = .359*[( 900.00**3)/( 20.70)]**.2 = 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "C" . CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) = 13.04 TOTAL AREA(ACRES) = 4.60 !7?' - 7. <;:; 11. 606 3.328 .8520 TOTAL RUNOFF(CFS) = 13.04 11*.**.**....******..*.*.*.***......*.****.****.*..************************** FLOW PROCESS FROM NODE 425.50 TO NODE 425.70 IS CODE = 6 I[::::::~~~~~~~:~~~~~~~=:~~~~~~~~~:~~~~:~~~~~~~~~~~:::::::::::::::::::::: UPSTREAM ELEVATION = 1184.30 DOWNSTREAM ELEVATION = 1163.20 I STREET LENGTH(FEET) = 550.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 . . t?C7-B DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .017 10.00 ,,,,- I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = I I I . I 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 13.64 AVERAGE FLOW VELOCITY(FEETjSEC.) = PRODUCT OF DEPTH&VELOCITY = 1.85 STREETFLOW TRAVELTIME(MIN) = 1.80 TC(MIN) = 17.37 5.10 13.40 100.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 3.085 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8488 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 7.90 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 14.80 FLOW VELOCITY(FEETjSEC.) = 5.47 DEPTH*VELOCITY = 2.09 8.64 21. 68 Il*************************************************************************** FLOW PROCESS FROM NODE 425.70 TO NODE 425.70 IS CODE = 8 .--------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = I. SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF SUBAREA AREA(ACRES) = 6.00 . TOTAL AREA(ACRES) = 13.90 TC(MIN) = 13.40 3.085 r7t? - e, (, COEFFICIENT = .8488 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 15.71 37.39 1*************************************************************************** FLOW PROCESS FROM NODE 425.70 TO NODE 425.00 IS CODE = 6 I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< =========================================================================== UPSTREAM ELEVATION = 1163.20 DOWNSTREAM ELEVATION = 1160.80 . STREET LENGTH(FEET) = 240.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 I I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I . . I (J(J- d.1 DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .017 10.00 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .57 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEETjSEC.) = PRODUCT OF DEPTH&VELOCITY = 2.22 STREETFLOW TRAVELTIME(MIN) = 1.03 TC(MIN) = 38.40 3.87 14.44 100.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = 2.966 .8471 /' \? I SUBAREA ARE~(ACRES) = .80 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 14.70 TOTAL RUNOFF(CFS) = I END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .57 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.97 DEPTH*VELOCITY = 2.27 2.01 39.40 0I~e6f FL"..J u..":;"''(<SI21-'' lu<0-"t..c> {'r1icl-1 e-~',~,,'I/ s I 11-7' d: 'p-tv; *************************************************************************** FLOW PROCESS FROM NODE 425.00 TO NODE 425.00 IS CODE = 1 I--------------~------------------------------------------------------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 14.44 I'" RAINFALL INTENSITY(INCH/HR) = 2.97 TOTAL STREAM AREA(ACRES) = 14.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 2 ARE: 39.40 ~*************************************************************************** FLOW PROCESS FROM NODE .02 TO NODE 424.00 IS CODE = 2 I[::::::~~~~~~~:~~~~~~:~~~~~~~:~~~~~~:~~~~~~~::::::::::::::::::::::::::::: ASSUMED INITIAL SUBAREA UNIFORM I DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K* [ (LENGTH**3)! (ELEVATION CHANGE)] **.2 pc?-'1 INITIAL SUBAREA FLOW-LENGTH = 645.00 I UPSTREAM ELEVATION = 1202.00 DOWNSTREAM ELEVATION = 1188.00 ELEVATION DIFFERENCE = 14.00 TC = .533*[( 645.00**3)/( 14.00)]**.2 = 15.237 I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.883 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7452 I SUBAREA RUNOFF (CFS) = 2.79 TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 2.79 1*************************************************************************** - FLOW PROCESS FROM NODE 424.00 TO NODE 425.00 IS CODE = 51 I >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< . >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM NODE ELEVATION = 1188.00 DOWNSTREAM NODE ELEVATION = 1162.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 630.00 CHANNEL SLOPE = .0413 I" CHANNEL BASE(FEET) = 4.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 2.79 I FLOW VELOCITY(FEET/SEC) = 3.11 FLOW DEPTH(FEET) = TRAVEL TIME(MIN.) = 3.37 TC(MIN.) = 18.61 .20 ~*************************************************************************** FLOW PROCESS FROM NODE 424.00 TO NODE 425.00 IS CODE = 8 ---------------------------------------------------------------------------- I \ (to I II >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ . I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.595 10 I SOIL CLASSIFICATION IS "c" !?C?' UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7312 I SUBAREA AREA (ACRES) = 1. 70 SUBAREA RUNOFF (CFS) = 3 . 23 TOTAL AREA(ACRES) = 3.00 TOTAL RUNOFF(CFS) = .~ TC(MIN) = 18.61 11*************************************************************************** FLOW PROCESS FROM NODE 425.00 TO NODE 425.00 IS CODE = 1 II-:::::~;~~~~~;;-~~~;;;~~;~;-~;~;~-;~~-~~~;~~;~~;~~~~~--------------------- >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I'-~;~;~~=;;;;;;=~;=;;~~;=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 18.61 I RAINFALL INTENSITY(INCH/HR) = 2.59 TOTAL STREAM AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. I I 1 1 6.02 ** PEAK STREAM NUMBER 1 2 3 FLOW RATE RUNOFF (CFS) 78.11 84.35 85.82 TABLE ** TIME (MIN.) 14.44 18.61 19.77 INTENSITY ( INCH/HOUR) 2.966 2.595 2.514 COr/)bIN6tJ ,;)(..(rJ C1l .nl t:E4ICc.I'<i Fw,-,j COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 85.82 37.90 AS FOLLOWS: TC(MIN.) = 19.77 **************************************************************************** I-:~~-:~~:~~~_:~~~-~~~~---~~::~~_:~-~~~~---~~~:~~_:~_:~~~-:---:------------ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< I=~~~~~~;~;~~~~~:~;~~~:~~~~;~;;:~;::;;~~~~~~~~;:~~~=~~~~~:::::====~====== , PIPEFLOW VELOCITY (FEET/SEC.) = 14 . 9 tf(6 L Irl6 ',q pwrJ (, I UPSTREAM NODE ELEVATION = 1155. 00 6(/~ 'EO' 1l,-vC' DOWNSTREAM NODE ELEVATION = 1140.00 A. " FLOWLENGTH(FEET) = 700.00 MANNING'S N = .013 1?6 f-""'-1OLA .- ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 85.82 , TRAVEL TlME(MIN.) = .78 TC(MIN.) = 20.55 1*************************************************************************** FLOW PROCESS FROM NODE 426.00 TO NODE 426.00 IS CODE = 1 I~'--------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ I TOTAL NUMBER OF STREAMS = 2 \\ II I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 20.55 RAINFALL INTENSITY(INCH/HR) = 2.46 TOTAL STREAM AREA(ACRES) = 37.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 85.82 Il*************************************************************************** FLOW PROCESS FROM NODE .03 TO NODE 426.00 IS CODE = 2 1--------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 1 ARE: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .1 ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 I INITIAL SUBAREA FLOW-LENGTH = 450.00 UPSTREAM ELEVATION = 1154.00 DOWNSTREAM ELEVATION = 1147.00 ELEVATION DIFFERENCE = 7.00 1 TC = .303*[( 450.00**3)/( 7.00)]**.2 =8.026 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.042 SOIL CLASSIFICATION IS "C" I COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8884 SUBAREA RUNOFF(CFS) = 3.95 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = ct?- /1.1 C.41Ci-I 6.4>1'.,) lA-I' 3.95 Il*************************************************************************** FLOW PROCESS FROM NODE 426.00 TO NODE 426.00 IS CODE = 1 1_-------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< II=~~~~~:~~;~:~~:~;~~~;:~:=~::::::::::=::::::==:=::::===================== TIME OF CONCENTRATION(MIN.) = 8.03 I RAINFALL INTENSITY (INCH/HR) = 4.04 TOTAL STREAM AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = II RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I I I 3.95 ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 37.46 88.22 TABLE ** TIME (MIN.) 8.03 20.55 INTENSITY ( INCH/HOUR) 4.042 2.463 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 88.22 39.00 AS FOLLOWS: Tc (MIN.) = 20.55 11*************************************************************************** FLOW PROCESS FROM NODE 426.00 TO NODE 430.00 IS CODE = 3 II-:::::~~;;~;;-;~;;;~;-;~;;~;~;;-;;;~-;~;~;~~~~~~------------------------ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< Ir=============~============================================================= \~ I DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17.2 I UPSTREAM NODE ELEVATION = 1140.00 DOWNSTREAM NODE ELEVATION = 1125.00 FLOWLENGTH(FEET) = 500.00 MANNING'S N = .013 I ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 88.22 TRAVEL TIME(MIN.) = .48 TC(MIN.) = 21.03 , 1 - ft /'- 51"'''! f,f~ l-II-Je c (LO(.) (0 ('i~Oi! 4;..' .;",ric(,"rJ 1 11*************************************************************************** FLOW PROCESS FROM NODE .00 TO NODE 420.00 IS CODE = 2 ,--------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM I DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 750.00 ()CJ-iZ-. i I UPSTREAM ELEVATION = 1205.20 DOWNSTREAM ELEVATION = 1180.30 ELEVATION DIFFERENCE = 24.90 I TC = .303*[( 750.00**3)/( 24.90)]**.2 = 8.460 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.932 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8881 I SUBAREA RUNOFF(CFS) = 3.49 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 3.49 11*************************************************************************** FLOW PROCESS FROM NODE 420.00 TO NODE 420.10 IS CODE = 6 ---------------------------------------------------------------------------- I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< =========================================================================== UPSTREAM ELEVATION = 1180.30 DOWNSTREAM ELEVATION = 1136.90 I STREET LENGTH(FEET) = 1300.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 32.00 I I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I I I 1 I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .020 OUTSIDE STREET CROSSFALL(DEClMAL) = .020 16.00 {?c- ( **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 12.46 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.60 STREETFLOW TRAVELTIME(MIN) = 5.09 TC(MIN) = 7.11 4.25 13.56 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.067 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8853 SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 3.60 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 7.06 10.55 C"'/2.H e.A.5IN (? A I b-,+, 14.37 \'\ I FLOW VELOCITY(FEET/SEC.) = 4.83 DEPTH*VELOCITY = 2.00 ~*************************************************************************** FLOW PROCESS FROM NODE .03 TO NODE 428.00 IS CODE = 2 I[::::::~~~~~~~:~~~~~~:~~~~~~~:~~~~~~:~~~~~~~::::::::::::::::::::::::::::: ASSUMED INITIAL SUBAREA UNIFORM I DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 ~~r.?-(4 INITIAL SUBAREA FLOW-LENGTH = 500.00 I UPSTREAM ELEVATION = 1154.20 DOWNSTREAM ELEVATION = 1151.20 ELEVATION DIFFERENCE = 3.00 TC = .303*[( 500.00**3)/( 3.00)]**.2 = 10.128 I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.576 SOIL CLASSIFICATION IS "c" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8871 1 SUBAREA RUNOFF(CFS) = 6.34 TOTAL AREA(ACRES) = 2.00 TOTAL RUNOFF(CFS) = 6.34 ~*************************************************************************** FLOW PROCESS FROM NODE 428.00 TO NODE 429.00 IS CODE = 6 1 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< =========================================================================== UPSTREAM ELEVATION = 1151.20 DOWNSTREAM ELEVATION = 1145.60 I STREET LENGTH(FEET) = 850.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 38.00 I I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I I I I I I I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DEClMAL) = .020 19.00 ./' r?t?-I"? **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .52 HALFSTREET FLOODWIDTH(FEET) = 19.46 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.39 STREETFLOW TRAVELTIME(MIN) = 5.24 TC(MIN) = 15.37 10.56 2.70 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.870 SOIL CLASSIFICATION IS "c" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8845 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 5.30 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .57 HALFSTREET FLOODWIDTH(FEET) = 22.32 FLOW VELOCITY(FEETjSEC.) = 2.89 DEPTH*VELOCITY = 1.65 8.38 14.72 1P It*************************************************************************** FLOW PROCESS FROM NODE 429.00 TO NODE 429.00 IS CODE = 1 ~-~~~~~~;;~~;~;;-~;~;;;;~;;;-;;;;~-;~;-~~;;~~;;~;~~~~~--------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.37 I RAINFALL INTENSITY(INCH/HR) = 2.87 TOTAL STREAM AREA(ACRES) = 5.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.72 ~*************************************************************************** FLOW PROCESS FROM NODE .00 TO NODE 427.00 IS CODE = 2 1_-------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 I I 1 ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 680.00 UPSTREAM ELEVATION = 1205.20 DOWNSTREAM ELEVATION = 1179.20 ELEVATION DIFFERENCE = 26.00 TC = .303*[( 680.00**3)/( 26.00)]**.2 = 7.909 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.074 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8885 SUBAREA RUNOFF(CFS) = 3.98 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = w-/1.- 3.98 ~*************************************************************************** FLOW PROCESS FROM NODE. 427.00 TO NODE 429.00 IS CODE = 6 I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< =========================================================================== UPSTREAM ELEVATION = 1179.20 DOWNSTREAM ELEVATION = 1145.60 I STREET LENGTH(FEET) = 1300.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 38.00 I I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I 1 I I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .020 OUTSIDE STREET CROSSFALL(DEClMAL) = .020 19.00 VV'd3> **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 14.33 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.85 STREETFLOW TRAVELTIME(MIN) = 4.83 TC(MIN) = 9.75 4.49 12.74 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "c" COMMERCIAL DEVELOPMENT RUNOFF SUBAREA AREA(ACRES) = 4.10 3.169 COEFFICIENT = .8857 SUBAREA RUNOFF(CFS) = 11.51 -v\ I SUMMED AREA(ACRES) = 5.20 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: I DEPTH (FEET) = .47 HALFSTREET FLOODWIDTH(FEET) = 17.18 FLOW VELOCITY(FEET/SEC.) = 5.04 DEPTH*VELOCITY = 2.37 15.49 Ir*************************************************************************** FLOW PROCESS FROM NODE 429.00 TO NODE 429.00 IS CODE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 12.74 1 RAINFALL INTENSITY (INCH/HR) = 3.17 TOTAL STREAM AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1 I I I STREAM 2 ARE: 15.49 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 27.69 28.75 TABLE ** TIME (MIN. ) 12.74 15.37 INTENSITY ( INCH/HOUR) 3.169 2.870 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 27.69 10.50 AS FOLLOWS: Tc(MIN.) = 12.74 Cr'!fi:H 6rr>'''/ 17-2 I t~************************************************************************** FLOW PROCESS FROM NODE 429.00 TO NODE 429.00 IS CODE = 1 . >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ~=========================================================================== TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.74 RAINFALL INTENSITY(INCH/HR) = 3.17 TOTAL STREAM AREA(ACRES) = 10.50 I PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.69 (*************************************************************************** FLOW PROCESS FROM NODE 427.00 TO NODE 427.10 IS CODE = 2 Ir=~~~~~~~~~~;;~;;~;~~~~~~;~;~~;~~~~~~~:~~~~~~======================== DEVELOPMENT IS COMMERCIAL 1 TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1179.20 I DOWNSTREAM ELEVATION = 1163.00 ELEVATION DIFFERENCE = 16.20 TC = .303*[( 700.00**3)/( 16.20)]**.2 = 8.846 I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.840 4-/ r I SOIL CLASSIFICATION IS COMMERCIAL DEVELOPMENT I SUBAREA RUNOFF(CFS) = TOTAL AREA (ACRES) = "C" RUNOFF COEFFICIENT = .8879 4.77 1.40 TOTAL RUNOFF(CFS) = 4.77 Il*************************************************************************** FLOW PROCESS FROM NODE 427.10 TO NODE 429.00 IS CODE = 6 I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< =========================================================================== UPSTREAM ELEVATION = 1163.00 DOWNSTREAM ELEVATION = 1145.60 I STREET LENGTH(FEET) = 600.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 38.00 I I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I I I I I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .020 OUTSIDE STREET CROSSFALL(DEClMAL) = .020 19.00 A-2- **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.05 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.50 STREETFLOW TRAVELTIME(MIN) = 2.44 TC(MIN) = 6.43 4.09 11.29 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.377 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8864 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 2.50 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 13.19 FLOW VELOCITY(FEET/SEC.) = 4.34 DEPTH*VELOCITY = 1.69 3.29 8.07 C A-rCl.f- 6,4<;;"" / ' e->-I r*************************************************************************** FLOW PROCESS FROM NODE 429.00 TO NODE 429.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ' ~' I >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< =========================================================================== TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.29 RAINFALL INTENSITY(INCH/HR) = 3.38 I TOTAL STREAM AREA{ACRES) = 2.50 PEAK FLOW RATE{CFS) AT CONFLUENCE = RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO I CONFLUENCE FORMULA USED FOR 2 STREAMS. I I 8.07 ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 32.61 35.26 TABLE ** TIME (MIN.) 11. 29 12.74 INTENSITY ( INCH/HOUR) 3.377 3.169 --;.,?7 . I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: . PEAK FLOW RATE(CFS) = 35.26 Tc(MIN.) = TOTAL AREA(ACRES) = 13.00 12.74 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: I PEAK FLOW RATE(CFS) = TOTAL AREA (ACRES) = 35.26 13.00 Tc(MIN.) = 12.74 . . 1 I I I . . I I I . . I . i I END OF RATIONAL METHOD ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ,?AJ I I I ,I I I I I I I I II I I I I I 1 'I I -;,.-? I I **************************************************************************** I. RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-90 Advanced Engineering Software (aes) Ver. 5.8A Release Date: 8/28/90 Serial # 8101 I' I I Analysis prepared by: Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, California 92718 (714) 472-3505 1************************** DESCRIPTION OF STUDY ************************** . TRACT 24184 - 10 YR. HYDROLOGY . * APR. 1991 * * * 1************************************************************************** FILE NAME: B:M18410.DAT IJ-::~~~~:~-~:-~:~~::-::::~---~~-~~::::------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: If-~~~~:~~~g~~~:~~~~:~;~~~~~~~k~::--~~:gg-------------------------------- SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 I 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = .880 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.600 I. 100-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = 1.400 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = .5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = .5271139 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 I NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES ..*************************************************************************** FLOW PROCESS FROM NODE .00 TO NODE 421.00 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =========================================================================== ASSUMED INITIAL SUBAREA UNIFORM I DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 V)/I/'I INITIAL SUBAREA FLOW-LENGTH = 975.00 I/~' v UPSTREAM ELEVATION = 1205.00 I DOWNSTREAM ELEVATION = 1194.60 ELEVATION DIFFERENCE = 10.40 TC = .359*[( 975.00**3)/( 10.40)]**.2 = 13.974 I 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.983 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8269 I SUBAREA RUNOFF (CFS) = 7.38 P I TOTAL AREA (ACRES) = 4.50 TOTAL RUNOFF(CFS) = 7.38 ~*************************************************************************** FLOW PROCESS FROM NODE 421.00 TO NODE 422.00 IS CODE = 6 I[::::::~~~~~~~:~~~~~~~~:~~~~~~~~~:~~~~:~~~~~~::::::::::::::::::::::::::: UPSTREAM ELEVATION = 1194.60 DOWNSTREAM ELEVATION = 1167.90 I' STREET LENGTH(FEET) = 890.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 I I SPECIFIED NUMBER OF HALFSTReETS CARRYING RUNOFF = 2 I I I I I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .017 10.00 t;7c/-? **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 12.48 AVERAGE FLOW VELOCITY (FEETjSEC. ) = PRODUCT OF DEPTH&VELOCITY = 1.33 STREETFLOW TRAVELTIME(MIN) = 3.82 TC(MIN) = 11. 24 3.89 17.79 10.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 1.736 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8192 SUBAREA AREA (ACRES) = 5.40 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 9.90 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 13.64 FLOW VELOCITY(FEETjSEC.) = 4.42 DEPTH*VELOCITY = 1.60 7.68 15.05 f' *************************************************************************** FLOW PROCESS FROM NODE 422.00 TO NODE 422.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< It===~~~~~=~~~=~~;;~~~=~;;~;~~;~(~;~;/;~~~)=:==~~;;~======================= SOIL CLASSIFICATION IS "c" i:?c7~4 I CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8192 _ SUBAREA AREA(ACRES) = 4.50 SUBAREA RUNOFF(CFS) = 6.40 TOTAL AREA (ACRES) = 14.40 TOTAL RUNOFF(CFS) = 21.45 I TC(MIN) = 17.79 -**************************************************************************** I--~~~-:~~:~~~-~~~~-~~~~---~~~:~~_:~-~~~~---~~~:~~_:~-:~~~_:_--~------------ >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< It=~;~;~~~=~~~~;~~;=:===~~~;~;~===~~;;~;~~~=~~~~~;~~;=:===~~~;~;~========= STREET LENGTH(FEET) = 350.00 CURB HEIGTH(INCHES) = 6. I STREET HALFWIDTH(FEET) = 20.00 or~~ DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 10.00 1- INTERIOR STREET CROSSFALL(DEClMAL) = .017 1-- '\. I I I I 1 I I I I OUTSIDE STREET CROSSFALL(DEClMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 22.40 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 18.27 AVERAGE FLOW VELOCITY(FEETjSEC.) = 3.79 PRODUCT OF DEPTH&VELOCITY = 1.67 STREETFLOW TRAVELTIME(MIN) = 1.54 TC(MIN) = 19.33 10.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 1.658 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8164 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 1.90 SUMMED AREA(ACRES) = 15.80 TOTAL RUNOFF(CFS) = 23.35 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .46 HALFSTREET FLOODWIDTH(FEET) = 19.42 FLOW VELOCITY(FEETjSEC.) = 3.51 DEPTH*VELOCITY = 1.62 1*************************************************************************** FLOW PROCESS FROM NODE 423.00 TO NODE 423.00 IS CODE = 8 - --------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< It===~~~~~=;;~=;;~;;~~~=~;;;;;~;;(~;~;i;~;;)=:==~~~~~======================= SOIL CLASSIFICATION IS "C" 17l?-(,.. 1 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8164 SUBAREA AREA(ACRES) = 3.60 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 19.40 TOTAL RUNOFF(CFS) = I TC(MIN) = 19.33 4.87 28.22 **************************************************************************** II-:~~-:~~:~::_:~~~-~~~~---~:~:~~_:~-~~~~---~:::~~_::_:~~~_:_--~------------ >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< IJ=;~;;;;~=;~~~;~~;=:===~~~;~;~===;;;;;;;;~=;~;~~;~~;=:===~~~~~~~========= STREET LENGTH(FEET) = 250.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00-c I I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I I I I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .017 10.00 V'f7-1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .55 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY (FEETjSEC. ) = PRODUCT OF DEPTH&VELOCITY = 1.74 STREETFLOW TRAVELTIME(MIN) = 1.33 TC(MIN) = 28.74 3.14 20.66 10.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 1. 599 rz,.'b I SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8141 I SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 20.20 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: I DEPTH (FEET) = .55 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.20 DEPTH*VELOCITY = 1.77 1. 04 29.26 E.,1S. Te.f:.1..- r' S "f,(Ec. T ("WL.) l;JvJ A'::"'O G';4rcJ..! '. 14' /..' 6,a.>1'''''S. fL4 <::\ A-V I, *************************************************************************** FLOW PROCESS FROM NODE 425.00 TO NODE 425.00 IS CODE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< =========================================================================== - TOTAL NUMBER OF STREAMS = 3 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.66 RAINFALL INTENSITY(INCH/HR) = 1.60 TOTAL STREAM AREA(ACRES) = 20.20 I PEAK FLOW RATE (CFS) AT CONFLUENCE = 29.26 f*************************************************************************** FLOW PROCESS FROM NODE .00 TO NODE 425.50 IS CODE = 2 ---------------------------~------------------------------------------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< It========~~~~;;=~;~;~~~=~~~~~=~;~;~~==================================== DEVELOPMENT IS CONDOMINIUM I TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 900.00 UPSTREAM ELEVATION = 1205.00 DOWNSTREAM ELEVATION = 1184.30 I ELEVATION DIFFERENCE = 20.70 , TC = .359*[( 900.00**3)/( 20.70)]**.2 = 11.606 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.196 I SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8325 SUBAREA RUNOFF(CFS) = 8.41 I TOTAL AREA(ACRES) = 4.60 f7C> -7- <3 TOTAL RUNOFF(CFS) = 8.41 **************************************************************************** I FLOW PROCESS FROM NODE 425.50 TO NODE 425.70 IS CODE = 6 --------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< II=~;~;~;~=;~~~;~~;=:===~~;~~;~===~;;~;~;~=;~;~~;~~;=:===~~;;~;~========= . STREET LENGTH(FEET) = 550.00 CURB HEIGTH(INCHES) = 6. I STREET HALFWIDTH(FEET) = 20.00 I I I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .017 10.00 (V-'6 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = FLOW(CFS) = 11.16 .32 ~o... I HALFSTREET FLOODWIDTH(FEET) = 11.33 AVERAGE FLOW VELOCITY (FEETjSEC.) = I PRODUCT OF DEPTH&VELOCITY = 1.49 STREETFLOW TRAVELTIME(MIN) = 1.99 TC(MIN) = 1 I I 4.60 13.60 10.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 2.013 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8277 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 7.90 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 12.48 FLOW VELOCITY(FEETjSEC.) = 4.81 DEPTH*VELOCITY = 1.65 5.50 13.91 I I **************************************************************************** I FLOW PROCESS FROM NODE 425.70 TO NODE 425.00 IS CODE = 6 ---------------------------~----------------------------------------------- - >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< **************************************************************************** IL-~~~-:~~:~:~_~~~~_~~~~___~:~:~~_~~_~~~~___~:~:~~_:~_:~~~_:___~____________ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< Ir===~~~~~=~;~=~~~;~~~=~~;;~;~;~(~~~;/;~~~)=:==;~~~;======================= SOIL CLASSIFICATION IS "c" t70' fj,':;; CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8277 SUBAREA AREA(ACRES) = 6.00 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 13.90 TOTAL RUNOFF(CFS) = TC(MIN) = 13.60 10.00 23.90 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I I II I I I I I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1163.20 240.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 8. 1160.80 DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 10.00 INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 r?C?- q **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 24.54 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .51 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEETjSEC.) = 3.24 PRODUCT OF DEPTH&VELOCITY = 1.66 STREETFLOW TRAVELTlME(MIN) = 1.24 TC(MIN) = 14.83 10.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 1.918 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8250 SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF(CFS) = 1.27 SUMMED AREA(ACRES) = 14.70 TOTAL RUNOFF(CFS) = 25.17 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .51 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEETjSEC.) = 3.32 DEPTH*VELOCITY = 1.71 lJEt;,,~j' ?,RZe-r ("to.,) /oW,Afl-?' cAi'Lff BA$,8S 'A-S' 4 '~-b' ?P I 1*************************************************************************** FLOW PROCESS FROM NODE 425.00 TO NODE 425.00 IS CODE = 1 ---------------------------------------------------------------------------- It=;~;~~~~;~~~~;:;;~~;~:~=;~~~~=~~~=:~~~~~~~:~:::::===================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 1 TIME OF CONCENTRATION(MIN.) = 14.83 RAINFALL INTENSITY(INCH/HR) = 1.92 TOTAL STREAM AREA(ACRES) = 14.70 I PEAK FLOW RATE (CFS) AT CONFLUENCE = 25.17 **************************************************************************** IL-:~~-:~~~~~~_:~~~-~~~~-----_:~:_:~-~~~~___~:~:~~_:~_~~~~_:___:____________ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Ir========~;;;;;~=~;~;~~~=;~;~;~=~;~;~;;==================================== DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER I TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 645.00 UPSTREAM ELEVATION = 1202.00 DOWNSTREAM ELEVATION = 1188.00 I ELEVATION DIFFERENCE = 14.00 TC = .533*[( 645.00**3)/( 14.00)]**.2 = 15.237 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.890 I SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6834 , SUBAREA RUNOFF (CFS) = 1. 68 TOTAL AREA(ACRES) = 1.30 I c?c?-C} TOTAL RUNOFF(CFS) = 1.68 **************************************************************************** II FLOW PROCESS FROM NODE 424.00 TO NODE 425.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< . It=;;~;~~~~;~~~~~~~~;~~;~~~~~~~~~~~======================================= DOWNSTREAM NODE ELEVATION = 1162.00 I CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = .0413 CHANNEL BASE(FEET) = 4.00 "Z" FACTOR = 3.000 I MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 1.68 FLOW VELOCITY(FEETjSEC) = 2.56 FLOW DEPTH(FEET) = .15 TRAVEL TIME(MIN.) = 4.11 TC(MIN.) = 19.34 I 630.00 **************************************************************************** II-:~~-:~~~~~~_:~~~-~~~~---~:~:~~_:~-~~~~---~:~:~~_:~-~~~~_:_--~------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< IJ===~~~~~=~;~=~~;;~~~=~;;;;;~;~(~;~~/~~~;)=:==~~~~~======================= SOIL CLASSIFICATION IS "C" (?C?-IO UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6611 I , ~\ I SUBAREA AREA (ACRES) = TOTAL AREA(ACRES) = 1 TC(MIN) = 19.34 1.70 SUBAREA RUNOFF(CFS) = 1.86 3.00 TOTAL "RUNOFF (CFS) = 3.54 1**************************************************************************** FLOW PROCESS FROM NODE 425.00 TO NODE 425.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< l >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< =========================================================================== TOTAL NUMBER OF STREAMS = 3 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 19.34 RAINFALL INTENSITY(INCH/HR) = 1.66 TOTAL STREAM AREA(ACRES) = 3.00 I PEAK FLOW RATE(CFS) AT CONFLUENCE = RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 1 CONFLUENCE FORMULA USED FOR 3 STREAMS. I I I 3.54 * * PEAK STREAM NUMBER 1 2 3 FLOW RATE RUNOFF (CFS) 48.90 52.69 53.65 TABLE ** TIME (MIN. ) 14.83 19.34 20.66 INTENSITY ( INCH/HOUR) 1. 918 1. 658 1. 599 , , fif'rZ t...'N ~ t1 ('Io(l€. 4-'2-0 -r,;," COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 53.65 37.90 AS FOLLOWS: Tc(MIN.) = 20.66 t*************************************************************************** FLOW PROCESS FROM NODE 425.00 TO NODE 426.00 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.2 UPSTREAM NODE ELEVATION = 1155.00 DOWNSTREAM NODE ELEVATION = 1140.00 I FLOWLENGTH(FEET) = 700.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 53.65 I TRAVEL TIME(MIN.) = .88 TC(MIN.) = 21.54 [**************************************************************************** FLOW PROCESS FROM NODE 426.00 TO NODE 426.00 IS CODE = 1 --------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< It=~~~~~=~~~~=~;=~~~~~=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: I TIME OF CONCENTRATION(MIN.) = 21.54 RAINFALL INTENSITY(INCH/HR) = 1.56 TOTAL STREAM AREA(ACRES) = 37.90 I PEAK FLOW RATE(CFS) AT CONFLUENCE = 53.65 ~ I 1*************************************************************************** FLOW PROCESS FROM NODE .03 TO NODE 426.00 IS CODE = 2 1= >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =========================================================================== ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL 1 TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 450.00 UPSTREAM ELEVATION = 1154.00 I DOWNSTREAM ELEVATION = 1147.00 ELEVATION DIFFERENCE = 7.00 TC = .303*[( 450.00**3)/( 7.00)]**.2 = 8.026 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.690 I SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8836 SUBAREA RUNOFF(CFS) = 2.61 I TOTAL AREA(ACRES) = 1.10 co -//.i CAlc-I-! e>riS,rJ 'J)-1 ' TOTAL RUNOFF(CFS) = 2.61 - {*************************************************************************** FLOW PROCESS FROM NODE 426.00 TO NODE 426.00 IS CODE = 1 --------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< =========================================================================== TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: . ~~~F~~LC~:~~:~~~~~:~:~~l ~ ~:~~ TOTAL STREAM AREA(ACRES) = 1.10 I PEAK FLOW RATE(CFS) AT CONFLUENCE = RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO I I CONFLUENCE FORMULA USED FOR 2 STREAMS. I I I 2.61 ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 22.60 55.17 TABLE ** TIME (MIN.) 8.03 21. 54 INTENSITY ( INCH/HOUR) 2.690 1. 562 -." COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 55.17 39.00 AS FOLLOWS: Tc(MIN.) = 21. 54 **************************************************************************** I FLOW PROCESS FROM NODE 426.00 TO NODE 430.00 IS CODE = 3 --------------------------------------------------------------------------- >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< I >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< =========================================================================== DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.6 INCHES I PIPEFLOW VELOCITY(FEET/SEC.) = 15.3 UPSTREAM NODE ELEVATION = 1140.00 DOWNSTREAM NODE ELEVATION = 1125.00 I FLOWLENGTH(FEET) = 500.00 MANNING'S N = .013 f:f'~ i,,J<F., (<{o ~ 4-?o A\ 10 .,J IANC(j.,f'/ ?J?7 I ESTIMATED PIPE DIAMETER (INCH) PIPEFLOW THRU SUBAREA(CFS) = I TRAVEL TIME (MIN.) = . 54 = 30.00 55.17 TC(MIN.) = NUMBER OF PIPES = **************************************************************************** IL-~~~-:~~:~::_~~~~-~~~~---___:~~_:~_~~~~___~~~:~~_::_:~~~_:___~____________ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Ir========~~~~;;=~;~;~~~=~~;~;~=~;~;~;;==================================== DEVELOPMENT IS COMMERCIAL I TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 750.00 UPSTREAM ELEVATION = 1205.20 DOWNSTREAM ELEVATION = 1180.30 I ELEVATION DIFFERENCE = 24.90 TC = .303*[( 750.00**3)/( 24.90)]**.2 = 8.460 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.613 SOIL CLASSIFICATION IS "C" I COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8832 SUBAREA RUNOFF(CFS) = 2.31 TOTAL AREA(ACRES) = 1.00 I 22.09 TOTAL RUNOFF(CFS) = 1 Dr? -/'Z, i 2.31 **************************************************************************** I FLOW PROCESS FROM NODE 420.00 TO NODE 420.10 IS CODE = 6 ---------------------------------------------------------------~----------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.034 SOIL CLASSIFICATION IS "c" I COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8795 SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 3.60 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: I DEPTH (FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 11.51 FLOW VELOCITY (FEET/SEC.) = 4.82 DEPTH*VELOCITY = 1."72 I I i I I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1180.30 1300.00 = 32.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .020 OUTSIDE STREET CROSSFALL(DEClMAL) = .020 16.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 9.60 AVERAGE FLOW VELOCITY (FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.41 I STREETFLOW TRAVELTlME(MIN) = 4.88 TC(MIN) = I 4.44 13.34 1136.90 /?c;q 4.62 CI11uf t7f'6,N '6-<}-' 4.65 6.96 Il*************************************************************************** FLOW PROCESS FROM NODE .03 TO NODE 428.00 IS CODE = ?It I 2 I TOTAL STREAM AREA(ACRES) = 5.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.49 I ********************************~******************************************* FLOW PROCESS FROM NODE .0\ TO NODE 427.00 IS CODE = 2 .1--------------------------------------------------------------------------- . >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 .'. INITIAL SUBAREA FLOW-LENGTH = 680. 00 UPSTREAM ELEVATION = 1205.20 DOWNSTREAM ELEVATION = 1179.20 ELEVATION DIFFERENCE = 26.00 '. TC = .303*[( 680.00**3)/( 26.00)]**.2 = 7.909 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.712 SOIL CLASSIFICATION IS "C" .., COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8837 SUBAREA RUNOFF(CFS) = 2.64 TOTAL AREA(ACRES) = 1.10 I TOTAL RUNOFF(CFS) = or?- 11-- 2.64 1* * * * * * * * * * * * * * * * * * * * * *". * * ** * * * * * * * * * * * * * * * * ~ * * * * * * * * *.* * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 427.00 TO NODE 429.00 IS CODE = 6 .--:::::~~;;~;;-;;;;;;;~;-;~;;~;~;;-;;;~-;~;~~~~~~~----------------------. ============================================================================ UPSTREAM ELEVATION = . STREET LENGTH(FEET) = ,. STREET HALFWIDTH(FEET) 1179.20 1300.00 = 38.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 19.00 . DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = ' INTERIOR STREET CROSSFALL(DEClMAL) = .020 OUTSIDE STREET CROSSFALL(DEClMAL) = .020 . SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 1145.60 W-/~ **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) = 6.32 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.05 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.02 ,PRODUCT OF DEPTH&VELOCITY = 1.48 STREETFLOW TRAVELTIME(MIN) = 5.38 TC(MIN) = 13.29 . I . 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.038 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8796 . SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 5.20 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: . DEPTH (FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 14.33 . FLOW VELOCITY(FEET/SEC.) = 4.60 DEPTH*VELOCITY = 1.90 7.35 9.99 It*************************************************************************** FLOW PROCESS FROM NODE . 429.00 TO NODE 429.00 IS CODE = 1 ---------------------------------------------------------------------------- . ~ , I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< Ir=;~;~~=~;~~=~;=~;~~~=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: I TIME OF CONCENTRATION(MIN.) = 13.29 RAINFALL INTENSITY(INCH/HR) = 2.04 TOTAL STREAM AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. 1 I I 9.99 ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 17.83 18.48 TABLE ** TIME (MIN.) 13.29 16.08 INTENSITY ( INCH/HOUR) 2.038 1. 835 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 17.83 10.50 AS FOLLOWS: Tc(MIN.) = 13.29 C:II-rcU 'e>-Z I 8AS ",; It*************************************************************************** FLOW PROCESS FROM NODE 429.00 TO NODE 429.00 IS CODE = 1 1--------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< " ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 13.29 I RAINFALL INTENSITY(INCH/HR) = 2.04 TOTAL STREAM AREA(ACRES) = 10.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 1 ARE: 17.83 ~********~****************************************************************** FLOW PROCESS FROM NODE 427.00 TO NODE 427.10 IS CODE = 2 I[:~~~~~~~~~~~~:~~~~~~:~~~~~~~:~~~~~:~~~~~~~::::::::::::::::::::::::::::: ASSUMED INITIAL SUBAREA UNIFORM I DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 A-I INITIAL SUBAREA FLOW-LENGTH = 700.00 I" UPSTREAM ELEVATION = 1179.20 DOWNSTREAM ELEVATION = 1163.00 ELEVATION DIFFERENCE = 16.20 TC = .303*[( 700.00**3)/( 16.20)]**.2 = 8.846 I 10.00 YEAR 'RAINFALL INTENSITY(INCH/HOUR) = 2.550 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8829 I SUBAREA RUNOFF(CFS) = 3.15 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 3.15 Ir*************************************************************************** FLOW PROCESS FROM NODE 427.10 TO NODE 429.00 IS CODE = 6 I--------------~-------------------------------------------------------------~~ I I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ======~===================================================================== I UPSTREAM ELEVATION = 1163.00 DOWNSTREAM ELEVATION = 1145.60 , STREET LENGTH(FEET) = 600.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 38.00 I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .020 OUTSIDE STREET CROSSFALL(DEClMAL) = .020 I 1 I I I I 19.00 A/J... SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS:' STREET FLOWDEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 9.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.27 STREETFLOW TRAVELTIME(MIN) = 2.54 TC(MIN) = 4.22 3.93 11. 39 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.219 SOIL CLASSIFICATION IS '.'C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8809 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 2.50 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 10.91 FLOW VELOCITY(FEET/SEC.) = 4.05 DEPTH*VELOCITY =1.40 2.15 5.30 eMU! t?1I51N , ) 17-/ t*************************************************************************** FLOW PROCESS FROM NODE 429.00 TO NODE 429.00 IS CODE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ------------------------------------------------------------------------~--- ---------------------------------------------------------------------------- 1 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I I I ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 11.39 RAINFALL INTENSITY(INCH/HR) = 2.22 TOTAL STREAM AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 2 ARE: 5.30 ""':.~- ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 20.58 22.70 TABLE ** TIME. (MIN.) 11. 39 13.29 INTENSITY (INCH/HOUR) 2.219 2.038 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 22.70 13.00 AS FOLLOWS: Tc(MIN.) = 13.29 - END OF STUDY SUMMARY: I PEAK FLOW RATE(CFS) = 22.70 Tc(MIN.) = 13.29 TOTAL AREA(ACRES) = 13.00 ============================================================================~ I ' HYDROLOGY MAP ~ ! ><: ~ ' CATCH BASIN DESIGN CALCULATIONS AND GUTTER CAPACITY ,") )> t"' 8~8 ;..~n ~::j:C 000 z~ ~~2 ;...: 0 t"'1:!1T1 -<,Ill tnCCl ~....:Z ~. ,\0 I II I I 1 I I I I I I I I '. :'1 I i 'I \ . , I-I 1 j I'. I "1 HYDRAULIC DESIGN, ON-GRADE CATCH BASIN Project: -rro..ct ~ It I BLf Catch Basin Number: A -I' (OdbRTOu\' ~AD ST"A. :3J3 -t Wi) lO-year Discharge (from Rational Method) (cfs): z.,t, 100-year Discharge (from Rational Method) (cfs): 4-.0 Carryover from C.B. No. WA = (cfs): p Total Design Discharge (cfs): Lf,O Flow Depth (ft): d.... == 032.' )' d. '" 0 2:t' toO' Ie>' Street Slope: /.88w;o Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL -lit w= 11' * DiScharge Intercepted (cfs): 4-,3 f > it.O Carryover to Downstream Point (cfs): fJ' Facility Receiving Carryover: IJ/A' .,;,.; .,...... *"/\'IeLt. r"O~~'" AFo"" -ILt~':Q,~!:.~>',:~j!~i~~,C.. .' '-<l n ~~v""L. ",,",~ '.,' '-"'.'" .,.~~;t'j~~t~it;~<;~')'/i,~ ..;.... · ' "', ","'. ,.,.:::';:.l;'1~1l"'~'9~3t::}.-!f-.3 CfS '. ", ...'.., '.' ";:f':'':~:;';f,,:':f;:;' ~;:., '- . . .., - . .,. b... \ I 1 I I I I I I I I I I I I I I I I I Q1oo. 46.6 CFS a 10_29.3CFS ~ Catch Basin ~ Flow By ~o=-_ - C.B,'A.ff r--'I tt: ~ \ ~ '-- I C.B.'A-4' 0''1> ~o,o..,;~~ ~; ~Q, , '" C.B. 'A-3' STREET ,p f'""] I I I I I I 1[111 .., w' W: a:: .., U CfS ~r;'} ",CfS S' #,.".~. o~ <c o C.B. 'A-S' C,B. 'A-2' '\ ~ DE PORTOLA ROAD - 2f1 c;oo 'Jt"'etf<&i1t,'Wi1li.vD "Brut ac:5l.-;.... ~ '-91 1 JN400t34 4 0100 = 39.3 CFS o 10 = 25.1 CFS PALOMA DEL SOL TRACT 24184 Street Flow Exhibit b{v I I I I I I I I I I I I I I :1 HYDRAUliC DESIGN, ON-GRADE CATCH BASIN Project: 1rac.t Z't/8Lt Catch Basin Number: 'A' 2 ' (5fR.EEI 'E') lo-year Discharge (from Rational Method) (cis): N/A.. tOO-year Discharge (from Rational Method) (cis): IJ/,A. I Carryover from C.B. No. A - 5 ' = (cis): B:t= {,),oo j 3}t'" QIO Total Design Discharge (cis): 6.1- Flow Depth (ft): d,oo '" 0.35 ' Street Slope: Lt. 86 % , Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart !..l-I!f .. I w= 2E DiScharge Intercepted (cfs): 1/.0> 8.1- Carryover to Downstream Point (cis): tJA Facility Receiving Carryover: '%. .'.-:c., . .~1" ' . I !I i I I ' II I , I II ... ., -;-. II AJ? I I I I I I I I I I I I I I ;1 I !I i - I. I I II II HYDRAUliC DESIGN, ON-GRADE CATCH BASIN Project: lrC\.Ct ZLtISLf Catch Basin Number: \ A - 3' (STR.j::ET' f;.') lo-year Discharge (from Rational Method) (cfs): WA lOo-year Discharge (from Rational Method) (cfs): ~/A Carryover from C.B. No. IA- Lt' = (cfs): It. B:: QIOO j 7,1- MQ,O Total Design Discharge (cfs): l!t.e, Flow Depth (ft): d. % 0, 'to' "'" Street Slope: 4-, BS'tt> CAJ.OJLATf3D CfJ>~ fAll-- ;" . 3~ "10 CAAn "~r.J -: ,z. "/0 (~lfLv,crlV"') , Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL - l't W = 35' nll~ !llze C.6. IS 2tQl)I~D TO p/tEVeOilT A FLo"'-r.,'{ FI?Dl1 6oIIJ6 wro O"f'DRJ'D/.A eoM). Discharge Intercepted (cfs): /6 tf5 > It.B Carryover to Downstream Point (cfs): ~/A Facility Receiving Carryover: IJ/A ! . . . " . bA I I I I 1 I I I I I I I I I :1 I 11 I ,- II , , I II II HYDRAUllC DESIGN, ON-GRADE CATCH BASIN Project: iRAcT ZLt/BLt Catch Basin Number: IA- It' CsrRf~-r'F' ~ .sT~F-l 't=' /f.rn;::(Sji:c.TIDIJ) lO-year Discharge (from Rational Method) (cis): 2.~ '3 '''It.1 100-year Discharge (from Rational Method) (cfs): 't6,b '" 2.3.3 z. Carryover from C.B. No. % = (cis):,e Total Design Discharge (cfs): 23,3 Flow Depth (ft): d It'o:' 0,.56 I i d..J" '" O.ltL} I Street Slope: I % Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL -/3 W = II I (HA)/.. 1N1/:)711 FDtl c,r;), A"'C DJ(II.i~W^'r' Fot.. LDT fKPlJ'fAbf.i.) DiScharge Intercepted (cfs): as::, Q,eo i 1.0 z: OJ" Carryover to Downstream Point (cis): I~.B'= QIOO i T.t = QIO Facility Receiving Carryover: C,r.;.'A- 3' ','.', .:.... Ai~ I II I I I I I I I I 1 I I I il I II I - I II i I II I HYDRAULIC DESIGN, ON-GRADE CATCH BASIN Project: (RAeI' Z9- 1 B Lt Catch Basin Number: 'A' 5' (STR,r::rr F r 5TR.EEi '~J I ~rri~SF'C-T10IJ ) lO-year Discharge (from Rational Method) (cis): Z5'Yz. ,. .lz.b 100-year Discharge (from Rational Method) (cfs): :3~". 1<1.1- Carryover from C.B. No. lJiA = (cis):,e' Total Design Discharge (cis): 1?1 Flow Depth (ft): 01.100:: 0.55) cL,o'" D. tr~ I Street Slope: D. e 0/0 Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL -13 . W = IIf' (r1AX, wlOlH fOR-C.B. At.lO DflV'f!:WAIf. rot. WTftDlJTA6E) Discharge Intercepted (cfs): 1/.0" Q"", i 9,z .. Q,o Carryover to Downstream Point (cis): g.1-"QIf)O i ~.'t. DIO Facility Receiving Carryover: c. l),'A, 2,' I Afp ._..._u____.. ._..._..... .___ . ....... ."* ......____...._______.__... I I I I I I I I I I I 1 I 1 I I I 1 I HYDRAULIC DESIGN, SUMP CATCH BASIN Project: li'a.c..t ZLf-1 Btt Catch Basin Number: 'A-6' (5tree..t IF' r streetlg' ,~r:) lO-year Discharge (from Rational Method) (cfs): 2.6.\ "T Zq.:? :::. Sit.'! -:<. 2.7.1.. Cf~ lW~)y ~krly 'Z.. lOO-yearDischarge (from Rational Method) (cfs): 39. ~ -t 1f6.6 == B5. '1 =- It .0 as lW-e<.u.rI'i ~ ,z Carryover from C.B. No. tV/A = (cfs): }l5. Total Design Discharge (cfs): Lt3. 0 Maximum Ponding Depth (ft): /, W' . ?J'!J' Lad Dep ,67' g' c.p ,zj;) f!../v.-> 1,1.0 I FtnJ., Use CitY of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL-l5 W = lit' , Discharge Intercepted (cfs): Iff. z.. > Lt-3. 0 :. 0.)(.. .. LocAlOep,-to st~d- t " j,1:1: pal A\ I I I I I I I I I I I I I I :1 I I I . \ . II 1 ! i II II HYDRAULIC DESIGN, ON-GRADE CATCH BASIN Project: TMcT Zit IBLt Catch Basin Number: '0 -I' (HeA[bklS PfWY @ lJEPo(lfD/...A. Rd) lO-year Discharge (from Rational Method) (cfs): 5.3 100-year Discharge (from Rational Method) (cfs): 8.3 Carryover from C.B. No. tJlA = (cfs): pf Total Design Discharge (cfs): 8.3 Flow Depth (ft): d100 == O,3S'j d,o == D.3lf Street Slope: 2 ~ , Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL - l't W = 2/' Discharge Intercepted (cis): o/,B > 8.3 Carryover to Downstream Point (cfs): If Facility Receiving Carryover: 1J,4, ....;.."."-. , , .;J~Y;~';~;~~[~if0<r,' " , ' ~ . - .. ......"'..1;(;..,.l~~"'!C........'..H 'J' ., . . >:".~J~~fii~~: "- " "",: A.~ I I I I I I I I I I 1 I I I I I I I I HYDRAULIC DESIGN, SUMP CATCH BASIN Project: -r~cr 2't/Blt Catch Basin Number: 'rJ-Z ' (nf-ACX>t.>s PldVY@ IJePDe:TbLA Ro.) 10-year Discharge (from Rational Method) (cfs): /7.0 100-yearDischarge (from Rational Method) (cfs): Carryover from c.B. No. ~/A = (cfs): If Total Design Discharge (cfs): 27.0 Maximum Ponding Depth (ft): '.oLt @ STA. 9'/tSo t ~V, = IIlt5:2.1 ~~/t;IJ-1J'tlt.Z:~ Use City of Los Angeles (Department of Public Worki)"kydraulic Design Manual, Chart LL-15 W = J't I Discharge Intercepted (cfs): LtI.D Af\. I 1 I I I I I I I I I I 'I 'I il f , II I I II i , II HYDRAUliC DESIGN, ON-GRADE CATCH BASIN Project: T~cr 2.LJ-IBLf Catch Basin Number: \ 0- 4- I L@ STA 62-150 CAr\PANuLA \Aj'l. ~~~ OEPor<.TOLA e.o. IlITE'RSecrlDl 100year Discharge (from Rational Method) (cfs): 6,,,/ 100-year Discharge (from Rational Method) (cfs): 10,1- Carryover from C.B. No. "'/A = (cfs): fi Total Design Discharge (cfs): /D.1- Flow Depth (ft): eLlDO = O.38'j ct.", "'0,33' (ST. CRosS FAll- '" /.5%.:t) Street Slope: !f.Lt3% cQ) STA,62+8O Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL' 1Lj- W = 28' Discharge Intercepted (cfs): 12.5 > /0.1- Carryover to Downstream Point (cfs): fI Facility Receiving Carryover: 1.%. =>>-:: ." .. 'I p I I I . I I . I I I , ,'I I, ' 'II ~z . .,: '. 'a w I~ . .~ 0.10 0,09 0.08 0.07 0.06 0.01l I I . I Sl'llol 10.,0. 90 &0 7.0 6.0 s.a 4.0. 3.0. 2.0. 1.0 0,90 0.60 0. 0.60 Ql50 0.40. 0.30 0.20 Defbrtolc... @ l1ecJcws Pk.o,.;y 0epiL of .f:/oc.J @ CD..;/). ~ ~D of Of) 'IS S -'4:;>,..., ~ = O.oZ U( "" "}.'::) CfS ()= 0,0/1' O(d.) 30.0 Clc1.) f200~~i -- I~i lIa5: ~~ ~ :: ~:l 0.671010.81 A (ll'lI(ff.) 12.9 0.83 12.5 0.82 It3-&gJ~ '.'.......0.15. 11.9--'0.72 .' 8.3t070 74 0.,67 u 0..65 ---- -:[060 '5 i a,1I5 U..,!'0.50 -- --__ 200 ---- R/W t .0' ..-1tl 31.11' JL__ 0; o 0 I EXAWP\.E I Se. Caned Line) Giw'Itl' Q. 82 cfI S.IO.0"'4 iJlnd . 0-0.10ft. 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