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HomeMy WebLinkAboutHydrology Storm Drain -_C;"~~S~s-~Z::""'~~:~,-,:,:,::,,:::,~l --~::~-;-:":~~~_-~-~-~~;;;~=~~:~_~ __~_~..__. I~--- 'cc:~____ . ~>>Od3>> SJI'IfiWCIAH ONV ^~O'IO>>CIAH SMop~aw aq~ L81JrZ l:>VlIl "HOtI NIVlIO W"HOlS aaAI3:33:H L66L 8 snit :}[Od GffiIVd3}[d 3:>1~~O Oll'OllYN1l38 NitS S3J.VI:lOSSV NVOllI ii\ S~HI~dolcI PIOJP~g :AH G3}[Vd3}[d 06cr6 llJUlOHre;) 'llrroilWil~ OSZ ill!llS 'ilAJ.IO '[eO ill~II!S ~9L8'l L- ~Jf1!:JOSSfS>'fl:J JS/lH, rInl!1P.Id. 'U!:JEb ~ f1& lilUJJilH )pm 'Ul:?WIA~ il'l!W :SUOSlild PlllUO;) I I TABLE OF CONTENTS I I PAGE NO. I I. INTRODUCTION 1 II. -HYDROLOGY 2-3 III. PROPOSED MAINLINE FACILITIES 4 I IV. CATCH BASIN DESIGN 5 V. STORM DRAIN DESIGN 6 I EXHIBITS I "A" LOCATION MAP 1A "BII SOILS MAP 2A lie" STORM DRAIN LOCATION 4A I APPENDIX I "All 100-YEAR HYDROLOGY (RATIONAL METHOD) 1-30 10-YEAR HYDROLOGY (RATIONAL METHOD) 31-40 I "BII HYDROLOGY MAP I lieu CATCH BASIN DESIGN CALCULATIONS AND 1-11 GUTTER CAPACITY ANALYSIS I "D" STORM DRAIN HYDRAULIC ANALYSIS UNE"D" 1-12 I LATERAL "D-1" 13-15 - LATERAL "D-3" 16-18 LATERAL "D-4" 19-20 ;1 LATERAL "D-T' 21-22 UNE"E" 23-28 I LATERAL "E-1" 29-30 I II LATERAL "E-2" 31-32 LATERAL "A-12" 33-35 II LATERAL "A-6" 36-39 LATERAL "A-10" 40-42 LATERAL "A-13" 43-44 11 I I \ I I I I I I I I I I I I I I I I I I I I. INTRODUCTION This report includes the bydrologic and hydraulic calculations performed for the design of onsite drainage facilities for Tract Numbers 24187, 24187-1, and 24187-2 of The Meadows residential development proposed for the City of Temecula, California. This report also includes the basis of design for the mainline storm drain which extends tbrough Tracts 24187 and 24188. 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 and McCabe Drive to the north and 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 tbis report are as follows: 1. Delineate the drainage areas tributary to the onsite catch basins in Tract Numbers 24187, 24187-1, and 24187-2. 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 tbe hydrology results and physical site requirements, design tbe catcb basins and storm drain laterals to convey the computed design discharges. 4. Provide design criteria and calculations for the mainline storm drain extending through the open space just south of Tract 24187 and through tract 24188 from Meadows parkway to Butterfield Stage road. This storm drain is designated as Line "D". Drainage from offsite the project enters at the east tract boundary from Tract No. 24188 and at the south tract boundary from Tract No. 24186. The Master Plan of Drainage, dated July 1989 and revised January 1990, prepared by Robert Bein, William Frost and Associates identifies a combined tributary drainage area of 89.6 acres at nodes 20, 20.6, and 41.5 as shown on the Hydrology Map (Appendix "B"). - 1 - 'Z- I I I I I I I I I I I I I' I I I I I I MORENO VALLEY 4f!I LAKE "<iJI PERRIS PERRIS HEMET LAKE SKINNER ~ ~ VAIL RIVERSIDE COUNTY LAKE -------------- SAN DIEGO COUNTY ~ TEMECULA * ~ .............................. \ " L__________ _______\____________ FALLBROOK Project Location m PALOMA DEL SOL Regional Location Map Exhibit A 3 c;oo <Jt>bert "BeU/.. 'Wi11iJUa <Rbst 0c5fssociates Y JN400011 FEBRUARY 1991 I I I I I I I I I I I I I I I I I I I n. 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 "A", 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 previous, providing the greatest storm runoff, The soils map, excerpted from the Hydrology Manual, is included as Exhibit "B". 2, The runoff coefficient 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 tban 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 Rancbo California areas) > For the 100- year analysis, the data specifies a 100-year 10-minute rainfall intensity of 3.46 inches/hour and a 100-year 6O-minute rainfall intensity of 1.40 inches/hour. For the 10-year analysis, the data specifies a lO-year lO-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", -z- t\ I B I I I I I B I I I I I I I I I I p...')o- I I RCFcaWCD HYDROLOGY IvIANUAL ~ HYDROLOGIC SOILS GROUP MAP FOR I LEGEND SOI~S GROUP BOUNOARY A SOIL..5 GROUP DESIGNATION ~ ---..r-I o FEE7 5000 PECHANG~. EXHIBIT B :..;' I I I I I I I I I I I I I I I I I I I Off-Site Hydrology Approximately 132 acres of the Temecula Creek Watershed is tributary to the proposed storm drain, Currently there is no development within the watershed, however, in the future the land use will consist of single family residential communities of The Meadows and Butterfield Stage Ranch just east of Butterfield Stage Road, The proposed 100-year discharges were calculated using the criteria and guidelines indicated in the Riverside County Flood Control and Water Conservation District Hydrology Manual dated April 1978, All of the design flowrates were originally taken from the "Master Plan of Drainage for The Meadows at Rancho California," prepared by Robert Bein, William Frost & Associates, dated January 1990. This master plan report contains the Rational Method Hydrology, and the Unit Hydrograph Hydrology to develop the design flowrates for the mainline storm drain, - 3 - c., 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 from downstream to upstream begin by joining Tract 24131 Meadows Parkway storm drain lateral "A-4", a 72" RCP, the storm drain transitions to a 66" pipe and extends from the existing facility across the open space between Tracts 24187 and 24186 approximately 1,000 feet to McCabe Drive, At McCabe Drive local street runoff enters the storm drain system. The storm drain transitions to a 48" pipe and extends upstream, approximately 1,050 feet across Tract 24188 open space and joins the existing Butterfield Stage Road 48" storm drain, line "G", - 4 - 1.- I I 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 Numbers 24187, 24187-1 and 24187-2. Catch basins placed in "sump" conditions are sized to accept 100% of the 1oo-year design discharge according to County guidelines, The remaining on-grade basins are designed for the 100-year discharge, Any discharge not picked-up by these 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 to 8-inches as shown on the Hydrology Map in order to carry the 100-year design flows within the street. Detailed catch basin, street capacity, and gutter capacity design calculations are included as Appendix "C", -6- ~ 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 results indicate that the storm drain will operate under supercritical flow conditions for most of the reaches, The storm drain lines have been designed to flow open for the entire length of construction, with the exception of short reaches at junction structures, in order to meet the RCFC & WCD's conditions of approval of tbe Master Plan of Drainage. 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 .015 for CIPP, The hydraulic grade line resulting from the CIPP alternative is plotted on the plans. - (p- ct 10 AND 100 YEAR HYDROLOGY (RATIONAL METHOD) \0 - ' o ~~ . ::j- 08 I ~~ I ~~ I ~~ o -< '" IL=========================================================================== I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- It<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> (C) Copyright 1982,1986 Advanced Engineering Software [AES] I Especially prepared for: I ROBERT BEIN, WILLIAM FROST & ASSOCIATES ~<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> IL*********DESCRIPTION OF RESULTS******************************************** * TRACT 24187 HYDROLOGY * I 100 YR. DESIGN - ULTIMATE CONDITIONS * FEB. 1991 * **************************************************************************** rite IV/>?: /"1.!37/Clt?, C>".,.. It-~~;;-~;;~~;~;~-~~~;~~~~~-~~-~~~~~~~~-;~~;~-~~;~~;~~~~----------------- --~------------------------------------------------------------------------- I USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE I 10-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) = 10-YEAR STORM 60-MINUTE INTENSITY (iNCH/HOUR) = 100-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) 100-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) I SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: I STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) SLOPE OF INTENSITY DURATION CURVE = .5271 FOR FRICTION '2.360 .880 = 3.600 = 1.400 .5505732 .5271139 SLOPE = .90 = 1. 4000 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED Il<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> I Advanced Engineering Software [AES] SERIAL No. 100981 ~<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> IL*************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 7 r----------------------------------------------------------------~---------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: - TC(MIN) = 14.20 RAIN INTENSITY(INCH/HOUR) = 2.99 TOTAL AREA(ACRES) = 149.10 TOTAL RUNOFF(CFS) = I ..r"'NG-1ioN Me,ijJoc.J~ f'..,€JL /,oJ t+ '( 326.30 /'1006. ~o -1- \\ I **************************************************************************** II-:~~~-:~~:~~~_:~~~-~~~~---_:~:~~_:~-~~~~---_:::~~_:~-:~~~_:---~------------ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< It=;~;;~~~;~;~~~~;~:;~~~:~~;;:;~;;:~;::;~~~=~;;~;~========================== PIPEFLOW VELOCITY(FEETjSEC.) = 22.4 I UPSTREAM NODE ELEVATION = 1214.50 DOWNSTREAM NODE ELEVATION = 1195.90 FLOWLENGTH(FEET) = 630.00 MANNINGS N = .014 I GIVEN PIPE DIAMETER (INCH) = 60.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA (CFS) = 326.30 TRAVEL TIME(MIN.) = .47 TC(MIN.) = 14.67 1 11*************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 1 I---------------------------~----------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION (MINUTES) = 14.67 RAINFALL INTENSITY (INCH.jHOUR) = 2.94 TOTAL STREAM AREA (ACRES) = 149.10 I TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1 ARE: 326.30 f*************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 31.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< It=~~;;:~;;;~;~;;=~~~~;~=~;=~~=;~~~~~~~===================================== TC(MIN) = 15.10 RAIN INTENSITY (INCHjHOUR) = 2.90 I TOTAL AREA(ACRES) = 18.20 TOTAL RUNOFF(CFS) = 44.70 f%~ "/tLAC.-r :Z41"':>f (NO"" /o</-) **************************************************************************** IL_~~~~_~~~:~~~_~~~~_~~~~____:::~~_:~_~~~~____:::~~_:~_:~~~_:___:____________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< It=;~~;~~;~;;=~~~~;;=~;;;=;~;=~;;;;;;;;~;=;;;;~==;=~;;~===========~========= TIME OF CONCENTRATION(MINUTES) = 15.10 I RAINFALL INTENSITY (INCH.jHOUR) = 2.90 TOTAL STREAM AREA (ACRES) = 18.20 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 44.70 Il*************************************************************************** FLOW PROCESS FROM NODE 31.10 TO NODE 34.00 IS CODE = 2 r--------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM I DEVELOPMENT IS CONDOMINIUM . TC = K*[(LENGTH**3)j(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 850.00 I G~-t -Z-- I UPSTREAM ELEVATION = 1240.80 DOWNSTREAM ELEVATION = 1226.00 1 ELEVATION DIFFERENCE = 14.80 TC = .359*[( 850.00**3)/( 14.80)]**.2 = 11.993 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.271 SOIL CLASSIFICATION IS "c" I CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8512 SUBAREA RUNOFF(CFS) = 16.71 TOTAL AREA(ACRES) = 6.00 TOTAL RUNOFF(CFS) = I 16.71 **************************************************************************** IJ-:~~-:~~~~~~-:~~~-~~~~----:~:~~-:~-~~~~----:~:=~-:~-~~~~-:---~------------ >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< If=~~~~~~;;~~~~~~~~~~~::==~~~~~gg===~g~~~~~~:~~~~~~~~~:::~=~;~~~~~========= STREET HALFWIDTH(FEET) = 20.00 1 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 1 I I I I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .017 10.00 &c;;--::. **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 15.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 2.10 STREETFLOW TRAVELTIME(MIN) = .86 TC(MIN) = 23.81 5.22 12.86 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.154 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8497 SUBAREA AREA(ACRES) = 5.30 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 11.30 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 17.81 FLOW VELOCITY(FEET/SEC.) = 5.48 DEPTH*VELOCITY = 2.38 14.20 30.91 ~t-<c.t. 5r. Fwv-' 70 c.,e" tI /12 Il*************************************************************************** FLOW PROCESS FROM NODE 34.10 TO NODE 34.10 IS CODE = 7 1- --------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: I TC(MIN) = 12.90 RAIN INTENSITY (INCH/HOUR) = 3.15 TOTAL AREA(ACRES) = 2.30 TOTAL RUNOFF(CFS) = 24.00 . C,t;>. It( Jz ~"'I"A<'I-r-r ~*************************************************************************** FLOW PROCESS FROM NODE 34.10 TO NODE 31.00 IS CODE = 3 f--------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< 1============================================================================ -~-- \2- I DEPTH OF FLOW IN 21. 0 INCH PIPE IS 15.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.6 1 UPSTREAM NODE ELEVATION = 1188.00 DOWNSTREAM NODE ELEVATION = 1180.00 FLOWLENGTH(FEET) = 250.00 MANNINGS N = .013 I ESTIMATED PIPE DIAMETER (INCH) = 21.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 24.00 TRAVEL TIME(MIN.) = .33 TC(MIN.) = 13.23 1 11*************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 1 1--------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 1f=~~:~~g~~~~:~~~~~:~~~~:~~:~~~;~;~~~~~:;;;;~==;=~;7===================== RAINFALL INTENSITY (INCH./HOUR) = 3.11 I TOTAL STREAM AREA (ACRES) = 2.30 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = I ---------------------------------------------------------------------------- I I I I 24.00 CONFLUENCE INFORMATION: STREAM RUNOFF TIME NUMBER (CFS) (MIN.) INTENSITY ( INCH/HOUR) 1 2 3 326.30 44.70 24.00 14.67 15.10 13.23 2.942 2.897 3.106 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA (RCFC&WCD) USED FOR 3 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 392.45 388.43 357.47 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF (CFS) = 392.45 TIME (MINUTES) = 14.668 TOTAL AREA(ACRES) = 169.60 (*************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 4 --------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< I >>>>>USING USER-SPECIFIED PIPESIZE<<<<< =========================================================================== DEPTH OF FLOW IN 66.0 INCH PIPE IS 51.6 INCHES I PIPEFLOW VELOCITY(FEET/SEC.) = 19.7 UPSTREAM NODE ELEVATION = 1195.30 DOWNSTREAM NODE ELEVATION = 1178.90 I FLOWLENGTH(FEET) = 850.00 MANNINGS N = .014 GIVEN PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 392.45 TRAVEL TIME(MIN.) = .72 TC(MIN.) = 15.39 I 1 **************************************************************************** ~_:~~_:~~~~~~_:~~~-~~~~-----_::~_:~-~~~~---_:~:~~_:~-~~~~_:_--~------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 1========================================::=:================================ \3 I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.868 SOIL CLASSIFICATION IS "c" G~-z. 1 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8223 I~ -r~. '2..J-i'?/ SUBAREA AREA(ACRES) = 7.00 SUBAREA RUNOFF(CFS) = 16.51 TOTAL AREA(ACRES) = 176.60 TOTAL RUNOFF(CFS) = 408.96 I TC(MIN) = 15.39 **************************************************************************** I-:~~-:~~~~~~_:~~~-~~~~---_:~:~~_:~-~~~~---_:~:~~_:~-~~~~_:_--~------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 1=~~~;~~~~~~=;~~~~;=~;~~=;~;=~~~~;~~~~~;=;;;~~==~=~~7===================== TIME OF CONCENTRATION(MlNUTES) = 15.39 RAINFALL INTENSITY (INCH./HOUR) = 2.87 I TOTAL STREAM AREA (ACRES) = 176.60 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 408.96 1*************************************************************************** FLOW PROCESS FROM NODE .20 TO NODE 10.00 IS CODE = 2 ---------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =========================================================================== ASSUMED INITIAL SUBAREA UNIFORM I DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 670.00 UPSTREAM ELEVATION = 1226.00 1 DOWNSTREAM ELEVATION = 1208.70 ELEVATION DIFFERENCE = 17.30 TC = .303*[( 670.00**3)/( 17.30)]**.2 = 8.504 I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.921 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8881 1_ SUBAREA RUNOFF(CFS) = 4.53 TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = ~-I 4.53 1*************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 32.50 IS CODE = 6 I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< =========================================================================== UPSTREAM ELEVATION = 1208.70 DOWNSTREAM ELEVATION = 1194.60 I STREET LENGTH(FEET) = 850.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 38.00 I 1 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSS FALL (DECIMAL) = .020 OUTSIDE STREET CROSS FALL (DECIMAL) = .020 20.00 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 13.75 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.46 -$- (;(..-2 7.20 v\ 1 1 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.188 SOIL CLASSIFICATION IS "c" 1 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8858 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 3.20 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: 1 DEPTH (FEET) = .47 HALFSTREET FLOODWIDTH(FEET) = 15.50 FLOW VELOCITY(FEET/SEC.) = 3.82 DEPTH*VELOCITY = 1.79 PRODUCT OF DEPTH&VELOCITY = STREETFLOW TRAVELTIME(MIN) = 4,09 1.50 TC(MIN) = 12.59 5.36 9.89 CATcH- S-";.'N /f14 ~*************************************************************************** FLOW PROCESS FROM NODE 32.50 TO NODE 32.00 IS CODE = 3 ---------------------------------------------------------------------------- 1 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.7 UPSTREAM NODE ELEVATION = 1185.00 1 DOWNSTREAM NODE ELEVATION = 1180.10 FLOWLENGTH(FEET) = 50.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 1 PIPEFLOW THRU SUBAREA(CFS) = 9.89 TRAVEL TIME(MIN.) = .05 TC(MIN.) = 12.65 ~****************.*********************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 1 ---------------------------------------------------------------------------- 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 I 1 ---------------------------------------------------------------------------- I 1 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION (MINUTES) = 12.65 RAINFALL INTENSITY (INCH./HOUR) = 3.18 TOTAL STREAM AREA (ACRES) = 3.20 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 2 ARE: 9.89 CONFLUENCE INFORMATION: STREAM RUNOFF TIME NUMBER (CFS) (MIN. ) INTENSITY (INCH/HOUR) 1 2 408.96 9.89 15.39 12.65 2.868 3.181 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA (RCFC&WCD) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 417.88 346.05 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF (CFS) = 417.88 TIME (MINUTES) = 15.387 TOTAL AREA(ACRES) = 179.80 1**************************************************************************** I FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 4 -,,- \-5 11--------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< I >>>>>USING USER-SPECIFIED PIPESIZE<<<<< =========================================================================== DEPTH OF FLOW IN 66.0 INCH PIPE IS 48.1 INCHES 1 PIPEFLOW VELOCITY(FEETjSEC.) = 22.5 UPSTREAM NODE ELEVATION = 1178.70 DOWNSTREAM NODE ELEVATION = 1177.80 FLOWLENGTH(FEET) = 35.00 MANNINGS N = .014 I GIVEN PIPE DIAMETER(INCH) = 66.00. NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 417.88 TRAVELTIME(MIN.) = .03 TC(MIN.) = 15.41 1 11*************************************************************************** FLOW PROCESS FROM NODE 34.10 TO NODE 34.10 IS CODE = 7 1_-------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ 1 USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.90 RAIN INTENSITY(INCHjHOUR) = 3.15 TOTAL AREA(ACRES) = 2.30 TOTAL RUNOFF(CFS) = 6.90 I CI'I"-CH t::!>,q-S"VS,lf/!Z- P<-<,""I$( *************************************************************************** FLOW PROCESS FROM NODE 34.10 TO NODE 34.40 IS CODE = 6 I-------------------------------------------~------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) I 1 I 1 I I I 1216.00 420.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1202.00 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .017 10.00 (l7QVii p,-u,,",sl' f"i.qc...J 7"<7 N""'" ~4-: 4 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .29 HALFSTREET FLOODWIDTH(FEET) = 9.47 AVERAGE FLOW VELOCITY(FEETjSEC.) = PRODUCT OF DEPTH&VELOCITY = 1.14 STREETFLOW TRAVELTIME(MIN) = 1.79 TC(MIN) = 6.90 3.90 14.69 100.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 2.939 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8467 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 2.30 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .29 HALFSTREET FLOODWIDTH(FEET) = FLOW VELOCITY(FEETjSEC.) = 3.90 DEPTH*VELOCITY = .00 6.90 9.47 1.14 Ir*************************************************************************** FLOW PROCESS FROM NODE 34.40 TO NODE 34.40 IS CODE = 1 ---------------------------------------------------------------------------- 1 lIP -7- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MINUTES) = 14.69 RAINFALL INTENSITY (INCH./HOUR) = 2.94 TOTAL STREAM AREA (ACRES) = 2.30 I TOTAL STREAM RUNOFF (CFS) AT CONFLUENCE = 1 ARE: ============================================================================ 6.90 1*************************************************************************** FLOW PROCESS FROM NODE 34.20 TO NODE 34.30 IS CODE = 2 ---------------------------------------------------------------------------- 1= >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =========================================================================== ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER 1 TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 480.00 UPSTREAM ELEVATION = 1240.50 I DOWNSTREAM ELEVATION = 1224.00 ELEVATION DIFFERENCE = 16.50 TC = .709*[( 480.00**3)/( 16.50)]**.2 = 16.449 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.769 1 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7399 SUBAREA RUNOFF(CFS) = 3.28 I TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) = c"G1 - ?J (tAN(JG~ S,(7eb.Hll-.... ptlll1tl) t""((./7 w.-/i..e7"' ~, ?o6 3.28_ 1**************************************************************************** FLOW PROCESS FROM NODE 34.30 TO NODE 34.40 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< It=~;~;~~~=~~~~~;~~;=:===~;;~:~~===~~~~;~~~=~~~~~;~~;=:===~;~;:~~========= STREET LENGTH (FEET) = 875.00 CURB HEIGTH(INCHES) = 6. 1 STREET HALFWIDTH(FEET) = 20.00 I I I 1 I 1 I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 10.00 SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 12.81 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.27 STREETFLOW TRAVELTIME(MIN) = 4.01 TC(MIN) = 3.64 20.46 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.469 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8385 SUBAREA AREA(ACRES) = 7.50 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 9.10 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 4.12 DEPTH*VELOCITY = -e,- &C... <} 2 11. 03 15.52 18.80 15.94 1. 66 I 1*************************************************************************** FLOW PROCESS FROM NODE 34.40 TO NODE 34.40 IS CODE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< -=========================================================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 1 TIME OF CONCENTRATION(MlNUTES) = 20.46 RAINFALL INTENSITY (INCH./HOUR) = 2.47 TOTAL STREAM AREA (ACRES) = 9.10 I TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 18.80 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY I NUMBER (CFS) (MIN.) (INCH/HOUR) --------------------------------------------------------------------------- 1 6.90 14.69 2.939 2 18.80 20.46 2.469 1 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO I FORMULA (RCFC&WCD) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 29.40 24.60 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: I RUNOFF (CFS) = 24.60 TIME (MINUTES) = 20.458 TOTAL AREA(ACRES) = 11.40 11***********.*****.********************************************************* FLOW PROCESS FROM NODE 34.40 TO NODE 35.00 IS CODE = 6 ---------------------------------------------------------------------------- I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< =========================================================================== UPSTREAM ELEVATION = 1202.00 DOWNSTREAM ELEVATION = 1196.00 I STREET LENGTH(FEET) = 540.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 I I SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 2 I 1 I I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.326 I SOIL CLASSIFICATION IS "C" DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .017 10.00 G.G.-t;> **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) = .501 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.84 STREETFLOW TRAVELTIME(MIN) = 2.44 TC(MIN) = 22.90 30.24 3.68 \1 -'1- I CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8355 SUBAREA AREA (ACRES) = 5.80 SUBAREA RUNOFF(CFS) = 1 SUMMED AREA (ACRES) = 17.20 TOTAL RUNOFF (CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .52 HALFSTREET FLOODWIDTH(FEET) = 20.00 1 FLOW VELOCITY(FEET/SEC.) = 3.99 DEPTH*VELOCITY = 2.07 11. 27 35.87 1,11"'.-,.> r, C-A/c# ~~,~S II"? J 4- **************************************************************************** ~_:~~~_:~~:~~~_:~~~-~~~~---_:::~~_:~-~~~~---_:::~~_:~-:~~~_:_--~------------ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< 1r=~~;;:~;;~~;~;;=~~~~;~=~;=~~=;~~~;~7===================================== TC(MIN) = 22.90 RAIN INTENSITY(INCH/HOUR) = 2.33 TOTAL AREA(ACRES) = 23.90 TOTAL RUNOFF(CFS) = 33.00 1 CArel! 6A;;trt CAf'Ac.,ry c.6, -II-?tf **************************************************************************** ~_:~~~_:~~:~~~_:~~~-~~~~---_:::~~_:~-~~~~---_:::~~_:~-:~~~_:_-_:_----------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< It=;;;;;~~;~;~;~~;:~;;~~:~~~~;~;~:~;:~~~~~~~;;;;;~~~~=::~:~:::::=========== PIPEFLOW VELOCITY(FEET/SEC.) = 16.2 1 UPSTREAM NODE ELEVATION = 1190.00 DOWNSTREAM NODE ELEVATION = 1179.40 FLOWLENGTH(FEET) = 220.00 MANNINGS N = .013 I ESTIMATED PIPE DIAMETER (INCH) = 24.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 33.00 TRAVEL TIME(MIN.) = .23 TC(MIN.) = 23.13 1 IL*************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE = 1 .---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MINUTES) = 23.13 RAINFALL INTENSITY (INCH.jHOUR) = 2.31 TOTAL STREAM AREA (ACRES) = 23.90 1 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1 ARE: 33.00 r*************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< 1t=~~;;:~;;~~;~;;=~~~~;~=~;=~~=;~~~;~7===================================== TC(MIN) = 15.40 RAIN INTENSITY(INCH/HOUR) = 2.87 1 TOTAL AREA(ACRES) = 174.20 TOTAL RUNOFF(CFS) = 417.90 I?OIl /"'lAIN {../N6 ;1f?i!- "'7" ..7Z<Nc.7(o,J (,..ope. 3") [**************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE = 1 --------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< -10- \fl. 1 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I 1 ---------------------------------------------------------------------------- I I I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MlNUTES) = 15.40 RAINFALL INTENSITY (INCH./HOUR) = 2.87 TOTAL STREAM AREA (ACRES) = 174.20 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 2 ARE: 417.90 CONFLUENCE INFORMATION: STREAM RUNOFF TIME NUMBER (CFS) (MIN.) INTENSITY (INCH/HOUR) 1 2 33.00 417.90 23.13 15.40 2.314 2.867 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA (RCFC&WCD) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 370.28 439.88 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF (CFS) = 439.88 TIME (MINUTES) = 15.400 TOTAL AREA(ACRES) = 198.10 Il*************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 37.00 IS CODE = 4 I--~------------------------------------------------------------------------ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< r-=========================================================================== DEPTH OF FLOW IN 66.0 INCH PIPE IS 49.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 23.0 . UPSTREAM NODE ELEVATION = 1177.70 I DOWNSTREAM NODE ELEVATION = 1153.80 FLOWLENGTH(FEET) = 900.00 MANNINGS N = .014 GIVEN PIPE DIAMETER (INCH) = 66.00 NUMBER OF PIPES = 1 I PIPEFLOW THRU SUBAREA(CFS) = 439.88 TRAVEL TIME(MIN.) = .65 TC(MIN.) = 16.05 1*************************************************************************** FLOW PROCESS FROM NODE 38.10 TO NODE 38.00 IS CODE = 2 ---------------------------------------------------------------------------- a >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =========================================================================== ASSUMED INITIAL SUBAREA UNIFORM I DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 r;;.G-r:" INITIAL SUBAREA FLOW-LENGTH = 900.00 UPSTREAM ELEVATION = 1243.00 1 DOWNSTREAM ELEVATION = 1228.00 ELEVATION DIFFERENCE = 15.00 TC = .359*[( 900.00**3)/( 15.00)]**.2 = 12.378 1 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.217 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8506 I SUBAREA RUNOFF(CFS) = 12.86 TOTAL AREA(ACRES) = 4.70 TOTAL RUNOFF(CFS) = 12.86 I _11_ 11***********.***.*********************************************************** FLOW PROCESS FROM NODE 38.00 TO NODE 39.00 IS CODE = 6 I-~~~~~~~;;~;~-~;;;~;;~;-;~~~~;~;~-;~;~-~~;~~~~~~~~---------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) II II I 1 1 I I 1228.00 285.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1217.50 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 10.00 G&-7 SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 17.81 AVERAGE FLOW VELOCITY(FEETjSEC.) = PRODUCT OF DEPTH&VELOCITY = 2.40 STREETFLOW TRAVELTIME(MIN) = .86 TC(MIN) = 15.61 5.54 13.24 100.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 3.105 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8854 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 6.70 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .45 HALFSTREET FLOODWIDTH(FEET) = 19.06 FLOW VELOCITY(FEETjSEC.) = 5.72 DEPTH*VELOCITY = 2.60 5.50 18.36 1*************************************************************************** FLOW PROCESS FROM NODE 39.00 TO NODE 40.50 IS CODE = 6 ----------~----------------------------------------------------------------- I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< =========================================================================== UPSTREAM ELEVATION = 1217.50 DOWNSTREAM ELEVATION = 1187.50 I STREET LENGTH(FEET) = 630.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 22.00 1 1 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I 1 1 1 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSS FALL (DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 12.00 G<;;.-B **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .48 HALFSTREET FLOODWIDTH(FEET) = 17.88 AVERAGE FLOW VELOCITY(FEETjSEC.) = PRODUCT OF DEPTH&VELOCITY = 3.23 STREETFLOW TRAVELTIME(MIN) = 1.57 TC(MIN) = 22.12 6.68 14.81 100.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = SOIL CLASSIFICATION IS "c" COMMERCIAL DEVELOPMENT RUNOFF SUBAREA AREA(ACRES) = 2.90 2.927 COEFFICIENT = .8847 SUBAREA RUNOFF(CFS) = 7.51 V\ -12.- 1 SUMMED AREA(ACRES) = 9.60 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: I DEPTH (FEET) = .50 HALFSTREET FLOODWIDTH(FEET) = 18.63 FLOW VELOCITY(FEET/SEC.) = 7.21 DEPTH*VELOCITY = 3.60 25.87 t#n# .6';$/1'1 :#'6 fY7,CII-~ J;?"I!IVG 1*************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< =========================================================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 1 TIME OF CONCENTRATION(MINUTES) = 14.81 RAINFALL INTENSITY (INCH./HOUR) = 2.93 TOTAL STREAM AREA (ACRES) = 9.60 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 25.87 I **************************************************************************** I FLOW PROCESS FROM NODE 40.10 TO NODE 40.00 IS CODE = 7 --------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 18.20 RAIN INTENSITY(INCH/HOUR) = 2.63 TOTAL AREA(ACRES) = 3.20 TOTAL RUNOFF(CFS) = 18.20 CI'l7(:;!I- t!M~,.-.{ I"e:,.. -r"e, '2-4/88 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 1 II-~~~~~~;~~~;~;;-~;~;;;;~;;;-~;;;~-;~;-~~;;~~;;~;:::::--------------------- >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 1=========================================================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 18.20 1 RAINFALL INTENSITY (INCH./HOUR) = 2.63 TOTAL STREAM AREA (ACRES) = 3.20 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = I 18.20 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) II---~-------;~~;;-----~~~;~-------;~~;;------------------------------------- 2 18.20 18.20 2.626 1 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA (RCFC&WCD) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: I 40.68 41.41 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF (CFS) = 41.41 TIME (MINUTES) = 18.200 I TOTAL AREA(ACRES) = 12.80 f*************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 3 --------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< 1 VJ -13- I >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ I DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.9 INCHES PIPEFLOW VELOCITY(FEETjSEC.) = 9.4 UPSTREAM NODE ELEVATION = 1187.50 DOWNSTREAM NODE ELEVATION = 1187.00 1 FLOWLENGTH(FEET) = 50.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 41.41 I TRAVEL TIME(MIN.) = .09 TC(MIN.) = 18.29 1*************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 41.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< It=~~~;~;;~~;=~~~;;;=;;;;=;~;=~~;;;;~;;~;=;;;;~==~=~;;~===================== TIME OF CONCENTRATION(MINUTES) = 18.29 I RAINFALL INTENSITY (INCH.jHOUR) = 2.62 TOTAL STREAM AREA (ACRES) = 12.80 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 41.41 11*************************************************************************** FLOW PROCESS FROM NODE 41.10 TO NODE 41.00 IS CODE = 7 I----------------------------~---------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 16.40 RAIN INTENSITY (INCHjHOUR) = 2.77 TOTAL AREA(ACRES) = 81.80 TOTAL RUNOFF(CFS) = 196.50 I ~~ m~NuN~~~ ~6~~'U~g *************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 41.00 IS CODE = 1 Il-:::::~;;~~;~;;-~;~;;;;~;;;-;;;;~-;~;-~~;;~~;;~;~~~~~--------------------- >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 1r=~~~;~;;~~;=~~~;;;=;;;;=;~;=~~;;;;~;;~;=;;;;~==;=~;;7===================== TIME OF CONCENTRATION (MINUTES) = 16.40 RAINFALL INTENSITY (INCH.jHOUR) = 2.77 1 TOTAL STREAM AREA (ACRES) = 81.80 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1 ---------------------------------------------------------------------------- I I I 1 196.50 CONFLUENCE INFORMATION: STREAM RUNOFF TIME NUMBER (CFS) (MIN.) INTENSITY (INCHjHOUR) 1 2 41.41 196.50 18.29 16.40 2.619 2.774 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMU1A(RCFC&WCD) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 226.94 233.63 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF (CFS) = 233.63 TIME (MINUTES) = 16.400 TOTAL AREA(ACRES) = 94.60 ~~- ~ 1 1*************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 41.40 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< I >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< =========================================================================== DEPTH OF FLOW IN 60.0 INCH PIPE IS 45.6 INCHES I PIPEFLOW VELOCITY(FEET/SEC.) = 14.6 UPSTREAM NODE ELEVATION = 1177.00 DOWNSTREAM NODE ELEVATION = 1170.00 1 FLOWLENGTH(FEET) = 670.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER (INCH) = 60.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA (CFS) = 233.63 I TRAVEL TIME(MIN.) = .76 TC(MIN.) = 17.16 1 **************************************************************************** I-~~~-:~~:~~~-~~~~-~~~~----~:::~_:~-~~~~----~::~~-=~_:~~~-:_--~------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 1I========~~~~~:~:~;~~~:~~~~~~:g:~;~;;==================================== TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 c.G-"l 1 INITIAL SUBAREA.FLOW-LENGTH = 810.00 UPSTREAM ELEVATION = 1241.00 DOWNSTREAM ELEVATION = 1227.00 I ELEVATION DIFFERENCE = 14.00 TC = .359*[( 810.00**3)/( 14.00)]**.2 = 11.782 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.302 SOIL CLASSIFICATION IS "C" 1 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8516 SUBAREA RUNOFF(CFS) = 11.81 TOTAL AREA(ACRES) = 4.20 TOTAL RUNOFF(CFS) = 11.81 I **************************************************************************** FLOW PROCESS FROM NODE 43.00 TO NODE 44.00 IS CODE = 6 It-~~~~~~;;~~;~-;;;~~;;~;-;~;~~;~;~-;~;~-;~~~~~~~~~~---------------------- ============================================================================ 1 UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1 I I 1 I 1227.00 600.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1205.50 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 10.00 &G-/r/ SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 15.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 2.00 STREETFLOW TRAVELTIME(MIN) = 2.01 TC(MIN) = 22.67 4.97 13.79 -/s- I I I 1 **************************************************************************** FLOW PROCESS FROM NODE 44.00 TO NODE 44.50 IS CODE = 6 I-~~~~~~~;;~~;-;~~;;~;~;-~~~;~~~;;-~;~~-;~~~;~~~~~~-----------~---------- 100.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 3.039 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8481 SUBAREA AREA(ACRES) = 8.40 SUBAREA RUNOFF(CFS) = SUMMED AREA (ACRES) = 12.60 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 18.44 FLOW VELOCITY(FEETjSEC.) = 5.56 DEPTH*VELOCITY = 2.47 21. 65 33.46 ============================================================================ 1 UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1 I 1 I 1 I I I 1 1205.50 650.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1198.50 GG -;a<:> DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .017 10.00 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) = .54 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEETjSEC.) = PRODUCT OF DEPTH&VELOCITY = 2.10 STREETFLOW TRAVELTIME(MIN) = 2.79 TC(MIN) = 16.58 38.00 3.89 100.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 2.758 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8438 SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) SUMMED AREA(ACRES) = 16.50 TOTAL RUNOFF(CFS) =' END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .56 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEETjSEC.) = 4.03 DEPTH*VELOCITY = 2.25 9.07 42.51 IrI~/..oW 10 CArCH /toRSI"'!' ""'8 4- <1 **************************************************************************** I FLOW PROCESS FROM NODE 44.50 TO NODE 44.50 IS CODE = 7 --------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< 1I=;;;;:;;;~~;~;;=~~~;;;=~=~;=;~~~;;7===================================== TC(MIN) = 16.60 RAIN INTENSITY (INCHjHOUR) = 2.76 C.b #8;1-cr 1 TOTAL AREA(ACRES) = 16.50 TOTAL RUNOFF(CFS) = 39.00 C4-l'l/clrr' **************************************************************************** 1 z:z, -If>- 1 FLOW PROCESS FROM NODE 44.50 TO NODE 44.70 IS CODE = 3 ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ 1 DEPTH OF FLOW IN 21. 0 INCH PIPE IS 16.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 19.5 UPSTREAM NODE ELEVATION = 1193.00 DOWNSTREAM NODE ELEVATION = 1190.00 1 FLOWLENGTH (FEET) = 40 . 00 MANNINGS N = . 013 ESTIMATED PIPE DIAMETER (INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 39.00 1 TRAVEL TIME (MIN.) = .03 TC (MIN.) = 16.63 **************************************************************************** Il-:~~-:~~:~~~-:~~~-~~~~----~~:~~-:~-~~~~----~~:~~-:~-:~~~-:---:------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 1r=~~~;~;;~~;=~~~;;;=;;;;=;~;=~~;;;;~;;~;=;;;;~==~=~;;7===================== TIME OF CONCENTRATION(MlNUTES) = 16.63 RAINFALL INTENSITY (INCH./HOUR) = 2.75 I TOTAL STREAM AREA (ACRES) = 16.50 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 39.00 1* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * .". * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 44.80 TO NODE 44.90 IS CODE = 2 J[-:::::~;~;;~~-;;;;;~-~;~;~~~-~~~~;~-~~~~~~~:::::------------------------ -=========================================================================== ASSUMED INITIAL SUBAREA UNIFORM 1 DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[ (LENGTH**3)/(ELEVATION CHANGE) ]**.2 Gc"-/I.tS INITIAL SUBAREA FLOW-LENGTH = 750.00 1 UPSTREAM ELEVATION = 1224.50 DOWNSTREAM ELEVATION = 1204.50 ELEVATION DIFFERENCE = 20.00 TC = .709*[( 750.00**3)/( 20.00)]**.2 = 20.688 I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.454 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7234 I SUBAREA RUNOFF(CFS) = 1.42 TOTAL AREA(ACRES) = .80 TOTAL RUNOFF(CFS) = 1.42 ..*~************************************************************************* FLOW PROCESS FROM NODE 44.90 TO NODE 44.95 IS CODE = 5 ---------------------------------------------------------------------------- 1 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ I UPSTREAM NODE ELEVATION = 1204.50 DOWNSTREAM NODE ELEVATION = 1200.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 I CHANNEL BASE(FEET) = 4.00 "Z" FACTOR = 3.000 MANNINGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA (CFS) = 1.42 1 FLOW VELOCITY(FEET/SEC) = 1.52 FLOW DEPTH(FEET) = .20 '2--~ -(7- 1 TRAVEL TIME(MIN.) = 5.49 TC(MIN.) = 26.18 1*************************************************************************** FLOW PROCESS FROM NODE 44.90 TO NODE 44.95 IS CODE = 8 I[:::::~~~~~~~~:~~:~~~~~~:~~:~~~~~~~:~~~~:~~~~:::::::::::::::::::::::::::: 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.168 1 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7051 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 1 TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = TC(MIN) = 26.18 GGr-II.0 1. 53 2.95 ;;::,<;>;1. tt- /lvl..<- i C,l/ic.rl ;:5"">,,"; tf/o 1*************************************************************************** FLOW PROCESS FROM NODE 44.95 TO NODE 44.70 IS CODE = 3 ---------------------------------------------------------------------------- 1 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.3 UPSTREAM NODE ELEVATION = 1191.00 I DOWNSTREAM NODE ELEVATION = 1190.00 FLOWLENGTH(FEET) = 80.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 I PIPEFLOW THRU SUBAREA(CFS) = 2.95 TRAVEL TIME(MIN.) = .25 TC(MIN.) = 26.43 1****************************************************~********************** FLOW PROCESS FROM NODE 44.70 TO NODE 44.70 IS CODE = 1 ---------------------------------------------------------------------------- 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I 1 1 ---------------------------------------------------------------------------- I I I ~I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION (MINUTES) = 26.43 RAINFALL INTENSITY (INCH./HOUR) = 2.16 TOTAL STREAM AREA (ACRES) = 1.80 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 2 ARE: 2.95 CONFLUENCE INFORMATION: STREAM RUNOFF TIME NUMBER (CFS) (MIN.) INTENSITY (INCH/HOUR) 1 2 39.00 2.95 16.63 26.43 2.753 2.157 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA (RCFC&WCD) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 40.86 33.50 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF (CFS) = 40.86 TIME (MINUTES) = 16.634 TOTAL AREA(ACRES) = 18.30 -/'{,- 1 **************************************************************************** ~_:~~_:~~:~~~_:~~~-~~~~----~~:~~-~~-~~~~----~::~~_:~_:~~~_:_--~------------ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< It=~;;;;=~;=;~;=~;==;~~~=~;~;=;~;;=~;==~;~;=~;~;;;========================== PIPEFLOW VELOCITY(FEET/SEC.) = 23.5 1- UPSTREAM NODE ELEVATION = 1190.00 DOWNSTREAM NODE ELEVATION = 1170.00 FLOWLENGTH(FEET) = 175.00 MANNINGS N = .013 1 ESTIMATED PIPE DIAMETER (INCH) = 21.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA (CFS) = 40.86 TRAVEL TIME(MIN.) = .12 TC(MIN.) = 16.76 1 Il*************************************************************************** FLOW PROCESS FROM NODE 41.40 TO NODE 41.40 IS CODE = 1 I[:~~~~~~~~~~~~~~:~~~~~~~~~~~:~~~~~:~~~:~~~~~~~~~~:::::::::::::::::::::::::: CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: I TIME OF CONCENTRATION (MINUTES) = 16.76 RAINFALL INTENSITY (INCH./HOUR) = 2.74 TOTAL STREAM AREA (ACRES) = 18.30 1 TOTAL STREAM RUNOFF(CFS) AT-CONFLUENCE = 40.86 **************************************************************************** IL_:~~_:~~:~::_:~~~_~~~~____~~:~~_:~_~~~~____~~:~~_::_:~~~_:_--~------------ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< It=;;;;:;;;~~;~;~=;~~;;;=~;=~;=;~~~;;~===================================== TC(MIN) = 17.20 RAIN INTENSITY(INCH/HOUR) = 2.70 1 TOTAL AREA(ACRES) = 94.60 TOTAL RUNOFF(CFS) = 233.60 40'" rv?/il!'l !-I!'Ie. p>,I'~ rwv:; AI .:n,<ric..7iON **************************************************************************** Il-::~~-:~~:~~~_:~~~-~~~~----~::~~-~~-~~~~----~::~~_:~-:~~~_:_-_:_----------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< . >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ~=========================================================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 1 TIME OF CONCENTRATION (MINUTES) = 17.20 RAINFALL INTENSITY (INCH./HOUR) = 2.70 TOTAL STREAM AREA (ACRES) = 94.60 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = I 233.60 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY I- NUMBER (CFS) (MIN.) (INCH/HOUR) --------------------------------------------------------------------------- 1 40.86 16.76 2.742 2 233.60 17.20 2.705 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA (RCFC&WCD) USED FOR 2 STREAMS. 1 -/q- z.A... I VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 268.46 273.90 1 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF (CFS) = 273.90 TIME (MINUTES) = 17.200 TOTAL AREA(ACRES) = 112.90 1* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *'* * * * * FLOW PROCESS FROM NODE 41.40 TO NODE 41.50 IS CODE = 3 I-~~~~~~~~;~~;-;~;;;~;-~~~;~~~;;-~;;~-~~;~;~:::::------------------------ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< II=~~;;~=~;=;~;=~;==;;~~=~;~~=;~;~=~~==~~~;=~;~~~~========================== PIPEFLOW VELOCITY(FEET/SEC.) = 14.1 UPSTREAM NODE ELEVATION = 1170.00 I DOWNSTREAM NODE ELEVATION = 1168.50 FLOWLENGTH(FEET) = 175.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 I PIPEFLOW THRU SUBAREA(CFS) = 273.90 TRAVEL TIME(MIN.) = .21 TC(MIN.) = 17.41 11*************************************************************************** FLOW PROCESS FROM NODE 41.50 TO NODE 41.50 IS CODE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ================~========================================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 1 TIME OF CONCENTRATION (MINUTES) = 17.41 RAINFALL INTENSITY (INCH./HOUR) = 2.69 TOTAL STREAM AREA (ACRES) = 112.90 I TOTAL STREAM RUNOFF (CFS) AT CONFLUENCE = 273.90 **************************************************************************** IJ-:~~-:~~:~~~-:~~~-~~~~----~::~~-:~-~~~~----~::~~-:~-:~~~-:---~------------ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< 1r=;~~;:~;~~~;~~~=~~~;~~=~~=~~=;~~~;~7===================================== TC(MIN) = 10.70 RAIN INTENSITY(INCH/HOUR) = 3.47 TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) = 7.20 I LA-re.e.Ai- C?N/V6v/,ON ro(7...; -r~, 24-/8(;; **************************************************************************** I FLOW PROCESS FROM NODE 41.50 TO NODE 41.50 IS CODE = 1 ------------------~-------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 1t=~~~;~~~~;~~~~;;~~~~~~;~;~~;;;;;~~;;;:;;;;~~~;~~;7::=================== TIME OF CONCENTRATION(MINUTES) = 10.70 1 RAINFALL INTENSITY (INCH./HOUR) = 3.47 TOTAL STREAM AREA (ACRES) = 2.40 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1 I 7.20 CONFLUENCE INFORMATION: STREAM RUNOFF TIME NUMBER (CFS) (MIN.) INTENSITY ( INCH/HOUR) - z..o - z.~ 11--------------------------------------------------------------------------- 1 1 I 1 2 273.90 7.20 17.41 10.70 2.688 3.474 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA (RCFC&WCD) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 279.47 175.57 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF (CFS) = 279.47 TIME (MINUTES) = 17.407 TOTAL AREA(ACRES) = 115.30 11*************************************************************************** FLOW PROCESS FROM NODE 41.50 TO NODE 42.00 IS CODE = 3 ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 63.0 INCH PIPE IS 46.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.3 UPSTREAM NODE ELEVATION = 1168.00 DOWNSTREAM NODE ELEVATION = 1159.40 I FLOWLENGTH(FEET) = 700.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER (INCH) = 63.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 279.47 I TRAVEL TIME(MIN.) = .72 TC(MIN.) = 18.12 f************************************~************************************** FLOW PROCESS FROM NODE 45.10 TO NODE 45.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< It========~~~~;~=~;~;~~~=~~~~~=~;~;~~==================================== TC = K*~~~~~i:~~;)3~E~~~~~~~~I~GE) ]**.2 GG-/Z- I INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1205.00 DOWNSTREAM ELEVATION = 1186.00 I ELEVATION DIFFERENCE = 19.00 TC = .359*[( 1000.00**3)/( 19.00)]**.2 = 12.577 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.190 1 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8502 SUBAREA RUNOFF(CFS) = 18.71 1 TOTAL AREA (ACRES) = 6.90 TOTAL RUNOFF(CFS) = 18.71 **************************************************************************** IL-:~~-:~~:~~~-:~~~-~~~~----~::~~-:~-~~~~----~::~~-:~-:~~~-:---~------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< Ir==~~~~~~=~;~=~~;;~~~=~;;;;~~;~(~;~~/~~~;)=:==~~~;~============~~~=~===== SOIL CLASSIFICATION IS "C" I COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8858 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 11.30 TOTAL AREA(ACRES) = 10.90 TOTAL RUNOFF(CFS) = 30.02 I TC(MIN) = 12.58 -z..(p -2-1- I 1*************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 46.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< II=~~~;;;~=;~;~~;~~;=:===~~;;~~~===;~~~;;;~=;~;~~;~~;=:===~~;~~~~========= STREET LENGTH(FEET) = 250.00 CURB HEIGTH(INCHES) = 8. I STREET HALFWIDTH(FEET) = 20.00 I 1 I I 1 I I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 10.00 ~G -r? SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .51 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEETjSEC.) = PRODUCT OF DEPTH&VELOCITY = 2.17 STREETFLOW TRAVELTIME(MIN) = .99 TC(MIN) = 31. 97 4.22 13.57 100.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 3.065 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8485 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 12.40 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) =' .51 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEETjSEC.) = 4.47 DEPTH*VELOCITY = 2.30 3.90 33.92 f*************************************************************************** FLOW PROCESS FROM NODE 46.00 TO NODE 46.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 1t=~;;;~;;;~;=~~~;;~=;~;~=;;~=i;~;;;;~;;~=~~~;~==~=~~;7===================== TIME OF CONCENTRATION(MINUTES) = 13.57 I RAINFALL INTENSITY (INCH.jHOUR) = 3.07 TOTAL STREAM AREA (ACRES) = 12.40 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 33.92 Il*************************************************************************** FLOW PROCESS FROM NODE 44.50 TO NODE 44.50 IS CODE = 7 It-~~~~~~;;;-;;;~~;~;~-;;~;~~~;-~;;~~;~~;-~;-;~~;~~~~~-------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 16.30 RAIN INTENSITY(INCHjHOUR) = 2.78 TOTAL AREA(ACRES) = .00 TOTAL RUNOFF(CFS) = 4.00 I pWw ~7' P~tv1 c . 6. 1t.3 ~ '1 *************************************************************************** FLOW PROCESS FROM NODE 44.50 TO NODE 46.00 IS CODE = 6 I -z.,1 -z.z. - 1--------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< I=~;;;~~~=~~~~;~~;=:===~~;~~~~===~~~;;~~~=~~~~~;~~;=:===~~~;~~~========= STREET LENGTH(FEET) = 1000.00 CURB HEIGTH(INCHES) = 6. I STREET HALFWIDTH(FEET) = 20.00 I 1 I I I I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .017 10.00 J4 OV6 F"L-~';;1 "' tV' {JE; -I-&> (c,~. ;it?) SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .29 HALFSTREET FLOODWIDTH(FEET) = 9.47 AVERAGE FLOW VELOCITY(FEETjSEC.) = PRODUCT OF DEPTH&VELOCITY = .66 STREETFLOW TRAVELTIME(MIN) = 7.36 TC(MIN) = 4.00 2.26 23.66 100.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 2.286 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8346 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = .00 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .29 HALFSTREET FLOODWIDTH(FEET) = FLOW VELOCITY(FEETjSEC.) = 2.26 DEPTH*VELOCITY = .00 4.00 9.47 .66 1*************************************************************************** FLOW PROCESS FROM NODE 46.00 TO NODE 46.00 IS CODE = 1 It-~~~~~~~;~~;~;~-~;~~;~;~~;;-;;;~~-;~;-~~;;~;~;~~~~~~~--------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MINUTES) = 23.66 RAINFALL INTENSITY (INCH.jHOUR) = 2.29 TOTAL STREAM AREA (ACRES) = .00 I TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 2 ARE: 4.00 1*************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 7 ---------------------------------------------------------------------------- I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ' =========================================================================== USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 22.90 RAIN INTENSITY(INCHjHOUR) = 2.33 I TOTAL AREA (ACRES) = .,00 TOTAL RUNOFF (CFS) = 3.10 ;::'1.-0"""7 r,L>,.-, CArtl! ~"l->Ir<~ #3 ft f*************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 46.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ~=========================================================================== UPSTREAM ELEVATION = 1196.00 DOWNSTREAM ELEVATION = 1182.00 STREET LENGTH(FEET) = 750.00 CURB HEIGTH(INCHES) = 6. I z.8 -Z3- 1 STREET HALFWIDTH(FEET) = 20.00 I I I I 1 I I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 10.00 jV1?>l1f: ~:'?"''''f To Ivc>;)6 4-~ (:,t>, tJ-q;,) SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .26 HALFSTREET FLOODWIDTH(FEET) = 7.34 AVERAGE FLOW VELOCITY(FEETjSEC.) = PRODUCT OF DEPTH&VELOCITY = .68 STREETFLOW TRAVELTIME(MIN) = 4.68 TC(MIN) = 3.10 2.67 27.58 100.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 2.109 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8303 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = .00 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .26 HALFSTREET FLOODWIDTH(FEET) = FLOW VELOCITY(FEETjSEC.) = 2.67 DEPTH*VELOCITY = .00 3.10 7.34 .68 1*************************************************************************** FLOW PROCESS FROM NODE 46.00 TO NODE 46.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< =========================================================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: I TIME OF CONCENTRATION(MINUTES) = 27.58 RAINFALL INTENSITY (INCH.jHOUR) = 2.11 TOTAL STREAM AREA (ACRES) = .00 I TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 3.10 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY I NUMBER (CFS) (MIN.) (INCHjHOUR) --------------------------------------------------------------------------- 1 33.92 13.57 3.065 2 4.00 23.66 2.286 3 3.10 27.58 2.109 1 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO I FORMULA(RCFC&WCD) . USED FOR 3 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 37.74 31.96 30.13 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF (CFS) = 37.74 TIME (MINUTES) = 13.565 TOTAL AREA(ACRES) = 12.40 I CON'Jbt",ep ,cL4vJ ,Nn<<-'?,,,,&. r~owe>'( (CATcH ~'51'" dJ.~) **************************************************************************** ~-~~~~~~;;~;;-;~;;;~;~;~;;~;~;;:;~;~~;~;~~~~~::~_:~~~-:_--~------------ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I - 2..4- - 1f\ IL========================================================================== I 1 1 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.5 INCHES PIPEFLOW VELOCITY(FEETjSEC.) = 31.8 UPSTREAM NODE ELEVATION = 1176.00 DOWNSTREAM NODE ELEVATION = 1160.00 FLOWLENGTH(FEET) = 60.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA (CFS) = 37.74 TRAVEL TIME(MIN.) = .03 TC(MIN.) = 13.60 1 **************************************************************************** I-:~~~-:~~:~~~_:~~~-~~~~----~~:~~_:~-~~~~----~~:~~_:~-:~~~-:---:------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 13.60 RAINFALL INTENSITY (INCH.jHOUR) = 3.06 1 TOTAL STREAM AREA (ACRES) = 12.40 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 37.74 1*************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 7 ---------------------------------------------------------------------------- 1 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< =================~========================================================= USER-SPECIFIED VALUES ARE AS FOLLOWS: I TC(MIN) = 18.10 RAIN INTENSITY (INCHjHOUR) = 2.63 TOTAL AREA(ACRES) = 115.20 TOTAL RUNOFF(CFS) = 279.50 At?!? I'YI-'tll'l t.--,N€. rC-o,^-, A( ..Iurle'no,,", 1*************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 I CONFLUENCE INFORMATION: I_~;~___:~~~;r_____~;~~~~_~~~~;~;~~~~____________________________________ 1 1 1 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MINUTES) = 18.10 RAINFALL INTENSITY (INCH.jHOUR) = 2.63 TOTAL STREAM AREA (ACRES) = 115.20 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 2 ARE: 279.50 1 2 37.74 279.50 13.60 18.10 3.062 2.633 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA (RCFC&WCD) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 247.70 311.95 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF (CFS) = 311.95 TIME (MINUTES) = 18.100 TOTAL AREA(ACRES) = 127.60 -z~- ~ I **************************************************************************** II-:~~-:~~:~~~_:~~~-~~~~----~~:~~_:~-~~~~---_:~::~_:~_:~~~-:---:------------ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< It=~~;~~~~;~;~;~~;:~~;~~:~~;~;~;;:~~::~;:~~~~~~~~=~~~=:~~~~:::::=========== PIPEFLOW VELOCITY(FEET/SEC.) = 15.5 1 UPSTREAM NODE ELEVATION = 1159.30 DOWNSTREAM NODE ELEVATION = 1156.00 FLOWLENGTH(FEET) = 320.00 MANNINGS N = .013 1 ESTIMATED PIPE DIAMETER (INCH) = 66.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 311.95 TRAVEL TIME(MIN.) = .34 TC(MIN.) = 18.44 1 Il*************************************************************************** FLOW PROCESS FROM NODE 37.50 TO NODE 37.50 IS CODE = 1 Ir-~~~~~~;~~~;~;;-~;~;;;;~;;;-~;;;~-;~;-~~;;~~;;~;~~~~~--------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION (MINUTES) = 18.44 RAINFALL INTENSITY (INCH./HOUR) = 2.61 TOTAL STREAM AREA (ACRES) = 127.60 1 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1 ARE: 311. 95 f************************************~************************************** FLOW PROCESS FROM NODE 37.10 TO NODE 37.20 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< It========~;;;;;;=~;~~~~~=;~~~;~=~;~;~;;==================================== DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER 1 TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 750.00 UPSTREAM ELEVATION = 1188.00 DOWNSTREAM ELEVATION = 1180.50 I ELEVATION DIFFERENCE = 7.50 TC = .709*[( 750.00**3)/( 7.50)]**.2 = 25.172 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.213 I SOIL CLASSIFICATION IS "c" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7083 SUBAREA RUNOFF(CFS) = 5.49 1 TOTAL AREA(ACRES).= 3.50 **************************************************************************** IL-:~~-:~~:~~~_:~~~-~~~~----:~:~~-:~-~~~~----:~:~~-:~-:~~~-:---:------------ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< . >>>>>TRAVELTlME THRU SUBAREA<<<<< ~==========================================================~================ UPSTREAM NODE ELEVATION = 1180.50 DOWNSTREAM NODE ELEVATION = 1170.00 1 CHANNEL LENGTH THRU SUBAREA(FEET) = 1175.00 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 3.000 MANNINGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 3.00 I TOTAL RUNOFF(CFS) = -2."'- GG. -/~.<;; 5.49 bob, - I? 0 "?\ I CHANNEL FLOW THRU SUBAREA(CFS) = 5.49 FLOW VELOCITY(FEET/SEC) = 2.13 FLOW DEPTH(FEET) = .36 I TRAVEL TIME(MIN.) = 9.19 TC(MIN.) = 34.37 **************************************************************************** I FLOW PROCESS FROM NODE 37.20 TO NODE 37.60 IS CODE = 8 --------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 1=:~~~~g~~~~:~~~~~~~:~~~~;;~;~7~;~;/;~~~)=:==~~;;;~========:::~=~~:====== I UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6823 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 7.70 TOTAL RUNOFF(CFS) = TC(MIN) = 34.37 I = 5.38 10.87 F<,<;6(l.. CArer! /N(,f:..l b'-l$/JJ -# II ***************************************************,************************* I-:~~-:~~~~~~_:~~~-~~~~---_:::~~_:~-~~~~---_::::~_:~-~~~~_:---:------------ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< . 1I=;;;~~;~~~;~;;~~~~;;;;7;;~~~=~~~;;~;;;~;~~~;~~~~~~:=~~~:~:::::=========== DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.6 INCHES I PIPEFLOW VELOCITY (FEET/SEC.) = 18.6 UPSTREAM NODE ELEVATION = 1164.00 DOWNSTREAM NODE ELEVATION = 1158.00 I FLOWLENGTH(FEET) = 41.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 10.87 TRAVEL TIME(MIN.) = .04 TC(MIN.) = 34.40 I 1 **************************************************************************** II-:~~-:~~~~~~_:~~~-~~~~---_::::~_:~-~~~~---_::::~_:~-~~~~_:---:------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 1t=~~;;~~~~~~~~~;;;~~i;~;~~~i;;i;i;;;~~:~;~~~~;:~;7::=================== TIME OF CONCENTRATION (MINUTES) = 34.40 I RAINFALL INTENSITY (INCH./HOUR) = 1.88 TOTAL STREAM AREA (ACRES) = 7.70 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = I 10.87 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1_-------------------------------------------------------------------------- 1 311.95 18.44 2.607 2 10.87 34.40 1.877 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA (RCFC&WCD) USED FOR 2 STREAMS. I VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 317.78 235.45 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF (CFS) = 317.78 TIME (MINUTES) = 18.444 I -2-7- ;;z.. 1 TOTAL AREA(ACRES) = 135.30 1...*.*......*........................................********************** FLOW PROCESS FROM NODE 37.50 TO NODE 37.00 IS CODE = 3 -------------------------------------------------~-------------------------- I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ 1 DEPTH OF FLOW IN 63.0 INCH PIPE IS 48.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17.7 UPSTREAM NODE ELEVATION = 1156.00 DOWNSTREAM NODE ELEVATION = 1155.00 I FLOWLENGTH(FEET) = 70.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 317.78 I TRAVEL TIME(MIN.) = .07 TC(MIN.) = 18.51 1*************************************************************************** FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE = 1 ---------------------------------------------------------------------------- 1t=~~~;~;;~~;~~~~~;;~;;;;~;~;=~~;;~~;;~;~;;;;~~~~:~;;7===================== TIME OF CONCENTRATION (MINUTES) = 18.51 I RAINFALL INTENSITY (INCH. /HOUR) = 2.60 TOTAL STREAM AREA (ACRES) = 135.30 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 317.78 11*************************************************************************** FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE = 7 It-~~~~~~;;;-;;;~~;~;~-~~~;~~~~-~;;~~;~~;-~;-;~~;~~~~~-------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 16.10 RAIN INTENSITY (INCH/HOUR) = 2.80 TOTAL AREA(ACRES) = 203.70 TOTAL RUNOFF(CFS) = 439.90 I IitJtJ rrtf!,4();>w$ f/4LJ'(. (YIA-,N 4,.fE- t,/& *************************************************************************** FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE = 1 1_-------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 1_=========================================================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MINUTES) = 16.10 RAINFALL INTENSITY (INCH./HOUR) = 2.80 TOTAL STREAM AREA (ACRES) = 203.70 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 1 1 If---~------~~~:~~-----~::~~-------~:~g~------------------------------------- I 439.90 CONFLUENCE INFORMATION: STREAM RUNOFF TIME NUMBER (CFS) (MIN. ) INTENSITY ( INCH/HOUR) -z.~ - ~ 1 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA (RCFC&WCD) USED FOR 2 STREAMS. 1 VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 726.50 716.31 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 1 RUNOFF(CFS) = '726.50 TIME (MINUTES) = 18.510 TOTAL AREA(ACRES) = 339.00 1*************************************************************************** FLOW PROCESS FROM NODE 37.00 TO NODE 47.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< I >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< =========================================================================== DEPTH OF FLOW IN 102.0 INCH PIPE IS 75.2 INCHES I PIPEFLOW VELOCITY(FEETjSEC.) = 16.2 UPSTREAM NODE ELEVATION = 1150.90 DOWNSTREAM NODE ELEVATION = 1150.60 1 FLOWLENGTH(FEET) = 47.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER (INCH) = 102.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 726.50 I TRAVEL TIME(MIN.) = .05 TC(MIN.) = 18.56 1 **************************************************************************** I-~~~-:~~~~::_~~~~-~~~~----~~:~~_:~-~~~~----~~:~~_::_~~~~_:_--=------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< J=~~~;~;;~~;=~~~;;;=;;;;=;~~=~~;;;;~;;~;=;;~;~==~=~~;7===================== TIME OF CONCENTRATION(MINUTES) = 18.56 RAINFALL INTENSITY (INCH./HOUR) = 2.60 1 TOTAL STREAM AREA (ACRES) = 339.00 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 726.50 1*************************************************************************** FLOW PROCESS FROM NODE 47.00 TO NODE 47.00 IS CODE = 7 ---------------------------------------------------------------------------- I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< =========================================================================== USER-SPECIFIED VALUES ARE AS FOLLOWS: I TC(MIN) = 13.90 RAIN INTENSITY(INCHjHOUR) = 3.03 TOTAL AREA(ACRES) = 30.20 TOTAL RUNOFF(CFS) = 64.20 Ai/I? L.A'{~I..-- I'/U;;N~ ~f!:I<I17D"""<;' flK.uI'(. I~k fL.. -z4-1~(P 1*************************************************************************** FLOW PROCESS FROM NODE 47.00 TO NODE 47.00 IS CODE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MINUTES) = 13.90 RAINFALL INTENSITY (INCH.jHOUR) = 3.03 TOTAL STREAM AREA (ACRES) = 30.20 I TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = I 2 ARE: 64.20 CONFLUENCE INFORMATION: - 2.<1- ;A. 1 STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) II---~------;;~~~~-----~~~~~-------;~~~~--------------------------------~---- 2 64.20 13.90 3.026 1 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA (RCFC&WCD) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 1 781.63 608.34 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF (CFS) = 781.63 TIME (MINUTES) = 18.558 I TOTAL AREA(ACRES) = 369.20 =========================================================================== END OF RATIONAL METHOD ANALYSIS 1 I 1 I I 1 I I 1 1 I I I 1 ~ -~- 11=========================================================================== 1 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> (C) Copyright 1982,1986 Advanced Engineering Software [AES] I Especially prepared for: 1 ROBERT BEIN, WILLIAM FROST & ASSOCIATES ~<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> 1l*********DESCRIPTION OF RESULTS******************************************** * TRACT 24187 HYDROLOGY * I 10 YR. DESIGN - ULTIMATE CONDITIONS * FEB. 1991 * **************************************************************************** 1_-------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- I USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE I 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) I SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: 1 STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = SLOPE OF INTENSITY DURATION CURVE = .5506 FOR FRICTION 2.360 .880 =3.600 = 1. 400 .5505732 .5271139 SLOPE = .90 .8888 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED Il<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> I Advanced Engineering Software [AES] SERIAL No. 100981 11<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> 11.....*.....................**...........*.....*.....*********************** FLOW PROCESS FROM NODE 31.10 TO NODE 34.00 IS CODE = 2 It-~~~~~~;~~;~~-;;;~~~-~;~;~~~-~~;~;~-~~~~~~~~~~~~------------------------ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 850.00 1 (;.(;, - J - :!.I- 3C.. I UPSTREAM ELEVATION = 1240.80 DOWNSTREAM ELEVATION = 1226.00 1 ELEVATION DIFFERENCE = 14.80 TC = .359*[( 850.00**3)/( 14.80)]**.2 = 11.993 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.157 SOIL CLASSIFICATION IS "C" 1 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8315 SUBAREA RUNOFF(CFS) = 10.76 TOTAL AREA(ACRES) = 6.00 TOTAL RUNOFF(CFS) = 10.76 1 **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 34.10 IS CODE = 6 ~-~~~~~~~;~~~;-;~;;;~;~;-~~~;~~~;;-~;;~-;~;~;~~~~~~---------------------- ============================================================================ 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.066 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8292 SUBAREA AREA(ACRES) = 5.30 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 11.30 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 14.69 FLOW VELOCITY(FEETjSEC.) = 5.07 DEPTH*VELOCITY = 1.93 ~*************************************************************************** FLOW PROCESS FROM NODE .20 TO NODE 10.00 IS CODE = 2 I[::::::~~~~~~~:~~~~~~:~~~~~~~:~~~~~~:~~~~~~~::::::::::::::::::::::::::::: ASSUMED INITIAL SUBAREA UNIFORM I DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 670.00 I UPSTREAM ELEVATION = 1226.00 DOWNSTREAM ELEVATION = 1208.70 ELEVATION DIFFERENCE = 17.30 TC = .303*[( 670.00**3)/( 17.30)]**.2 = 8.504 I 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.606 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT ~ .8832 I I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) I I 1 I I I I 1226.00 270.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .017 10.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 13.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.66 STREETFLOW THAVELTIME(MIN) = .97 TC(MIN) = 4.62 12.97 -~7 _ 1216.00 (;':;;;-'? 2 15.30 9.08 19.84 CJ4Tc rl ("q~/N So 11/4-2. G-( -;,1 1 SUBAREA RUNOFF(CFS) = TOTAL AREA (ACRES) = 2.99 1.30 TOTAL RUNOFF(CFS) = 2.99 1*************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 32.50 IS CODE = 6 I-~~~~~~~;;~;;-~;;;;;;~;-;~;;~;~;;-;~~-~~;~;~~~~~~---------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1 I I I I I I 1208.70 850.00 = 38.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1194.60 GG - Z. DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .020 OUTSIDE STREET CROSSFALL(DEClMAL) = .020 20.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 11.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.16 STREET FLOW TRAVELTIME(MIN) = 4.35 TC(MIN) = 4.73 3.26 12.86 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.076 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8798 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 3.20 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 13.10 FLOW VELOCITY(FEET/SEC.) = 3.52 DEPTH*VELOCITY = 1.37 3.47 6.46 CATCH #/A 6,4'S/"", 1*************************************************************************** FLOW PROCESS FROM NODE 34.20 TO NODE 34.30 IS CODE = 2 ---------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =========================================================================== ASSUMED INITIAL SUBAREA UNIFORM I DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 480.00 UPSTREAM ELEVATION = 1240.50 I DOWNSTREAM ELEVATION = 1224.00 ELEVATION DIFFERENCE = 16.50 TC = .709*[( 480.00**3)/( 16.50)]**.2 = 16.449 I 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.812 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6764 I SUBAREA RUNOFF (CFS) = 1. 96 TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) = c;.c;. -?/ 1. 96 1*************************************************************************** FLOW PROCESS FROM NODE 34.30 TO NODE 34.40 IS CODE = 6 ---------------------------------------------------------------------------- I -~?- ~~ I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ 1 UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1 I I 1 I I I 1224.00 875.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .017 10.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .31 HALFSTREET FLOODWIDTH(FEET) = 10.31 AVERAGE FLOW VELOCITY(FEETjSEC.) = PRODUCT OF DEPTH&VELOCITY = 1.01 STREETFLOW TRAVELTIME(MIN) = 4.40 TC(MIN) = 3.31 20.85 1202.00 Gc;. - 4 2 6.79 10.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 1.590 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8138 SUBAREA AREA(ACRES) = 7.50 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 9.10 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 12.81 FLOW VELOCITY(FEETjSEC.) = 3.85 DEPTH*VELOCITY = 1.34 9.71 11.67 1*************************************************************************** FLOW PROCESS FROM NODE 34.40 TO NODE 35.00 IS CODE = 6 ---------------------------------------------------------------------------- I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< =========================================================================== UPSTREAM ELEVATION = 1202.00 DOWNSTREAM ELEVATION = 1196.00 1 STREET LENGTH(FEET) = 540.00 CURB HEIGTH(INCHES) = 6. STREETHALFWIDTH(FEET) = 20.00 I 1 SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 2 I I I I I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .017 10.00 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 17.19 AVERAGE FLOW VELOCITY(FEETjSEC.) = PRODUCT OF DEPTH&VELOCITY = 1.22 STREETFLOW TRAVELTIME(MIN) = 3.13 TC(MIN) = 2.87 23.98 10.00 YEAR RAINFALL INTENSITY(INCHjHOUR) = 1.473 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8089 SUBAREA AREA(ACRES) = 5.80 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 14.90 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = - "?4-- 15.13 6.91 18.58 CA1?:f'f A-f-?fN<;' #'".>d:-4 18.44 , 3~ I FLOW VELOCITY (FEET/SEC.) = 3.08 DEPTH*VELOCITY = 1. 37 1*************************************************************************** FLOW PROCESS FROM NODE 38.10 TO NODE 38.00 IS CODE = 2 ---------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =========================================================================== ASSUMED INITIAL SUBAREA UNIFORM I DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 900.00 UPSTREAM ELEVATION = 1243.00 1 DOWNSTREAM ELEVATION = 1228.00 ELEVATION DIFFERENCE = 15.00 TC = .359*[( 900.00**3)/( 15.00)]**.2 = 12.378 I 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.119 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8306 I SUBAREA RUNOFF (CFS) = 8 . 27 TOTAL AREA(ACRES) = 4.70 TOTAL RUNOFF(CFS) = 0($ -(p 8.27 1*************************************************************************** FLOW PROCESS FROM NODE 38.00 TO NODE 39.00 IS CODE = 6 ---------------------------------------------------------------------------- DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .017 10.00 &"c.-7 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 15.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.86 STREETFLOW TRAVELTIME(MIN) = 1.00 TC(MIN) = 4.76 13.38 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.031 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8795 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 6.70 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 15.94 FLOW VELOCITY(FEET/SEC.) = 5.19 DEPTH*VELOCITY = 2.09 3.57 11. 85 **************************************************************************** I FLOW PROCESS FROM NODE 39.00 TO NODE 40.50 IS CODE = 6 ------------------------~-------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< I AD -'?s- IL========================================================================== 1 I I SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 1 I 1 I I I 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.900 SOIL CLASSIFICATION IS "c" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8784 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 9.60 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 15.62 FLOW VELOCITY(FEET/SEC.) = 6.52 DEPTH*VELOCITY = 2.86 UPSTREAM ELEVATION = 1217.50 STREET LENGTH(FEET) = 630.00 STREET HALFWIDTH(FEET) = 22.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .020 OUTSIDE STREET CROSSFALL(DEClMAL) = .020 12.00 **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 14.88 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 2.59 STREETFLOW TRAVELTIME(MIN) = 1.72 TC(MIN) = 6.12 15.09 1187.50 C& - B 14.27 4.84 16.69 CArer! 6-" SIN IFr;, -************************************~************************************** FLOW PROCESS FROM NODE 43.10 TO NODE 43.00 IS CODE = 2 --------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I========~;;;;;~=~;~;~~~=;;;~;~=;;~;~;;==================================== DEVELOPMENT IS CONDOMINIUM 1 TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 810.00 UPSTREAM ELEVATION = 1241.00 DOWNSTREAM ELEVATION = 1227.00 I ELEVATION DIFFERENCE = 14.00 TC = .359*[( 810.00**3)/( 14.00)]**.2 = 11.782 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.178 I SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8320 SUBAREA RUNOFF(CFS) = 7.61 I TOTAL AREA (ACRES) . = 4.20 **************************************************************************** Il-~~~_:~~~~~~-~~~~-~~~~----~~:~~_:~-~~~~----~~:~~_:~-~~~~_:_--~------------ >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< If=~;~~~~~=~~~~~~~~~=:===~~~;:~~===~~~~~~~=~~~~~~~~=:===~~~~:~~========= STREET LENGTH(FEET) = 600.00 CURB HEIGTH(INCHES) = 6. I STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 10.00 INTERIOR STREET CROSSFALL(DEClMAL) = .017 I TOTAL RUNOFF(CFS) = _ ?ID - r:;c. - '1 7.61 &'&-10 A.,\ I OUTSIDE STREET CROSSFALL(DECIMAL) I I I = .017 SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 13.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.57 STREETFLOW TRAVELTIME(MIN) = 2.28 TC(MIN) = 14.50 4.38 14.07 '. 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.975 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8267 SUBAREA AREA(ACRES) = 8.40 SUBAREA RUNOFF(CFS) = 13.72 . SUMMED AREA(ACRES) = 12.60 TOTAL RUNOFF(CFS) = 21.33 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 15.31 'I FLOW VELOCITY (FEET/SEC.) = 5.04 DEPTH*VELOCITY = 1. 97 ~*************************************************************************** IL_:~~_:~~:~~~_:~~~_~~~~____~~:~~_:~_~~~~____~~::~_=~_:~~~_:_--~------------ >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< Ir=;;;;;;~=;~~~;~~;=:===~;~;~;~===;~;;;;;;~=;~;~~;~~;=:===~~;;~;~========= STREET LENGTH(FEET) = 650.00 CURB HEIGTH(INCHES) = 6. II STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 . OUTSIDE STREET CROSSFALL(DECIMAL) = .017 GG> _10. .;; SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 , . **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .48 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = . PRODUCT OF DEPTH&VELOCITY = 1.56 ' STREETFLOW TRAVELTIME(MIN) = 3.34 TC(MIN) = 24.14 . 3.25 17.40 ... 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.757 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8199 SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 5.62 . SUMMED AREA(ACRES) = 16.50 TOTAL RUNOFF(CFS) = 26.95 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .50 HALFSTREET FLOODWIDTH(FEET) = 20.00 . FLOW VELOCITY(FEET/SEC.) = 3.28 DEPTH*VELOCITY = 1.64 C4-Tcr-l 6-+-s/".> ~8/"1 -t*************************************************************************** . FLOW PROCESS FROM NODE 44.80 TO NODE 44.90 IS CODE = 2 ---------------------------------------------------------------------------- -- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< r' . 4,'2- -'?1- 1=========================================================================== 1 1 I I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 750.00 UPSTREAM ELEVATION = 1224.50 DOWNSTREAM ELEVATION = 1204.50 ELEVATION DIFFERENCE = 20.00 TC = .709*[( 750.00**3)/( 20.00)]**.2 = 20.688 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.597 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6545 SUBAREA RUNOFF(CFS) = .84 TOTAL AREA (ACRES) = .80 TOTAL RUNOFF(CFS) = &::. - I/'':; .84 1*************************************************************************** FLOW PROCESS FROM NODE 44.90 TO NODE 44.95 IS CODE = 5 ---------------------------------------------------------------------------- 1 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** I FLOW PROCESS FROM NODE 44.90 TO NODE 44.95 IS CODE = 8 ----------------------------------------------------~--------~------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 1t===~~~~~=~;~=~~;;~~~=~;~;;~~~~7~;~~/~~;;)=:==~~;;;======================= SOIL CLASSIFICATION IS "C" &c.. - I/. t;:. I UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6280 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = TC(MIN) = 26.88 1 UPSTREAM NODE ELEVATION = 1204.50 1 DOWNSTREAM NODE ELEVATION = 1200.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL BASE(FEET) = 4.00 "Z" FACTOR = 3.000 I MANNINGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = .84 FLOW VELOCITY(FEET/SEC) = 1.35 FLOW DEPTH(FEET) = I TRAVEL TlME(MIN.) = 6.20 TC(MIN.) = 26.88 Gc;,-//.~ .14 .87 1. 70 {!'",""a- ,,,,,-,,,-( C4rc.,.{ ~,,'N :#',0 **************************************************************************** II-:~~-:~~~~~~_:~~~-~~~~----~~::~_:~-~~~~----~~:~~_:~-~~~~_:_-_:_----------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 1I========~~~~~:~:~~~~~:~~~~~~:g:~;~~==================================== TC = K*[ (LENGTH**3)/(ELEVATION CHANGE) ]**.2 G(,-rz.. 1 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1205.00 DOWNSTREAM ELEVATION = 1186.00 1 ELEVATION DIFFERENCE = 19.00 TC = .359*[( 1000.00**3)/( 19.00)]**.2 = 12.577 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.101 SOIL CLASSIFICATION IS "C" I -308- Li.~ 1 CONDOMINIUM DEVELOPMENT SUBAREA RUNOFF(CFS) = 1 TOTAL AREA (ACRES) = RUNOFF COEFFICIENT = .8301 12.03 6.90 TOTAL RUNOFF(CFS) = 12.03 (*************.************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 8 ' --------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 1t===~~:~~=~;~=~~;;~~~=~;;;;;~;~7~;~;/;~;;)=:==;:~~~======================= SOIL CLASSIFICATION IS "c" Gc. - / I 1 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8800 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 7.40 TOTAL AREA (ACRES) = 10.90 TOTAL RUNOFF(CFS) = 19.43 1 TC(MIN) = 12.58 **************************************************************************** ~_:~~-~~~:~~~_:~~~-~~~~----~::~~_:~-~~~~----~~:~~_:~_:~~~_:_--~------------ >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< Ir=;;;;;;~=;~~~;~~;=:===~~;~:~~===;~;;;;;;~=;~;~~;~~;=:===~~;~:~~========= STREET LENGTH (FEET) = 250.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 I I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 1 I I I 1 GG"-/~ DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .017 10.00 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .46 HALFSTREET FLOODWIDTH(FEET) = 17.19 AVERAGE FLOW VELOCITY (FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.74 STREETFLOW TRAVELTIME(MIN) = 1.09 TC(MIN) = 20.67 3.82 13 .67 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.007 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8276 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 12.40 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .47 HALFSTREET FLOODWIDTH(FEET) = 17.81 FLOW VELOCITY(FEET/SEC.) = 3.79 DEPTH*VELOCITY = 1.77 2.49 21.92 CArer! 6-'1-$(N ~'iG 1**************************************************************************** FLOW PROCESS FROM NODE 37.10 TO NODE 37.20 IS CODE = 2 I--~~~~~~;~~;~~-;;;~~~-~;~;~~~-;~;~;~-~~~;;~;~~~~~------------------------ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 I INITIAL SUBAREA FLOW-LENGTH = 750.00 COVER &'-r -/??t;;, bA _"''1_ 1 UPSTREAM ELEVATION = 1188.00 DOWNSTREAM ELEVATION = 1180.50 1 ELEVATION DIFFERENCE = 7.50 TC = .709*[( 750.00**3)/( 7.50)]**.2 = 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "C" 1 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) = 3.19 TOTAL AREA(ACRES) = 3.50 1 25.172 1. 434 .6348 TOTAL RUNOFF(CFS) = 3.19 **************************************************************************** I-:~~-:~~~~~~_:~~~-~~~~---_:~:~~_:~-~~~~---_:~:~~_:~-~~~~_:_--~------------ >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< I=;;;;;;~=;~;;=;~~~;~~;=:===~~;~~~~======================================= DOWNSTREAM NODE ELEVATION = 1170.00 1 CHANNEL LENGTH THRU SUBAREA(FEET) = 1175.00 ,CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 3.000 MANNINGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA(CFS) = 3.19 I FLOW VELOCITY(FEET/SEC) = 1.74 FLOW DEPTH(FEET) = .27 TRAVEL TIME(MIN.) = 11.28 TC(MIN.) = 36.45 1*************************************************************************** FLOW PROCESS FROM NODE 37.20 TO NODE 37.60 IS CODE = 8 I:~~~~~~~~~~~~~:~~:~~~~~:~~:~~~~~~~:~~~~:~~::::::::::::::::::::::::::::: 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.169 1 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5951 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 2.92 '=~~I;!~t:::~~~:~~:=:====:~::===::::~=::::::~::::=:====:~~~;~~~:~~~~~~L=== 1 END OF RATIONAL METHOD ANALYSIS 1 1 I I 1 I G~-I-P, (p b,.s -40- HYDROLOGY MAP i 1- I ~ 4<.. ~,I ':1 CATCH BASIN DESIGN CALCULATIONS AND GUTTER CAPACITY 41 I I I l () 1: ' ~ 88 ! >>@ qg", ~z> ~~~ I F: eO: ~~i I I 1 1 I I 1 I I 1 I I I I 1 1 I I I I HYDRAULIC DESIGN, ON-GRADE CATCH BASIN Project: ff/lc.-(' 2{.-/81 I , ~/,(C:G'( C Catch Basin Number: ! ("->6'3>1' ),tle) ; Z (e/1", S"PG) la-year Discharge (from Rational Method) (cfs): 1'1.8} . rull. 'f;T'l(c<?;r lOa-year Discharge (from Rational Meth1:ld) (cfs): :;,0.1 . Carryover from C.B. No. 1'14- .. (cfs): 0 Total Design Discharge (cfs): /~ 8 ~rS Flow Depth (ft): do: ;::<<11 sr. ;:- a 411 /' ~.,", r...11 S1: ;:- 0. t/-~ I . street Slope: 1% Hydraulic Design Manual, Chart Le. -It! w = 14-' - (.6. -II 1 (M/lx, OT(JN 6.4S,/\/ 'w",;z,'-i:.b,*'Z. -'# Discharge Intercepted (cfs): Carryover to Downstream. PoLTlt (cfs): '?o, '1- 2-4 -= C,.. q (\),00); 910;0 ~.. '0-, r/t.OAlP!U ~C4Nr;) ?/ c~ n>,- v : Facility Receiving Carryover: ~ C.e>.HI ) ) (j)c....." g. z. <--rs,(,o r'~) q e.tlf. -:: 10 cp" (/OO'(il. -, C. e>.-f<z.: 9~ = /4cf'S (;00 7'A.) ~ 9&I,P.= //.~ !:P':>(to l'J() Z4 c.ps ;q, 8 Ch -1-. 4<e .' 1 1 I I I I 1 1 1 I 1 I 1 I I I I I I HYDRAULIC DESIGN, ON-GRADE CATCH BASIN Project: ...,-;t;1fC.( 2.4-181 /Vl€I1~ow... f?A~<AJA-r Catch Basin Number: fA la-year Discharge (from Rational Method) (cfs): (p,t;;> lOa-year Discharge (from Rational Method) (cfs): 9.1 Carryover from C.B. No. /'1/4 - '" (cfa): 0 Total Design Discharge (cfs): 11 Flow Depth (ft): d,,,,: = 0.4<;' Street Slope: 1.,'280;". Hydraulic Design Manual" Chart If , W = 1/ : Discharge Intercepted (c!s):/O.o Carryover to Downstream Point (cfs): 1'1;1 Facility Receivinq Carryover: Nj,4 4<\ -1..- 1 1 1 I 1 I I I I I I :1 I I 1 il I I I HYDRAULIC DESIGN, ON-GRADE CATCH BASIN Project: T~-r 2-4-187 5r~~6-r G I Catch Basin Num1:ler: 3 (WE-c., "'"16))' 4- (-=1/-<;7" 'il'e.) lO-year Discharge (from Rational Method) (cfs) : /8.0 } f''^-II s T4rP""" lOO-year Discharge (from Rational Method) (cfs) :3r:;;.q .-1 Carryover from C.B. No. I ti. z.' '" (cfs): e", '1 (INC'-<.<t?€t? II-~ove.') Total Design Discharge (cfs): , / Flow Depth (ft): ti.o ~ 0. ~7 . -' /8. (p mi" I d. = 0, t/-7 Street Slope: 1% Hydraulic Design Manual, Chart LL.-I,? , w = ~ 1 6Ac./-J : Discharge Intercepted (cfs) :q~(loo) ~ I!P. 4 ~ f'$ ell.). 47cA-", (,.) ~ /2.5 Cl"'"s eA. carryover. to Downstream Point (cfs): !?too ~ ~~ "1- (ZK 1(.,.4),; '2.q Cf'~ Facility Receiving Carryover: -tS 50 -">- ,. 1 1 1 I 1 1 1 I -\) -z:. '1\ I Ii t Q 'I 1 ,l\~ .~,... ....I:l I I I 1 I I I I (\ (~"-.] . ~~~ . <t ~~~€: e:.,... < ~J :r.~ \) ~ ':l {\ t ~-\ ~ ~ ?II .. I} ~ -(j$l - -\ :t. 1\ ~ ~ _ 7- % 1\ II ~ ~ ('\ ;--.l \\\ --.\ '-" ':t " ~ <:. 'i Ii' ~ E III V ~~ '.fr . .1 ~ ~ I' I' ~ ]! ''''0 D'" ~ il ..J\ Il' ~~ Q i 11 0 " ~~ ;--.l~ I:':> \J'\ ~.~ ~ ~ ?'\ ~ '1i\- ~. ~~ C:a ~.~~~:~s-s ~ s,'" . '" .. . c:~ ~ ..,.... ~ '~ ~ "'3s: "'/Cf,t',,:"'s C'~ ", CA-rC-l-1 e>A-::.IN *~ fiowe>y C:A-rCI-I ~IN 7C-l-Ie.1'1 tI."nc. -4-- 5l I I 1 I I 1 I 1 I I I I I I I I I 1 I (cfs): t/. /If ;11'* '37,7' ct:'$ HYDRAULIC DESIGN, SUMP CATCH BASIN Project: 1;e. 24161 Catch Basin Number: ~ '5Tee-e-r 'G,' lO-year Discharge (from Rational Method) loo-year Discharge (from Rational Method) (cfs): Carryover from C'-B. NO...(lH'l)J(~t4) = (cfs): Total Design Discharge (cfs): ?7. 7' lIE'Maximum Ponding Depth (ft): 1./71 v~e ~"'fV'/1' f4j1.IY1<-<44 (/,"12. LL-/~).' 9", ~.O,4w O./~ D,C. ~ Hydraulic Design Manual, Chart LL-lS W=f4.' Discharge Intercepted (cfs): 44.0> ':>7.7' o/C- :'Ji.gde.r::-rt/-'P6p-f'Z".,o ~w = 1"""'/,/71 P1# flol'l(1~ {?e:.f7'H ,- ';'.,-04{... pg,.. r/Y"Uo...,. ~,.J '7"e. pit" CP'." '{{t.. ~ A ' I 'lie.,.. ""-//,' M" Ilx'c'7:J, c.v~/I' P~/.I7' ~ (; .']" d,G d",I" ~ ;)( 7- 37)( II U/7 '" ?~ '2 cr-<; <': 37.7 CP? (0 CI'7€ /o..J~ 14 ' :;sz.. 1 1 1 1 1 I I 1 1 I 1 I I 1 I I I I I HYDRAULIC DESIGN, SUMP CATCH BASIN Project: IR. Z4/13? Catch Basin Number: 7" ~ ~hC.II-t:>8 OIL'Vf:- f!.6.~- ((P.?; la-year Discharge (from Rational Method) (cfs): c.6,..., - q.4 J 9'1"'(" 2".7.1 loa-year Discharge (from Rational Method) (cfs): /:..6. '" - q } Q 4-4 \ C.e"7 - ~:i T#T" , Carryover from C.B. No. /'1111 = (cfs): .u Total Design Discharge (cfs): 44.1. CC<>Mt>, or: &01'1+ c.lb. ~t 7) Maximum Ponding Depth (ft): (p"C.':::: +4-" tJ,q'. -:::/o('+(~7o)(II') ,~ df'''7' "12,'? ':" I. otf I [}:,;};r;g " " -- 10-,'1?'.S "'IZ.~ Hydraulic Design Manual, Chart LL-l5 w = /I' e4c.i-I CC.b, ~(P47 . r-J on O~ J' CAu. (/.J ~ / / =T 'r =' '7,ox II /AI (/. (<>t!e: f5e:/.",,) Discharge Intercepted (cfs): 0,00" (,,1. f3 cf's;> 44-1 q.o.'l<i./Cf'':o CPs o,~ A-:::f;'xo.l/7') = 1"77.;'I: , J // ar~ () r, W'" If J 'f/"" ?,t9;( 137 X II K ;'04- . = 3atf ~r-$ i<'2==~I.f:.,CF~ 0-::: ft?Cf iP/,f$ 744-,' OJ::. j tP;e tv::;; II' ! 53 -,,- 1 I 1 1 I 1 I 1 I I 1 I I I I I I 1 I kkk.*****.*.*.*******_*************************************************.~*~* HYDRAULIC ELEMENTS - I PROGRAM PACKAGE CCl Copyright 1982-89 Advanced Engineering Software (aes) Ver. 2.8A Release Date: 8/19/89 Serial' 3830 Analysis prepared by: Robert Bein, William Frost & Associates, Inc, 28765 Single Oak Drive, Suite 250 Temecula, CA 92390 C7141 676-8042 ---------------------------------------------------------------------------- TIME/JATE OF STUDY, 15:46 8/28/1990 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- __*_*___*.________*.___,.. DESCRIPTION OF STU)Y .**"".*,*.""".*"",* , TRACT 24188 MCCABE STREET - . 100 YR, HYDROLOGY FOR STREET DEPTH CHECK - , COMBINED FLOW TO SUMP CATCH BASINS 6 & 7 - **",*.,**-,.,*,.*,*,._.,*,.**,.".**"*,,,.,***,*,_.-",.""*"",,,-,-, *****************~***********~********************************************** >>>>STREETFLOW MODEL INPUT INFORMATIONcc~< ---------------------------------------------------------------------------- CONSTA~T STREET GRADECFEET/FEET) = ,007600 CONSTANT STREET FLOWCCFS1 = 45.30 AVERAGE STREETFLOW FRICTION FACTORIMANNING' = CONSTANT SYMMETRICAL STREET HALF-~IDTHIFEET) = CONSTANT SYMMETRICAL STREET CROSSFALLlDECIMAL1 = CONSTANT SYMMETRICAL CURB HEIGTHIFEETI = ,50 CONSTANT SYMMETRICAL GUTTER-WIDTHCFEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIPCFEET) = ,03125 CuNSTANT SYMMETRICAL GUTTER-HIKEIFEET1 = ,12500 FhOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES ,01500(: 22,00 .020000 >.'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, (/ ,. ~"d' "" . STREET FLOWDEPTHCFEET) = .61 '- <.p C,f', .;- "'''''C-, ~.7r;) "I<- HALFSTREET FLOODWIDTHIFEET) = 22,00 AVERAGE FLOW VELOCITYCFEET/SEC,) = 3.74 PRODUCT Of OEPTH&VELOCITY = 2,26 -------------------------------------------------------------------------..-- ---------------------------------------------------------------------------- -7- 5i\. I I 1 I I 1 1 I 1 I I I 1 I I I I I I HYDRAULIC DESIGN, ON-GRADE CATCH BASIN Project: 7i? t4t87 Catch Basin NUmber: f3 f '1 ?T,e~E:T "G," la-year Discharge (from Rational Method) (cfs): loa-year Discharge (from Rational Method) (cfs): Carryover from C.B. No. ('1114- = (cfs): 0 Total Design Discharge (cfs): 'l/.t5' e.A. C.t::? Flow Depth (ft): 0. ~4 street Slope: /% '21. 0 C~lA-f( ~r: > 41.. t;( '?u// w:) Hydraulic Design Manual, Chart t.~- /g, I W = 1.8 Discharge Intercepted (cfs): /94 (;::$, e:A, (!,~ carryover' to Downstream Point (cfs): 'Z.o c.r.$. e.<I. C,~ Facility Receiving carryover: C.t? "'<:G(~"'I"'?f7) alee,," 410 it., 9/0 -s-r. C4-I, : Q= 27.'3 {/'7.7 (5';4, ~,b.) .' d -- 0.4-7 CAt. '" 1ft; ~.~7. D/C- o/C- ~ -6- 1 C"R'll. "l{obert "BeiI/.. 'William "Rbst c&c7Jssociates I ~ PROFESSIONAL ENGINEERS, PLANNERS & SURVEYORS .Jj. 14725 ALTON PARKWAY. P.D BOX 19739. IRVINE. CA 92718 (7141472.3505' FAX (7141472-8373 1 I I I I I I I I I I 1 I I I I I JOB 7R/lv7" %'<f-/87 , JOB NO SCALE SHEET NO DATE _Z: - d- 1/ CALCULATED BY e. Ii, CHECKED BY DATE TITLE CAL-W{.Il{8 ;Zt-se:;t:.- /f'lc..e;ri? C-;4J7J.t/ I3-'1S/;/ #/0 .: 0(.)0=' {lo -:; ? 0 cfS /. 7 C.~5 U'?6 /13" /"c-.fl. {4-7"e.uJ(... ?<117"rf P~f? Itl/Ur (c.t? 110) C//7&<I t5A~r/ ~ II : ;;100 -:; /0. <1 (!.r's po =- t?>. 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