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Home My WebLink AboutHydrology&HydraulicsStormDrain(Aug.1996) I I I I I I I I I I I I I I I I I I I ~ 4t15tq,1 HYDROLOGY AND HYDRAULKCS REPORT Paloma Del Sol STORM DRAIN FOR TRACT. 24184 . PREPARED FOR: Newland Capital . PREPARED BY: KEITH INTERNATIONAL, INC. 22690 Cactus Avenue, Suite 300 Moreno Valley, California 92553 [I] PREPARED UNDER THE SUPERVISION OF: David Li-Wen Shen, P.E. R.C.E. No. 44374 AUGUST 1996 IN 30764.000 \ I I I I I I I I I I I I I I I I '. I I TABLE OF CONTENTS PAGE NO L INTRODUCTION ...... ........... ... ... ........... ... .... .... ..... ........ .... ..... .............. .... .... I II. HYDROLOGY ... ... ... .... ....... ...... .... ... .... ... .... .... ... ..... .... .... ..... ..... ..... ......... 2 IlL PROPOSED MAINLINE STORM DRAIN FACILITIES .............................. 3 IV. CATCH BASIN DESIGN ............................................................................ 4 V. STORM DRAIN DESIGN ............................................................................ 5 EXHIBITS "A" LOCATION MAP "B" SOILS MAP "C" STORM DRAIN LOCATION APPENDIX "A" 10 -AND 100-YEARHYDROLOGY (RATIONAL METHOD) LINE "A" - 100 YEAR 6 22 28A 29 43 49A LINE "B" - 100 YEAR LINE "C" - 100 YEAR LINE "A" - 10 YEAR LINE "B" - 10 YEAR liB II LINE "C" - 10 YEAR HYDROLOGY MAP CATCH BASIN DESIGN CALCULATIONS AND GUTTER CAPACITY ANALYSIS ........................................................... STORM DRAIN HYDRAULICS ANALYSIS ...................................... 50 72 tiC" IlDtI 'y. I II I I I I I I I I I I I I I I I I I I. INTRODUCTION This report includes the hydrology and hydraulics calculations performed for the design of onsite drainage facilities for Tract No. 24184 of Paloma Del Sol East, consisting of single family residential development in the City ofTemecula, California. The owner/developer is Newland Capital. The development site is located east ofInterstate Route 15 and north of Highway 79, as shown on Exhibit "A". The project area is generally bound by Meadows Parkway to the west, De Porto1a Road to the south, Campanula Way to the east and Leena Way to the north. The data provided in this report was used as a basis for the design of street and storm drain improvements. The primary objectives of this report are as follows: I. Delineate the drainage areas tributary to the onsite and off site catch basins in Tract No. 24184. 2. Based on drainage patterns, ground slope, land use, and soil type and using the Rational Method as contained in the Riverside County Flood Control And Water Conservation District's Hydrology Manual, perform a hydrologic analysis of onsite runoff to provide 10- and I DO-year design flows for the sizing of drainage facilities. 3. Based on the hydrologic results and physical site requirements, design the catch basins and storm drain laterals to convey the computed design discharges. Drainage from off site the project is conveyed in a pipe system along Campanula Way from Tract No. 24186 at the east tract boundary. On-site drainage is conveyed in a pipe system in De Portola Road to the pipe in Campanula Way. The pipe system in Campanu1a Way continues south to Meadows Parkway and State Highway 79 to tie into Line "W" constructed by A.D. 159. - I - :? I I I I I I I I I I I I I I I I I I I ............................. . San Diego Co. rn REGIONAL MAP EXHIBIT A A:. I I I I I I I I I I I I I I I I I I I II. HYDROLOGY In-Tract Hvdrology 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 pervious, providing the greatest storm runoff. The soils map, excerpted from the Hydrology Manual, is included as Exhibit "B". 2. The runoff coefficients specified are: "1/4-acre residential lots", open space recreation, condorninium 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 100acres in size and less than 1,000 feet in length per County guidelines. 4. Pipe travel times were computed based on preliminary computer-estimated pipe sizes. A minimum pipe size of 18-inches were specified, and 90 percent of the actual pipe slope was assumed available for the pipe friction losses. 5. Standard intensity-duration curve data was taken from the County Hydrology Manual (values apply for Murrieta-Temecula and Rancho California areas). For the 100- year analysis, the data specifies a 100-year 10-minute rai~fal1 intensity of 3.46 inches/hour and a 100-year 60-minute rainfall intensity of 1.40"inches/hour. For the 10-year analysis, the data specifies a 100year 100minute rainfall intensity of 2.36 inches/hour and a 100year 6O-rninUle rainfall intensity of 0.88 inches/hour. The resulting 10- and 100-year discharges at proposed catch basin locations are flagged on the Rational Method computer summary, Appendix "A", and on the Hydrology Map, Appendix "B". Normal flow depths for street sections were estimated using the Los Angeles County Flood Control Street Flow charts. Appendix "C". - 2 - 5 I I I I I I I I I I I I I I I I I I I Vc fJ) .0. J.IOIHX3 aJ , z o '" .... :I: != .. j;) in o ~ c '" 1> Z Cl r- m . " Pl :I: 1> Z Cl 1> I I I I I I I I I I I I I I I I I I I III. PROPOSED MAINLINE STORM DRAIN FACILITIES The proposed mainline facilities are described as follows (see Exhibit "C"): . Line "A" - beginning at the storm drain pipeline in Campanula Way and extending upstream along De Portola Road to Dives Way; then upstream to the intersection of Dives Way and Favara Drive. . Line "B" - beginning at the intersection of Campanula Way and De Portola Road, where it ties into the storm drain in Tract 24182, and extending north along Campanula Way to the intersection ofCampanula Way and Leena Way, where it will continue into Tract 24186. - 3 - \. I I I I I I I I I I I I I I I I I I I ---" .:0:. '. n 24188 TT 24187 TT 24181 TT 24185 -- .- ~' .' ~ J ! TT 24183 TT 24184 TT 24182 o Storm Drain Pipe Alignment 8 Direction of Flow I @ I Pipe Indentilication EXHIBIT "e" PALOMA DEL SOL, EAST Tract 24184 Storm Drain Schematic ~ m=-- 1200' - 3A 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 24184, Catch basins placed in "sump" conditions are sized to accept 100% of the 100 year design discharge according to County guidelines, Any discharge not picked up by on-grade basins was added to the next downstream basin design discharge. Street depths and catch basin design capacities were estimated using Los Angeles City and County Flood Control guidelines and charts, A secondary outlet was provided at all sump locations to preclude any flooding of building pads. Detailed catch basin, street capacity, and gutter capacity design calculations are included in Appendix "C". - 4 - ~ I I I I I I I I I I I I I I I I 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 I aD-year and 10-year flow conditions, The computer program "Water Surface Pressure Gradient" (WSPG), published by the Los Angeles County Flood Control District (LACFCD), capable of analyzing systems of pipes under partial, full or pressure flow conditions, was used for design. The WSPG output listings are contained in Technical Appendix "D". The hydraulics were calculated using Manning's n value of 0,013 for RCP or 0,014 for CIPP where the alternative is proposed, The hydraulic grade line is plotted on the plans, - 5 - '() I I I I I I I I I I I I I I I I I I I I 100 YEAR HYDROLOGY (RATIONAL METHOD) \\ I I *.******************************************************..****************** I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-90 Advanced Engineering Software (aes) Ver. 5.8A Release Date: 8/28/90 Serial # 8198 I Analysis prepared by: I KEITH INTERNATIONAL, INC. - INLAND EMPIRE 22690 CACTUS AVENUE, SUITE 300 MORENO VALLEY, CA 92507 (909) 653-0234 FAX (909) 653-5308 I ************************** DESCRIPTION OF STUDY ************************** * PALOMA DEL SOL * * TRACT 24184 - STORM DRAIN - LINE "A" * * 100 YEAR HYDROLOGY * ************************************************************************** I I FILE NAME: 24l84A.DAT TIME/DATE OF STUDY: 6: 8 4/17/1996 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: I I USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE (INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE 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) SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 I-HOUR INTENSITY (INCH/HOUR) = 1.4000 SLOPE OF INTENSITY DURATION CURVE = .5271 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FOR FRICTION 2.360 .880 3.600 = 1. 400 .5505732 .5271139 SLOPE = .90 I I I ***********************~**************************************************** I FLOW PROCESS FROM NODE .10 TO NODE 421.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "Do.2" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 875.00 UPSTREAM ELEVATION = 1205.00 DOWNSTREAM ELEVATION = 1194.60 ELEVATION DIFFERENCE = 10.40 TC = .359*[( 875.00**3)/( 10.40)]**.2 = 13.096 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 3.123 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8493 SUBAREA RUNOFF(CFS) = 11.94 TOTAL AREA(ACRES) = 4.50 TOTAL RUNOFF(CFS) = 11.94 I I I I \"'" 10 I I .***********************************************************...************* I FLOW PROCESS FROM NODE 421. 00 TO NODE 422.00 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "00-3" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1194.60 890.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1167.90 I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 18.00 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) 18.30 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 14.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.62 PRODUCT OF DEPTH&VELOCITY = 1.76 STREET FLOW TRAVELTIME (MIN) = 3.21 TC(MIN) 16.31 I I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.782 SOIL CLASSIFICATION IS "Cn CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8442 SUBAREA AREA(ACRES) = 5.40 SUBAREA RUNOFF(CFS) = 12.68 SUMMED AREA(ACRES) = 9.90 TOTAL RUNOFF(CFS) 24.62 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 17.11 FLOW VELOCITY(FEET/SEC.) = 4.72 DEPTH*VELOCITY = 1.99 I I **************************************************************************** FLOW PROCESS FROM NODE 421. 00 TO NODE 422.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.31 RAINFALL INTENSITY (INCH/HR) = 2.78 TOTAL STREAM AREA(ACRES) = 9.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.62 I **********.***************************************************************** FLOW PROCESS FROM NODE 422.20 TO NODE 422.00 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "00-4" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 900.00 UPSTREAM ELEVATION = 1200.00 DOWNSTREAM ELEVATION = 1167.90 ELEVATION DIFFERENCE = 32.10 TC = .359*[( 900.00**3)/( 32.10))**.2 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 10.631 3.486 I I I \"0 7 I I SOIL CLASSIFICATION IS "e" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8538 SUBAREA RUNOFF(CFS) = 13.39 TOTAL AREA(ACRES) = 4.50 TOTAL RUNOFF (CFS) = 13.39 I I **************************************************************************** FLOW PROCESS FROM NODE 422.20 TO NODE 422.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.63 RAINFALL INTENSITY (INCH/HR) = 3.49 TOTAL STREAM AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.39 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 29.44 10.63 3.486 2 35.30 16.31 2.782 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 35.30 14.40 AS FOLLOWS: Tc (MIN.) = 16.31 I **************************************************************************** FLOW PROCESS FROM NODE 422.00 TO NODE 422.10 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "DD-S" I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1167.90 360.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1162.60 I I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I I ""TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = ~6.87 """STREET FLOWING FULL""" STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .52 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.10 PRODUCT OF DEPTH&VELOCITY = 2.13 STREETFLOW TRAVELTIME(MIN) = 1.46 TC(MIN) = 17.77 I I I \~ <6 , I I I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.659 SOIL CLASSIFICATION IS "Cn CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8421 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.13 SUMMED AREA(ACRES) = 15.80 TOTAL RUNOFF(CFS) = 38.44 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .52 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.27 DEPTH*VELOCITY = 2.22 I I **************************************************************************** FLOW PROCESS FROM NODE 422.00 TO NODE 422.10 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.77 RAINFALL INTENSITY(INCH/HR) = 2.66 TOTAL STREAM AREA(ACRES) = 15.80 PEAK FLOW RATE (CFS) AT CONFLUENCE = 38.44 I **************************************************************************** FLOW PROCESS FROM NODE 423.20 TO NODE 422.10 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "DD-6" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1188.60 DOWNSTREAM ELEVATION = 1162.60 ELEVATION DIFFERENCE = 26.00 TC = .359*[( 700.00**3)/( 26.00)J**.2 9.537 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.691 SOIL CLASSIFICATION IS "e" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8560 SUBAREA RUNOFF(CFS) 11.37 TOTAL AREA(ACRES) = 3.60 TOTAL RUNOFF(CFS) = 11. 37 I I I **************************************************************************** FLOW PROCESS FROM NODE 423.20 TO NODE 422.10 IS CODE ~ 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.54 RAINFALL INTENSITY(INCH/HR) = 3.69 TOTAL STREAM AREA(ACRES) = 3.60 PEAK FLOW RATE (CFS) AT CONFLUENCE = 11.37 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY I ~ ,5 I I I I I I I I I I I I I I I - I I I I NUMBER 1 2 (CFS) 32.00 46.63 (MIN.) 9.54 17.77 (INCH/HOUR) 3.691 2.659 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL. AREA (ACRES) = ESTIMATES ARE = 46.63 19.40 17.77 AS FOLLOWS: Tc (MIN.) = *******************************************************.******************** FLOW PROCESS FROM NODE 422.10 TO NODE 423.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "DD-5.1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1162.60 70.00 = 20.00 1161. 90 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK 18.00 INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) 47.08 ***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) = .58 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.15 PRODUCT OF DEPTH&VELOCITY = 2.40 STREET FLOW TRAVELTIME (MIN) = .28 TC(MIN) 18.05 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.637 SOIL CLASSIFICATION IS "Cn CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8417 SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF (CFS) = SUMMED AREA(ACRES) = 19.80 TOTAL RUNOFF(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .58 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY (FEET/SEC.) = 4.19 DEPTH*VELOCITY = 2.42 C.B.'s "A-4" & "A-7" FLOWS INTERCEPTED = 21.3+21.3 = 42.6 CFS (AREA = 17.7 ACRES) FLOWS FLOWBY = 5.0 CFS TO NODES 425.2 & 425.1 (2.5 CFS, 1.05AC. PER EACH C.B.) .89 47.52 **************************************************************************** FLOW PROCESS FROM NODE 423.00 TO NODE 425.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 18.05 RAIN INTENSITY(INCH/HOUR) = 2.64 TOTAL AREA(ACRES) = 17.70 TOTAL RUNOFF (CFS) = 42.60 TOTAL FLOWS INTERCEPTED BY C.B.'s "A-4" & "A-7" 10 \1.. II I **************************************************************************** FLOW PROCESS FROM NODE 423.00 TO NODE 425.00 IS CODE = 3 ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.2 UPSTREAM NODE ELEVATION = 1153.10 DOWNSTREAM NODE ELEVATION = 1150.80 FLOWLENGTH(FEET) = 120.00 MANNING'S N ESTIMATED PIPE DIAMETER (INCH) = 30.00 PIPEFLOW THRU SUBAREA (CFS) = 42.60 TRAVEL TIME (MIN.) = .16 TC (MIN. ) = .013 NUMBER OF PIPES 1 I 18.21 I **************************************************************************** FLOW PROCESS FROM NODE 423.00 TO NODE 425.00 IS CODE = 10 I ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I **************************************************************************** FLOW PROCESS FROM NODE .10 TO NODE 424.00 IS CODE = 2 ---------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "DD-7.S" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2 INITIAL SUBAREA FLOW-LENGTH = 900.00 UPSTREAM ELEVATION = 1205.00 DOWNSTREAM ELEVATION = 1184.30 ELEVATION DIFFERENCE = 20.70 TC = .359*[( 900.00**3)/( 20.70)J**.2 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "COO CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) = 13.04 TOTAL AREA(ACRES) = 4.60 11. 606 3.328 I I .8520 TOTAL RUNOFF(CFS) = 13.04 I **************************************************************************** FLOW PROCESS FROM NODE .10 TO NODE 424.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 11.61 RAINFALL INTENSITY (INCH/HR) = 3.33 TOTAL STREAM AREA(ACRES) = 4.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.04 I I **************************************************************************** FLOW PROCESS FROM NODE .20 TO NODE 424.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "DD-9" I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I II \'\ I I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**31/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 900.00 UPSTREAM ELEVATION = 1202.00 DOWNSTREAM ELEVATION = 1184.00 ELEVATION DIFFERENCE = 18.00 TC = .709*[( 900.00**31/( 18.001J**.2 23.571 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.291 SOIL CLASSIFICATION IS "Cn UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7134 SUBAREA RUNOFF(CFSl 2.78 TOTAL AREA(ACRES) = 1.70 TOTAL RUNOFF(CFS) = 2.78 I I I I **************************************************************************** FLOW PROCESS FROM NODE .20 TO NODE 424.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 23.57 RAINFALL INTENSITY (INCH/HR) = 2.29 TOTAL STREAM AREA (ACRES I = 1.70 PEAK FLOW RATE (CFS) AT CONFLUENCE = 2.78 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I * * PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 14.41 11.76 TABLE ** TIME (MIN. ) 11. 61 23.57 INTENSITY (INCH/HOUR) 3.328 2.291 I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 14.41 6.30 AS FOLLOWS: Tc (MIN.) = 11. 61 I **************************************************************************** FLOW PROCESS FROM NODE 424.00 TO NODE 425.70 IS CODE = 6 I >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "DD-8" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1184.30 550.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1163.20 I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSS FALL (DECIMAL) .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) = STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .38 HALFSTREET FLOODWIDTH(FEETl = 14.80 18.70 I I 12.. \9> I I I I AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.72 PRODUCT OF DEPTH&VELOCITY = 1.80 STREETFLOW TRAVELTIME(MIN) = 1.94 TC(MIN) 13.55 I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.067 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8485 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 9.60 TOTAL RUNOFF(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 15.95 FLOW VELOCITY(FEET/SEC.) = 5.03 DEPTH*VELOCITY = 2.02 8.59 23.00 I I ..************************************************************************** FLOW PROCESS FROM NODE 424.00 TO NODE 425.70 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 13.55 RAINFALL INTENSITY(INCH/HR) = 3.07 TOTAL STREAM AREA(ACRES) = 9.60 PEAK FLOW RATE (CFS) AT CONFLUENCE = 23.00 I **************************************************************************** FLOW PROCESS FROM NODE 425.90 TO NODE 425.70 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "DD-8.S" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 760.00 UPSTREAM ELEVATION = 1171.30 DOWNSTREAM ELEVATION = 1163.20 ELEVATION DIFFERENCE = 8.10 TC = .359*[( 760.00**3)/( 8.10)]**.2 12.651 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 3.180 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8501 SUBAREA RUNOFF(CFS) = 15.95 TOTAL AREA(ACRES) = 5.90 TOTAL RUNOFF(CFS) = 15.95 I I I **************************************************************************** I FLOW PROCESS FROM NODE 425.90 TO NODE 425.70 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 12.65 RAINFALL INTENSITY(INCH/HR) = 3.18 TOTAL STREAM AREA(ACRES) = 5.90 PEAK FLOW RATE (CFS) AT CONFLUENCE = 15.95 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO I /3 \\ I I CONFLUENCE FORMULA USED FOR 2 STREAMS. I * * PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 37.43 38.39 TABLE * * TIME (MIN. ) 12.65 13.55 INTENSITY (INCH/HOUR) 3.180 3.068 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 38.39 15.50 AS FOLLOWS: Tc(MIN.) = 13.55 **************************************************************************** I FLOW PROCESS FROM NODE 425.70 TO NODE 425.80 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "00-8.6" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1163.20 140.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1161. 60 I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) .017 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 39.02 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: NOTE: STREET FLOW 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(FEET/SEC.) = 3.99 PRODUCT OF DEPTH&VELOCITY = 2.15 STREETFLOW TRAVELTIME (MIN) = .58 TC(MIN) = 14.13 I I I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.000 SOIL CLASSIFICATION IS "e" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8476 SUBAREA AREA(ACRES) = .50 SUBAREA RUNOFF(CFS) SUMMED AREA(ACRES) = 16.00 TOTAL RUNOFF(CFS) END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .54 HALFSTREET FLOODWIDTH(FEET) 20.00 FLOW VELOCITY (FEET/SEC.) = 4.06 DEPTH*VELOCITY = 2.19 C.So's "A-8" & "A-5" FLOWS INTERCEPTED = 15.8+19.8 = 35.6 CFS (AREA = 14.3 ACRES) FLOWS FLOWSY = 4.1 CFS TO NODE 425.2 (AREA = 1.7 ACRES) 1.27 39.66 I I I **************************************************************************** I FLOW PROCESS FROM NODE 425.80 TO NODE 425.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I I+- ~ I I I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.13 RAIN INTENSITY(INCH/HOUR) = 3.00 TOTAL AREA(ACRES) = 14.30 TOTAL RUNOFF(CFS) = 35.60 TOTAL FLOWS INTERCEPTED BY C.B.'s "A-S" & "A-S" **************************************************************************** I FLOW PROCESS FROM NODE 425.80 TO NODE 425.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.7 UPSTREAM NODE ELEVATION = 1153.70 DOWNSTREAM NODE ELEVATION = 1150.80 FLOWLENGTH(FEET) = 120.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER(INCH) 27.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) 35.60 TRAVEL TIME (MIN.) = .16 TC(MIN.) = 14.29 I **************************************************************************** I FLOW PROCESS FROM NODE 425.80 TO NODE 425.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I **************************************************************************** I FLOW PROCESS FROM NODE .30 TO NODE 425.20 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "DD-10" ============================================================================ I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/IELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 1186.00 DOWNSTREAM ELEVATION = 1160.80 ELEVATION DIFFERENCE = 25.20 TC = .709*[( 500.00**3)/( 25.20)]**.2 = 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "c" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7441 SUBAREA RUNOFF(CFS) = 2.77 TOTAL AREA(ACRES) = 1.30 15.488 2.859 I I I TOTAL RUNOFF(CFS) = 2.77 **************************************************************************** I FLOW PROCESS FROM NODE .30 TO NODE 425.20 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I ============================================================================ I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 15.49 RAINFALL INTENSITY(INCH/HR) = 2.86 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.77 I I 15 1;:. I I **************************************************************************** FLOW PROCESS FROM NODE 423.00 TO NODE 425.20 IS CODE = 7 ---------------------------------------------------------------------------- I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 18.05 RAIN INTENSITY(INCH/HOUR) = 2.64 TOTAL'AREA(ACRES) = 1.05 TOTAL RUNOFF(CFS) = 2.50 FLOWS FLOW BY FROM C.B. "A.T" I **************************************************************************** FLOW PROCESS FROM NODE 423.00 TO NODE 425.20 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I ============================================================================ I I. TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 18.05 RAINFALL INTENSITY(INCH/HR) = 2.64 TOTAL STREAM AREA(ACRES) = 1.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.50 **************************************************************************** FLOW PROCESS FROM NODE 425.80 TO NODE 425.20 IS CODE = 7 ---------------------------------------------------------------------------- I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.13 RAIN INTENSITY(INCH/HOUR) = 3.00 TOTAL AREA (ACRES) = 1.70 TOTAL RUNOFF(CFS) = 4.10 FLOWS FLOWBY FROM C.B. "A-B" I **************************************************************************** FLOW PROCESS FROM NODE 425.80 TO NODE 425.20 IS CODE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 14.13 RAINFALL INTENSITY(INCH/HR) = 3.00 TOTAL STREAM AREA(ACRES) = 1.70 PEAK FLOW RATE (CFS) AT CONFLUENCE = 4.10 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 8.58 14.13 3.000 2 8.82 15.49 2.859 3 8.65 18.05 2.637 I I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 8.58 4.05 AS FOLLOWS: Tc (MIN.) = 14.13 C.B. "A-6" I I lIP 1--'V I I **************************************************************************** FLOW PROCESS FROM NODE 423.00 TO NODE 425.00 IS CODE = 11 I ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I * * PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 41. 63 14.13 3.000 2 50.10 18.21 2.624 I I II COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 50.10 21. 75 AS FOLLOWS: Tc(MIN.) = 18.21 **************************************************************************** FLOW PROCESS FROM NODE 425.80 TO NODE 425.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 74.90 14.29 2.983 2 81. 43 18.21 2.624 I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 81. 43 36.05 AS FOLLOWS: Tc (MIN.) = 18.21 I **************************************************************************** FLOW PROCESS FROM NODE 425.00 TO NODE 425.10 IS CODE = 3 ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.8 INCHES PIPEFLOW VELOCITY (FEET/SEC.) = 22.5 UPSTREAM NODE ELEVATION = 1150.80 DOWNSTREAM NODE ELEVATION = 1145.00 FLOWLENGTH(FEET) = 90.00 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) = 30.00 PIPEFLOW THRU SUBAREA (CFS) = 81.43 TRAVEL TIME (MIN.) = .07 TC(MIN.) = 18.28 .013 NUMBER OF PIPES 1 I I **************************************************************************** FLOW PROCESS FROM NODE 425.00 TO NODE 425.10 IS CODE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.28 RAINFALL INTENSITY (INCH/HR) = 2.62 TOTAL STREAM AREA(ACRES) = 36.05 PEAK FLOW RATE (CFS) AT CONFLUENCE = 81.43 I I ~ 11 I I **************************************************************************** I FLOW PROCESS FROM NODE 423.00 TO NODE 423.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 18.05 RAIN INTENSITY(INCH/HOUR) = 2.64 TOTAL AREA(ACRES) = 1.05 TOTAL RUNOFF(CFS) = 2.50 FLOWS FLOWBY FROM C.B. "A-4" I **************************************************************************** FLOW PROCESS FROM NODE 423.00 TO NODE 425.10 IS CODE = 6 I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "DD-7" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1161. 90 190.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1156.00 I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .017 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 I I ""TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 2.82 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .28 HALFSTREET FLOODWIDTH(FEET) = 9.02 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.48 PRODUCT OF DEPTH&VELOCITY = .99 STREET FLOW TRAVELTIME (MIN) = .91 TC(MIN) = 18.96 I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.569 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8404 SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) SUMMED AREA(ACRES) = 1.35 TOTAL RUNOFF(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .28 HALFSTREET FLOODWIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 3.87 DEPTH"VELOCITY = .65 3.15 I I 9.02 1.10 C.B. "A-3" **************************************************************************** I FLOW PROCESS FROM NODE 423.00 TO NODE 425.10 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 18.96 RAINFALL INTENSITY(INCH/HR) = 2.57 TOTAL STREAM AREA(ACRES) = 1.35 PEAK FLOW RATE (CFS) AT CONFLUENCE = 3.15 I **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 425.10 IS CODE = 2 I I I'Z '].bt. I I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "DD-8.7" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 180.00 UPSTREAM ELEVATION = 1164.60 DOWNSTREAM ELEVATION = 1156.00 ELEVATION DIFFERENCE = 8.60 TC = .359*[( 180.00**3)/( 8.60)]**.2 = 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) = 1.31 TOTAL AREA(ACRES) = .30 5.267 5.047 I I .8666 I TOTAL RUNOFF(CFS) = 1.31 C.B. "A-2" **************************************************************************** I FLOW PROCESS FROM NODE 90.00 TO NODE 425.10 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 5.27 RAINFALL INTENSITY (INCH/HR) = 5.05 TOTAL STREAM AREA(ACRES) = .30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.31 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. I ** PEAK STREAM NUMBER 1 2 3 FLOW RATE RUNOFF (CFS) 25.65 85.14 83.69 TABLE * * TIME (MIN.) 5.27 18.28 18.96 INTENSITY (INCH/HOUR) 5.047 2.619 2.569 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 85.14 37.70 AS FOLLOWS: Tc (MIN.) = 18.28 I **************************************************************************** FLOW PROCESS FROM NODE 425.10 TO NODE 426.00 IS CODE = 3 I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.7 UPSTREAM NODE ELEVATION = 1145.00 DOWNSTREAM NODE ELEVATION = 1132.00 FLOWLENGTH(FEET) = 620.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) 36.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA (CFS) = 85.14 TRAVEL TIME (MIN.) = .70 TC(MIN.) 18.98 1 I I I 11 j;<S I I **************************************************************************** FLOW PROCESS FROM NODE 425.10 TO NODE 426.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 18.98 RAINFALL INTENSITY (INCH/HR) = 2.57 TOTAL STREAM AREA(ACRES) = 37.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 85.14 I **************************************************************************** I FLOW PROCESS FROM NODE .03 TO NODE 426.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "D0-11.1" ============================================================================ I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 450.00 UPSTREAM ELEVATION = 1154.00 DOWNSTREAM ELEVATION = 1147.00 ELEVATION DIFFERENCE = 7.00 TC = .303*[( 450.00**3)/( 7.00)J**.2 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "Cn COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8884 SUBAREA RUNOFF(CFS) 3.95 TOTAL AREA(ACRES) = 1.10 8.026 4.042 I I I TOTAL RUNOFF(CFS) = 3.95 C.B. "A.1" I **************************************************************************** FLOW PROCESS FROM NODE .03 TO NODE 426.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.03 RAINFALL INTENSITY(INCH/HR) = 4.04 TOTAL STREAM AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.95 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 39.95 8.03 4.042 2 87.65 18.98 2.568 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA (ACRES) = ESTIMATES ARE = 87.65 38.80 AS FOLLOWS: Tc (MIN.) = 18.98 I **************************************************************************** I 2.0 tk I I I FLOW PROCESS FROM NODE 426.00 TO NODE 430.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ I I I I I I I I I I I DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.6 INCHES PIPEFLOW VELOCITY(FEET/sEC.) = 15.7 UPSTREAM NODE ELEVATION = 1132.00 DOWNSTREAM NODE ELEVATION = 1120.00 FLOWLENGTH(FEET) = 500.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 87.65 TRAVEL TIME (MIN.) = .53 TC(MIN.) = 19.51 ============================================================================ END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = TOTAL AREA(ACRES) = 87.65 38.80 Tc (MIN.) = 19.51 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS TO TRACT 24184 - UNE "B" I I I I I 'l-'\ 21 I I ************************************************************.*************** I I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-90 Advanced Engineering Software (aes) Ver. 5.8A Release Date: 8/28/90 Serial # 8198 Analysis prepared by: I KEITH INTERNATIONAL, INC. - INLAND EMPIRE 22690 CACTUS AVENUE, SUITE 300 MORENO VALLEY, CA 92507 (909) 653-0234 FAX (909) 653-5308 I ************************** DESCRIPTION. OF STUDY ************************** * PALOMA DEL SOL * * TRACT 24184 - STORM DRAIN - LINE "B" * * 100 YEAR HYDROLOGY * ************************************************************************** I I FILE NAME: 24184B.DAT TIME/DATE OF STUDY: 7:22 4/17/1996 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: I I USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE (INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE 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) SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY (INCH/HOUR) = 1.4000 SLOPE OF INTENSITY DURATION CURVE = .5271 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FOR FRICTION 2.360 .880 3.600 = 1. 400 .5505732 .5271139 SLOPE .90 I I I *******************************..******************************************* I FLOW PROCESS FROM NODE 21. 00 TO NODE 420.20 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: FROM TR. 24186- UNE "A" TC(MIN) = 20.00 RAIN INTENSITY (INCH/HOUR) = 2.50 TOTAL AREA(ACRES) = 157.10 TOTAL RUNOFF(CFS) = 366.40 I **************************************************************************** FLOW PROCESS FROM NODE 21. 00 TO NODE 420.20 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I DEPTH OF FLOW IN 54.0 INCH PIPE IS 40.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 28.5 I 2')... 1l"f? I I I UPSTREAM NODE ELEVATION = 1138.50 DOWNSTREAM NODE ELEVATION = 1121.50 FLOWLENGTH(FEET) = 370.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER (INCH) = 54.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA (CFS) = 366.40 TRAVEL TIME(MIN.) = .22 TC(MIN.) = 20.22 1 I **************************************************************************** I FLOW PROCESS FROM NODE 21. 00 TO NODE 420.20 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.22 RAINFALL INTENSITY(INCH/HR) = 2.48 TOTAL STREAM AREA(ACRES) = 157.10 PEAK FLOW RATE (CFS) AT CONFLUENCE = 366.40 I I **************************************************************************** FLOW PROCESS FROM NODE .10 TO NODE 420.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "DD-12.1" I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]'*.2 INITIAL SUBAREA FLOW-LENGTH = 750.00 UPSTREAM ELEVATION = 1205.20 DOWNSTREAM ELEVATION = 1180.30 ELEVATION DIFFERENCE = 24.90 TC = .303*[( 750.00**3)/( 24.90IJ**.2 8.460 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.932 SOIL CLASSIFICATION IS "en COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8881 SUBAREA RUNOFF(CFS) 3.49 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF (CFS) = 3.49 I I **************************************************************************** FLOW PROCESS FROM NODE 420.00 TO NODE 420.10 IS CODE = 6 I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "DD-1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1180.30 1300.00 = 32.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1136.90 I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSS FALL (DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 30.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 12.46 AVERAGE FLOW VELOCITY(FEET/sEC.) = 4.25 7.11 I 7,;0..... ~s I I II PRODUCT OF DEPTH&VELOCITY = STREET FLOW TRAVELTlME(MIN) = 5.09 1. 60 TC(MIN) = 13.56 I I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.067 SOIL CLASSIFICATION IS "Cn COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8853 SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) = 7.06 SUMMED AREA(ACRES) = 3.60 TOTAL RUNOFF(CFS) = 10.55 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 14.37 FLOW VELOCITY (FEET/SEC.) = 4.83 DEPTH'VELOCITY = 2.00 I C.B. "8-8" I **************************************************************************** FLOW PROCESS FROM NODE 420.10 TO NODE 420.20 IS CODE = 3 ---------------------------------------------------------------------------- I >>>>>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 6.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 18.0 UPSTREAM NODE ELEVATION = 1131.90 DOWNSTREAM NODE ELEVATION = 1124.40 FLOWLENGTH(FEET) = 55.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 10.55 TRAVEL TlME(MIN.) = .05 TC(MIN.) 13.61 I I **************************************************************************** FLOW PROCESS FROM NODE 420.10 TO NODE 420.20 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.61 RAINFALL INTENSITY (INCH/HR) = 3.06 TOTAL STREAM AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.55 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 257.15 13.61 3.061 2 374.96 20.22 2.484 I I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE AS FOLLOWS: 374.96 Tc(MIN.) = 160.70 20.22 I **************************************************************************** FLOW PROCESS FROM NODE 420.20 TO NODE 90.00 IS CODE = 3 ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<< I I >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 51.0 INCH PIPE IS 37.3 INCHES PIPEFLOW VELOCITY(FEET/sEC.) = 33.7 UPSTREAM NODE ELEVATION = 1121.50 DOWNSTREAM NODE ELEVATION = 1118.70 FLOWLENGTH(FEET) = 40.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA (CFS) = 374.96 TRAVEL TIME(MIN.) = .02 TC(MIN.) = 20.24 1 I I ***************************************************************************. I FLOW PROCESS FROM NODE 420.20 TO NODE 90.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.24 RAINFALL INTENSITY(INCH/HR) = 2.48 TOTAL STREAM AREA(ACRES) = 160.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 374.96 I I **************************************************************************** FLOW PROCESS FROM NODE 552.40 TO NODE 89.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "EE.1.9" I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 1150.40 DOWNSTREAM ELEVATION = 1136.00 ELEVATION DIFFERENCE = 14.40 TC = .303*[( 500.00**3)/( 14.40)]**.2 = 7.401 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 4.219 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8888 SUBAREA RUNOFF (CFS) = 3.75 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 3.75 I I C.B. "8-7" I **************************************************************************** FLOW PROCESS FROM NODE 89.00 TO NODE 90.00 IS CODE = 3 I >>>>>COMPUTE PIPE FLOW 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 4.0 INCHES PIPEFLOW VELOCITY(FEET/sEC.) = 12.7 UPSTREAM NODE ELEVATION = 1130.00 DOWNSTREAM NODE ELEVATION = 1123.00 FLOWLENGTH(FEET) = 60.00 MANNING'S N = .013 ESTIMATED PI'PE DIAMETER (INCH) 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA (CFS) = 3.75 TRAVEL TIME (MIN.) = .08 TC(MIN.) = 7.48 1 I I I 2.5 ~\ I I *****-***---*_.*---*--*-***---*---*---------*--_.***----------*_._.*-------- FLOW PROCESS FROM NODE 89.00 TO NODE 90.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.48 RAINFALL INTENSITY(INCH/HR) = 4.20 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.75 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I * * PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 142.35 377.18 TABLE * * TIME (MIN.) 7.48 20.24 INTENSITY (INCH/HOUR) 4.195 2.483 I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 377.18 161. 70 AS FOLLOWS: Tc (MIN.) = 20.24 I **_lItllt**_*_**************_********_**************.__*__*lIt**lItlltlltllt***__**_*___** FLOW PROCESS FROM NODE 90.00 TO NODE 430.00 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 66.0 INCH PIPE IS 48.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 20.3 UPSTREAM NODE ELEVATION = 1118.70 DOWNSTREAM NODE ELEVATION = 1117.00 FLOWLENGTH(FEET) = 95.00 MANNING'S N ESTIMATED PIPE DIAMETER (INCH) = 66.00 PIPEFLOW THRU SUBAREA (CFS) = 377.18 TRAVEL TIME (MIN.) = .08 TC(MIN.) = 20.31 .013 NUMBER OF PIPES 1 I I **************************************************************************** I FLOW PROCESS FROM NODE 90.00 TO NODE 430.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.31 RAINFALL INTENSITY(INCH/HR) = 2.48 TOTAL STREAM AREA(ACRES) = 161.70 PEAK FLOW RATE (CFS) AT CONFLUENCE = 377.18 I I **************************************************************************** FLOW PROCESS FROM NODE 426.00 TO NODE 430.00 IS CODE = 7 I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ~-z... 2,(, I I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 19.51 RAIN INTENSITY(INCH/HOUR) 2.53 TOTAL AREA(ACRES) = 38.80 TOTAL RUNOFF(CFS) = 87.70 FROM TR. 24184. UNE "A" I **************************************************************************** I FLOW PROCESS FROM NODE 426.00 TO NODE 430.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 19.51 RAINFALL INTENSITY(INCH/HR) = 2.53 TOTAL STREAM AREA(ACRES) = 38.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 87.70 I ***************************************************************************. FLOW PROCESS FROM NODE .21 TO NODE 26.40 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "8-1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 800.00 UPSTREAM ELEVATION = 1148.60 DOWNSTREAM ELEVATION = 1136.00 ELEVATION DIFFERENCE = 12.60 TC = .303*[( 800.00**3)/( 12.60)]**.2 = 10.078 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 3.585 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8871 SUBAREA RUNOFF(CFS) = 10.50 TOTAL AREA(ACRES) = 3.30 TOTAL RUNOFF (CFS) 10.50 I I I C.B. "8-6" **************************************************************************** FLOW PROCESS FROM NODE 26.40 TO NODE 430.00 IS CODE = 3 I >>>>>COMPUTE PIPE FLOW 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.) = 18.9 UPSTREAM NODE ELEVATION = 1130.00 DOWNSTREAM NODE ELEVATION = 1119.00 FLOWLENGTH(FEET) = 70.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA (CFS) 10.50 TRAVEL TIME (MIN.) = .06 TC(MIN.) 10.14 1 I I **************************************************************************** I FLOW PROCESS FROM NODE 26.40 TO NODE 430.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ I 2.1 ;f.> I I I I I I I I I I I I I I I I I I I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 10.14 RAINFALL INTENSITY (INCH/HR) = 3.57 TOTAL STREAM AREA(ACRES) = 3.30 PEAK FLOW RATE (CFS) AT CONFLUENCE = 10.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 244.34 10.14 3.574 2 457.38 19.51 2.531 3 470.31 20.31 2.478 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA (ACRES) = ESTIMATES ARE AS FOLLOWS: 470.31 Tc(MIN.) = 203.80 20.31 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE (CFS) = 470.31 TOTAL AREA(ACRES) = 203.80 Tc(MIN.) = 20.31 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS TO TRACT 24182 - UNE "B" ?;f\ u I I **************************************************************************** I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL ' (c) Copyright 1982-90 Advanced Engineering Software (aes) Ver. 5.8A Release Date: 8/28/90 Serial # 8198 I Analysis prepared by: I I KEITH INTERNATIONAL, INC. - INLAND EMPIRE 22690 CACTUS AVENUE, SUITE 300 MORENO VALLEY, CA 92507 (909) 653-0234 FAX (909) 653-5308 I ************************** DESCRIPTION OF STUDY **************************. * PALOMA DEL SOL * * TRACT 24184 STORM DRAIN LINE "C" * * 100 YEAR HYDROLOGY * ************************************************************************** I FILE NAME: 24184C.DAT TIME/DATE OF STUDY: 17:54 8/13/1996 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: I I USER SPECIFIED STORM EVENT (YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE (INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE 10-YEAR STORM 10-MlNUTE 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/HOURI SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 I-HOUR INTENSITY (INCH/HOUR) = 1.4000 SLOPE OF INTENSITY DURATION CURVE = .5271 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FOR FRICTION 2.360 .880 3.600 1.400 .5505732 .5271139 SLOPE .90 I I I **************************************************************************** I FLOW PROCESS FROM NODE .03 TO NODE 428.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "DD-14" I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 1154.20 DOWNSTREAM ELEVATION = 1151.20 ELEVATION DIFFERENCE = 3.00 TC = .303*[( 500.00**31/( 3.00)]**.2 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "e" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8871 SUBAREA RUNOFF (CFS) 6.34 TOTAL AREA(ACRES) = 2.00 10.128 3.576 I I TOTAL RUNOFF (CFS) 6.34 I 2811 <!J~ I I **************************************************************************** I FLOW PROCESS FROM NODE 428.00 TO NODE 428.10 IS CODE = 6 ----------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "DD-1S" I ============================================================================ UPSTREAM ELEVATION = STREET LENGTH (FEETI = STREET HALFWIDTH(FEET) 1151. 20 850.00 = 38.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1145.60 I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSS FALL (DECIMAL) = .020 OUTSIDE STREET CROSS FALL (DECIMALI .020 36.00 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 10.56 STREETFLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .52 HALFSTREET FLOODWIDTH(FEETI = 19.46 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.70 PRODUCT OF DEPTH&VELOCITY = 1.39 STREETFLOW TRAVELTIME (MIN) = 5.24 TC(MIN) 15.37 I I I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.870 SOIL CLASSIFICATION IS lien COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8845 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = SUMMED AREA (ACRES I = 5.30 TOTAL RUNOFF (CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .57 HALFSTREET FLOODWIDTH(FEET) = 22.32 FLOW VELOCITY(FEET/SEC.) = 2.89 DEPTH*VELOCITY = 1.65 8.38 14.72 I I C.B. "C-3" **************************************************************************** FLOW PROCESS FROM NODE 428.10 TO NODE 428.10 IS CODE = 10 I >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I **************************************************************************** FLOW PROCESS FROM NODE .10 TO NODE 427.00 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "DD-12" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[ (LENGTH**3)/(ELEVATION CHANGEI]**.2 INITIAL SUBAREA FLOW-LENGTH = 680.00 UPSTREAM ELEVATION = 1205.20 DOWNSTREAM ELEVATION = 1179.20 ELEVATION DIFFERENCE = 26.00 TC = .303*(( 680.00**31/( 26.00))**.2 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8885 7.909 4.074 I I I 288 1f- I I SUBAREA RUNOFF(CFS) = TOTAL AREA (ACRES) = 3.98 1.10 TOTAL RUNOFF (CFS) = 3.98 I **************************************************************************** FLOW PROCESS FROM NODE 427 . 00 TO NODE 429.00 IS CODE = 6 I >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "DD-13" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1179.20 1300.00 = 38.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1145.60 I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK INTERIOR STREET CROSS FALL (DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DEClMAL) .020 36.00 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 I **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) 9.75 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 14.33 AVERAGE FLOW VELOCITY(FEET/sEC.) = 4.49 PRODUCT OF DEPTH&VELOCITY = 1.85 STREETFLOW TRAVELTIME(MIN) = 4.83 TC(MIN) 12.74 I I 100.00 YEAR. RAINFALL INTENSITY (INCH/HOUR) = 3.169 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8857 SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF (CFS) SUMMED AREA (ACRES) = 5.20 TOTAL RUNOFF(CFS) END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .47 HALFSTREET FLOODWIDTH(FEET) 17.18 FLOW VELOCITY(FEET/sEC.) =5.04 DEPTH*VELOCITY = 2.37 11.51 15.49 I C.B. "C-2" I **************************************************************************** FLOW PROCESS FROM NODE 429.00 TO NODE 429.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 12.74 RAINFALL INTENSITY (INCH/HR) = 3.17 TOTAL STREAM AREA (ACRES) = 5.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.49 I **************************************************************************** I FLOW PROCESS FROM NODE 427.00 TO NODE 427.10 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A-1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1179.20 DOWNSTREAM ELEVATION = 1163.00 I I 1.f;C '?'\. I I I ELEVATION DIFFERENCE = 16.20 TC = .303*[( 700.00**3)/( 16.20)]**.2 8.846 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.840 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8879 SUBAREA RUNOFF(CFS) = 4.77 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 4.77 I **************************************************************************** I FLOW PROCESS FROM NODE 427.10 TO NODE 429.00 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-Z" I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1163.00 600.00 = 38.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1145.60 I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK 36.00 INTERIOR STREET CROSSFALL (DECIMAL) .020 OUTSIDE STREET CROSS FALL (DECIMAL) .020 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 6.43 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.05 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.09 PRODUCT OF DEPTH&VELOCITY = 1.50 STREETFLOW TRAVELTIME (MIN) = 2.44 TC(MIN) 11.29 I I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.377 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8864 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFFICFS) = 3.29 SUMMED AREA(ACRES) = 2.50 TOTAL RUNOFF(CFS) 8.07 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTHIFEET) = .39 HALFSTREET FLOODWIDTH(FEET) 13.19 FLOW VELOCITY(FEET/SEC.) = 4.34 DEPTH*VELOCITY = 1.69 I I C.B. "C-1" **************************************************************************** FLOW PROCESS FROM NODE 429.00 TO NODE 429.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 11.29 RAINFALL INTENSITY (INCH/HR) = 3.38 TOTAL STREAM AREA(ACRES) = 2.50 PEAK FLOW RATE (CFS) AT CONFLUENCE = 8.07 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I * * PEAK STREAM NUMBER FLOW RATE RUNOFF ICFS) TABLE ** TIME (MIN. ) INTENSITY (INCH/HOUR) I -ZSO ~ I I 1 21. 80 2 23.06 11.29 12.74 3.377 3.169 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 23.06 7.70 AS FOLLOWS: Tc (MIN.) = 12.74 **************************************************************************** I FLOW PROCESS FROM NODE 428.10 TO NODE 429.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ** PEAK FLOW RATE TABLE * * STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 35.26 12.74 3.169 2 35.61 15.37 2.870 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 35.61 13.00 AS FOLLOWS: Tc(MIN.) = 15.37 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = TOTAL AREA (ACRES) = 35.61 13.00 Tc(MIN.) = 15.37 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I END OF RATIONAL METHOD ANALYSIS TO TRACT 24136 - LINE "A" I I I I I I I I I Z~~ 1J\ I I , I I I I I I I I I I I I I I I I I 10 YEAR HYDROLOGY (RATIONAL METHOD) A,"tJ I I **************************************************************************** I I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-90 Advanced Engineering Software (aes) Ver. 5.8A Release Date: 8/28/90 Serial # 8198 Analysis prepared by: I KEITH INTERNATIONAL, INC. - INLAND EMPIRE 22690 CACTUS AVENUE, SUITE 300 MORENO VALLEY, CA 92507 (909) 653-0234 FAX (909) 653-5308 I ************************** DESCRIPTION OF STUDY ************************** * PALOMA DEL SOL * * TRACT 24184 - STORM DRAIN - LINE "A" * * 10 YEAR HYDROLOGY * ************************************************************************** I I FILE NAME: 24184A10.DAT TIME/DATE OF STUDY: 19: 4 4/ 5/1996 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: I I USER SPECIFIED STORM EVENT (YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE (INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE 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) SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 I-HOUR INTENSITY (INCH/HOUR) = .8888 SLOPE OF INTENSITY DURATION CURVE = .5506 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FOR FRICTION 2.360 .880 3.600 1. 400 .5505732 .5271139 SLOPE .90 I I I **************************************************************************** I FLOW PROCESS FROM NODE .10 TO NODE 421.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "DD-2" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 875.00 UPSTREAM ELEVATION = 1205.00 DOWNSTREAM ELEVATION = 1194.60 ELEVATION DIFFERENCE = 10.40 TC = .359*[( 875.00**3)/( 10.40)]**.2 13.096 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.055 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8289 SUBAREA RUNOFF(CFS) = 7.66 TOTAL AREA(ACRES) = 4.50 TOTAL RUNOFF (CFS) = 7.66 I I I I 2.~ b.c\ I I **************************************************************************** I FLOW PROCESS FROM NODE 421.00 TO NODE 422.00 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "DD-3" I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1194.60 890.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1167.90 I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .017 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = 11.66 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 12.48 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.03 PRODUCT OF DEPTH&VELOCITY = 1.38 STREETFLOW TRAVELTIME (MIN) = 3.68 TC(MIN) = 16.77 I I 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.793 SOIL CLASSIFICATION IS "Cn CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8211 SUBAREA AREA(ACRES) = 5.40 SUBAREA RUNOFF(CFS) = 7.95 SUMMED AREA (ACRES) = 9.90 TOTAL RUNOFF (CFS) = 15.61 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .36 HALFSTREET FLOODWIDTH(FEET) 13.64 FLOW VELOCITY(FEET/SEC.) = 4.58 DEPTH*VELOCITY = 1.66 I I I **************************************************************************** FLOW PROCESS FROM NODE 421. 00 TO NODE 422.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.77 RAINFALL INTENSITY(INCH/HR) = 1.79 TOTAL STREAM AREA(ACRES) = 9.90 PEAK FLOW RATE (CFS) AT CONFLUENCE = 15.61 I **************************************************************************** I I FLOW PROCESS FROM NODE 422.20 TO NODE 422.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "DD-4" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 900.00 UPSTREAM ELEVATION = 1200.00 DOWNSTREAM ELEVATION = 1167.90 ELEVATION DIFFERENCE = 32.10 TC = .359*[( 900.00**3)/( 32.10)J**.2 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 10.631 2.305 I I It.1--< 30 I I SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8350 SUBAREA RUNOFF (CFS) = 8.66 TOTAL AREA(ACRES) = 4.50 TOTAL RUNOFF(CFS) = 8.66 I I **************************************************************************** FLOW PROCESS FROM NODE 422.20 TO NODE 422.00 IS CODE = 1 I I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.63 RAINFALL INTENSITY (INCH/HR) = 2.30 TOTAL STREAM AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.66 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 18.56 10.63 2.305 2 22.35 16.77 1. 793 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 22.35 14.40 AS FOLLOWS: Tc(MIN.) = 16.77 I **************************************************************************** FLOW PROCESS FROM NODE 422.00 TO NODE 422.10 IS CODE = 6 I >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "DD-5" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1167.90 360.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1162.60 DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSS FALL (DECIMAL) .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 I I I **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) 23.32 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .46 HALFSTREET FLOODWIDTH(FEET) = 19.42 AVERAGE FLOW VELOCITY (FEET/SEC.) = 3.50 PRODUCT OF DEPTH&VELOCITY = 1.62 STREETFLOW TRAVELTIME (MIN) = 1.71 TC(MIN) = 18.49 I 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.699 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8179 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 1.95 SUMMED AREA(ACRES) = 15.80 TOTAL RUNOFF(CFS) = 24.30 I A.r.? 31 I I END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .46 HALFSTREET FLOODWIDTH(FEET) = 19.42 FLOW VELOCITY(FEET/SEC.) = 3.65 DEPTH*VELOCITY = 1.68 I *****************...********************..***.************...*************** I FLOW PROCESS FROM NODE 422.00 TO NODE 422.10 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 18.49 RAINFALL INTENSITY(INCH/HR) = 1.70 TOTAL STREAM AREA(ACRES) = 15.80 PEAK FLOW RATE (CFS) AT CONFLUENCE = 24.30 ..**********...**********************************...*********..************* FLOW PROCESS FROM NODE 423.20 TO NODE 422.10 IS CODE = 2 ---------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "00-6" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1188.60 DOWNSTREAM ELEVATION = 1162.60 ELEVATION DIFFERENCE = 26.00 TC = .359*[( 700.00**3)/( 26.00)]**.2 9.537 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.447 SOIL CLASSIFICATION IS "Cn CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8380 SUBAREA RUNOFF(CFS) 7.38 TOTAL AREA(ACRES) = 3.60 TOTAL RUNOFF(CFS) = 7.38 I I I **************************************************************************** FLOW PROCESS FROM NODE 423.20 TO NODE 422.10 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.54 RAINFALL INTENSITY(INCH/HR) = 2.45 TOTAL STREAM AREA(ACRES) = 3.60 PEAK FLOW RATE (CFS) AT CONFLUENCE = 7.38 I I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. * * PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 19.92 9.54 2.447 2 29.42 18.49 1. 699 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: I I ~" ~2.. I I PEAK FLOW RATE(CFS) = TOTAL AREA (ACRES) = 29.42 19.40 Tc (MIN.) 18.49 I **************************************************************************** FLOW PROCESS FROM NODE 422.10 TO NODE 423.00 IS CODE = 6 I ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "DD-5.1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1162.60 70.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1161.90 I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .017 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 I **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) = 29.70 ***STREET FLOWING FULL*** STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .50 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/sEC.) = 3.62 PRODUCT OF DEPTH&VELOCITY = 1.81 STREET FLOW TRAVELTlME(MIN) = .32 TC(MIN) 18.81 I I I 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.683 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8173 SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF(CFS) = .55 SUMMED AREA(ACRES) = 19.80 TOTAL RUNOFF (CFS) = 29.97 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .50 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/sEC.) = 3.65 DEPTH*VELOCITY = 1.82 C.So's "A-4" & "A-7" I I **************************************************************************** FLOW PROCESS FROM NODE 423.00 TO NODE 425.00 IS CODE = 3 I I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.2 INCHES PIPEFLOW VELOCITY(FEET/sEC.) = 11.2 UPSTREAM NODE ELEVATION = 1153.10 DOWNSTREAM NODE ELEVATION = 1150.80 FLOWLENGTH(FEET) = 120.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER (INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) 29.97 TRAVEL TlME(MIN.) = .18 TC(MIN.) = 18.99 I **************************************************************************** I FLOW PROCESS FROM NODE 423.00 TO NODE 425.00 IS CODE = 10 ---------------------------------------------------------------------------- I 'b~ A;.t; I I >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ I ********************************************************~*******.*********** I FLOW PROCESS FROM NODE .10 TO NODE 424.00 IS CODE. = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "DD-7.S" ============================================================================ I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 900.00 UPSTREAM ELEVATION = 1205.00 DOWNSTREAM ELEVATION = 1184.30 ELEVATION DIFFERENCE = 20.70 TC = .359*[( 900.00**3)/( 20.70)]**.2 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF (CFS) 8.41 TOTAL AREA(ACRES) = 4.60 11.606 2.196 I I .8325 I TOTAL RUNOFF(CFS) = 8.41 **************************************************************************** I FLOW PROCESS FROM NODE .10 TO NODE 424.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.61 RAINFALL INTENSITY (INCH/HR) = 2.20 TOTAL STREAM AREA(ACRES) = 4.60 PEAK FLOW RATE (CFS) AT CONFLUENCE = 8.41 I I **************************************************************************** FLOW PROCESS FROM NODE .20 TO NODE 424.00 IS CODE = 2 ---------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "DD-9" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE) ]*".2 INITIAL SUBAREA FLOW-LENGTH = 900.00 UPSTREAM ELEVATION = 1202.00 DOWNSTREAM ELEVATION = 1184.00 ELEVATION DIFFERENCE = 18.00 TC = .709*[( 900.00**3)/( 18.00)J**.2 = 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6415 SUBAREA RUNOFF(CFS) 1.62 TOTAL AREA(ACRES) = 1.70 23.571 1. 487 I I TOTAL RUNOFF (CFS) 1. 62 I **************************************************************************** FLOW PROCESS FROM NODE .20 TO NODE 424.00 IS CODE = 1 I ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 23.57 RAINFALL INTENSITY(INCH/HR) = 1.49 TOTAL STREAM AREA(ACRES) = 1.70 PEAK FLOW RATE (CFS) AT CONFLUENCE = 1.62 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 . 9.21 11. 61 2.196 2 7.31 23.57 1. 487 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 9.21 6.30 AS FOLLOWS: Tc (MIN.) = 11. 61 I **************************************************************************** FLOW PROCESS FROM NODE 424.00 TO NODE 425.70 IS CODE = 6 I >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "DD-S" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1184.30 550.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1163.20 I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .017 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) = 11.97 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 12.48 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.14 PRODUCT OF DEPTH&VELOCITY = 1.42 STREETFLOW TRAVELTIME (MIN) = 2.22 TC(MIN) 13.82 I I 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8272 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 9.60 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 13.64 FLOW VELOCITY(FEET/SEC.) = 4.30 DEPTH*VELOCITY = 1.56 1.995 I . 5.44 14.65 I **************************************************************************** FLOW PROCESS FROM NODE 424.00 TO NODE 425.70 IS CODE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ~\ 35 I I. I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.82 RAINFALL INTENSITY (INCH/HR) = 1.99 TOTAL STREAM AREA (ACRES) = 9.60 PEAK FLOW RATE (CFS) AT CONFLUENCE = 14.65 I **************************************************************************** I FLOW PROCESS FROM NODE 425.90 TO NODE 425.70 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "DD-B.S" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K* [(LENGTH**3) / (ELEVATION CHANGE)] **.-2 INITIAL SUBAREA FLOW-LENGTH = 760.00 UPSTREAM ELEVATION = 1171.30 DOWNSTREAM ELEVATION = 1163.20 ELEVATION DIFFERENCE = 8.10 TC = .359*[( 760.00**3)/( 8.10)J**.2 = 12.651 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.094 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8299 SUBAREA RUNOFF(CFS) = 10.25 TOTAL AREA(ACRES) = 5.90 TOTAL RUNOFF (CFS) = 10.25 I I I **************************************************************************** I FLOW PROCESS FROM NODE 425.90 TO NODE 425.70 IS CODE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED .FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.65 RAINFALL INTENSITY (INCH/HR) = 2.09 TOTAL STREAM AREA(ACRES) = 5.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.25 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 23.66 12.65 2.094 2 24.42 13.83 1. 994 I I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA (ACRES) = ESTIMATES ARE 24.42 15.50 AS FOLLOWS: Tc (MIN.) = 13.83 **************************************************************************** . FLOW PROCESS FROM NODE 425.70 TO NODE 425.80 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "DD-B.6" I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = 1163.20 DOWNSTREAM ELEVATION = 1161. 60 I b..% 3" I I STREET LENGTH (FEET) = 140.00 STREET HALFWIDTH(FEET) = 20.00 CURB HEIGTH(INCHES) = 6. I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) .017 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 I **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) = 24.82 ***STREET FLOWING FULL*** STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) .48 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.34 PRODUCT OF DEPTH&VELOCITY = 1.60 STREET FLOW TRAVELTlME(MIN) = .70 TC(MIN) 14.52 I I I 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.941 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8257 SUBAREA AREA(ACRES) = .50 SUBAREA RUNOFF(CFS) = .80 SUMMED AREA(ACRES) = 16.00 TOTAL RUNOFF (CFS) 25.22 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .48 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.39 DEPTH*VELOCITY = 1.63 C.S:s "A-B" & "A-S" I **************************************************************************** I FLOW PROCESS FROM NODE 425.80 TO NODE 425.00 IS CODE = 3 I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.7 UPSTREAM NODE ELEVATION = 1153.70 DOWNSTREAM NODE ELEVATION = 1150.80 FLOWLENGTH(FEET) = 120.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 25.22 TRAVEL TlME(MIN.) = .17 TC(MIN.) = 14.70 I I **************************************************************************** FLOW PROCESS FROM NODE 425.80 TO NODE 425.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** I FLOW PROCESS FROM NODE .30 TO NODE 425.20 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "DD-10" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 1186.00 COVER I I 31 b..\ I I I DOWNSTREAM ELEVATION = 1160.80 ELEVATION DIFFERENCE = 25.20 TC = .709*[( 500.00**3)/( 25.20)J**.2 = 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) = 1.66 TOTAL AREA(ACRES) = 1.30 15.488 1. 873 I .6819 TOTAL RUNOFF (CFS) = 1. 66 C.B. "A-G" I **************************************************************************** FLOW PROCESS FROM NODE 423.00 TO NODE 425.00 IS CODE = 11 I >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ** PEAK FLOW RATE TABLE .* STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 26.11 15.49 1.873 2 31. 46 18.99 1. 675 I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA (ACRES) = ESTIMATES ARE 31. 46 21.10 AS FOLLOWS: Tc (MIN.) = 18.99 I **************************************************************************** FLOW PROCESS FROM NODE 425.80 TO NODE 425.00 IS CODE = 11 I >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ** PEAK FLOW RATE TABLE .. STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 49.56 14.70 1. 928 2 53.36 18.99 1. 675 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 53.36 37.10 AS FOLLOWS: Tc (MIN.) = 18.99 I **************************************************************************** FLOW PROCESS FROM NODE 425.00 TO NODE 425.10 IS CODE = 3 ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 19.8 UPSTREAM NODE ELEVATION = 1150.80 DOWNSTREAM NODE ELEVATION = 1145.00 FLOWLENGTH(FEET) = 90.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 53.36 TRAVEL TIME (MIN.) = .08 TC(MIN.) 19.06 I I **************************************************************************** I % 9> I II FLOW PROCESS FROM NODE 425.00 TO NODE 425.10 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.06 RAINFALL INTENSITY (INCH/HR) = 1.67 TOTAL STREAM AREA(ACRES) = 37.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 53.36 I **************************************************************************** I FLOW PROCESS FROM NODE 91. 00 TO NODE 425.10 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "DD-7" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE))**.2 INITIAL SUBAREA FLOW-LENGTH = 180.00 UPSTREAM ELEVATION = 1164.90 DOWNSTREAM ELEVATION = 1156.00 ELEVATION DIFFERENCE = 8.90 TC = .359*[( 180.00**3)/( 8.90)J**.2 = 5.231 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.405 SOIL CLASSIFICATION IS "e" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8529 SUBAREA RUNOFF(CFS) = .87 TOTAL AREA(ACRES) = .30 TOTAL RUNOFF(CFS) = .87 I I I C.B. "A-3" I **************************************************************************** FLOW PROCESS FROM NODE 423.00 TO NODE 425.10 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.23 RAINFALL INTENSITY (INCH/HR) = 3.41 TOTAL STREAM AREA(ACRES) = .30 PEAK FLOW RATE (CFS) AT CONFLUENCE = .87 I **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 425.10 IS CODE = 2 ---------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "DD-8.7" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 180.00 UPSTREAM ELEVATION = 1164.60 DOWNSTREAM ELEVATION = 1156.00 ELEVATION DIFFERENCE = 8.60 TC = .359*[( 180.00**3)/( 8.60))**.2 5.267 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.392 SOIL CLASSIFICATION IS "Cn CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8527 I I I 'S'- )'l I I SUBAREA RUNOFF (CFS) = TOTAL AREA (ACRES) = .87 .30 TOTAL RUNOFF(CFS) = .87 I C.B. "A-2" ********.******************************************************************* FLOW PROCESS FROM NODE 90.00 TO NODE 425.10 IS CODE.= 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ I I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 5.27 RAINFALL INTENSITY(INCH/HR) = 3.39 TOTAL STREAM AREA(ACRES) = .30 PEAK FLOW RATE (CFS) AT CONFLUENCE = .87 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. I ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 16.38 5.23 3.405 2 16.48 5.27 3.392 3 54.21 19.06 1.671 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 54.21 37.70 AS FOLLOWS: Tc (MIN.) = 19.06 **************************************************************************** I FLOW PROCESS FROM NODE 425.10 TO NODE 426.00 IS CODE = 3 I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.1 UPSTREAM NODE ELEVATION = 1145.00 DOWNSTREAM NODE ELEVATION = 1132.00 FLOWLENGTH(FEET) = 620.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 54.21 TRAVEL TIME (MIN.) = .79 TC(MIN.) 19.85 I I **************************************************************************** FLOW PROCESS FROM NODE 425.10 TO NODE 426.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.85 RAINFALL INTENSITY(INCH/HR) = 1.63 TOTAL STREAM AREA(ACRES) = 37.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 54.21 I I 5'[,.. ~ I I **************************************************************************** FLOW PROCESS FROM NODE .03 TO NODE 426.00 IS CODE = 2 I ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "DD-11.1" ============================================================================ I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE) ]**.2 INITIAL SUBAREA FLOW-LENGTH = 450.00 UPSTREAM ELEVATION = 1154.00 DOWNSTREAM ELEVATION = 1147.00 ELEVATION DIFFERENCE = 7.00 TC = .303*[( 450.00**3)/( 7.00)]**.2 = 8.026 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.690 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8836 SUBAREA RUNOFF(CFS) = 2.61 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF (CFS) = 2.61 I I I C.B. "A-1" **************************************************************************** I FLOW PROCESS FROM NODE .03 TO NODE 426.00 IS CODE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.03 RAINFALL INTENSITY (INCH/HR) = 2.69 TOTAL STREAM AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.61 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I * * PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 24.53 55.80 TABLE ** TIME (MIN. ) 8.03 19.85 INTENSITY (INCH/HOUR) 2.690 1. 634 I I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 55.80 38.80 AS FOLLOWS: Tc (MIN.) = 19.85 **************************************************************************** I FLOW PROCESS FROM NODE 426.00 TO NODE 430.00 IS COqE = 3 ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.9 UPSTREAM NODE ELEVATION = 1132.00 DOWNSTREAM NODE ELEVATION = 1120.00 FLOWLENGTH(FEET) = 500.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) 55.80 TRAVEL TIME (MIN.) = .60 TC(MIN.) = 20.45 I I ?~ 4-1 I I I I I I I I I I I I I I I I I I I ============================================================================ END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 55.80 Tc(MIN.) = 20.45 TOTAL AREA(ACRES) = 38.80 ============================================================================ END OF RATIONAL METHOD ANALYSIS TO TRACT 24184 - UNE "B" 4-2. ~~ I I **************************************************************************** I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (e) Copyright 1982-9.0 Advanced Engineering Software (aes) Ver. 5.8A Release Date: 8/28/9.0 Serial # 8198 I Analysis prepared by: I KEITH INTERNATIONAL, INC. - INLAND EMPIRE 2269.0 CACTUS AVENUE, SUITE 3.0.0 MORENO VALLEY, CA 925.07 (9.09) 653-.0234 FAX (9.09) 653-53.08 I ************************** DESCRIPTION-OF STUDY ************************** * TRACT 24184 - STORM DRAIN - LINE "B" * * 1.0 YEAR HYDROLOGY * * * ************************************************************************** I I FILE NAME: 24l84BlD.DAT TIME/DATE OF STUDY: 18: 9 4/ 8/1996 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: I I USER SPECIFIED STORM EVENT (YEAR) = 1.0..0.0 SPECIFIED MINIMUM PIPE SIZE (INCH) = 18..0.0 SPECIFIED PERCENT OF GRADIENTS(DEClMAL) TO USE lD-YEAR STORM lD-MlNUTE INTENSITY (INCH/HOUR) = 10-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR) = lDD-YEAR STORM lD-MINUTE INTENSITY (INCH/HOUR) 100-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR) SLOPE OF lD-YEAR INTENSITY-DURATION CURVE = SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 I-HOUR INTENSITY (INCH/HOUR) SLOPE OF INTENSITY DURATION CURVE = .55.06 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FOR FRICTION 2.36.0 .880 3.6.0.0 = 1. 4.00 .55.05732 .5271139 SLOPE = .9.0 I I .8888 I **************************************************************************** I FLOW PROCESS FROM NODE 21..0.0 TO NODE 42.0.2.0 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECI FrED VALUES ARE AS FOLLOWS: FROM TR. 24186 - LINE "A" TC(MIN) = 20.47 RAIN INTENSITY(INCH/HOUR) = 1.61 TOTAL AREA(ACRES) = 157.10 TOTAL RUNOFF(CFS) = 236.4.0 I **************************************************************************** FLOW PROCESS FROM NODE 21. .0.0 TO NODE 42.0.2.0 IS CODE = 3 I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 45..0 INCH PIPE IS 35.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 25.4 I il-3 "S~ I I UPSTREAM NODE ELEVATION = 1138.50 DOWNSTREAM NODE ELEVATION 1121.50 FLOWLENGTH(FEET) = 370.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA (CFS) = 236.40 TRAVEL TlME(MIN.) = .24 TC(MIN.) = 20.71 1 I I **************************************************************************** I I FLOW PROCESS FROM NODE 21. 00 TO NODE 420.20 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.71 RAINFALL INTENSITY(INCH/HR) = 1.60 TOTAL STREAM AREA(ACRES) = 157.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 236.40 **************************************************************************** FLOW PROCESS FROM NODE .10 TO NODE 420.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "0D-12.1" I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGEI]**.2 INITIAL SUBAREA FLOW-LENGTH = 750.00 UPSTREAM ELEVATION = 1205.20 DOWNSTREAM ELEVATION = 1180.30 ELEVATION DIFFERENCE = 24.90 TC = .303*[( 750.00**3)/( 24.90)]**.2 = 8.460 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.613 SOIL CLASSIFICATION IS "Cn COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8832 SUBAREA RUNOFF(CFS) = 2.31 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 2.31 I I I **************************************************************************** FLOW PROCESS FROM NODE 420.00 TO NODE 420.10 IS CODE = 6 I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "0D-1" ============================================================================ I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1180.30 1300.00 = 32.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1136.90 I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK INTERIOR STREET CROSSFALL(DEClMALI = .020 OUTSIDE STREET CROSS FALL (DECIMAL) = .020 30.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 9.60 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.44 4.62 I I tt~ 5" I I PRODUCT OF DEPTH&VELOCITY = STREET FLOW TRAVELTlME(MIN) = 4.88 1.41 TC(MIN) = 13.34 I I 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.034 SOIL CLASSIFlCATION.IS "c" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8795 SUBAREA AREA(ACRES) = 2.60 SUBAREA' RUNOFF (CFS) 4.65 SUMMED AREA(ACRES) = 3.60 TOTAL RUNOFF(CFS) = 6.96 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 11.51 FLOW VELOCITY(FEET/SEC.) = 4.82 DEPTH*VELOCITY = 1.72 I C.B. "8-8" I **************************************************************************** FLOW PROCESS FROM NODE 420.10 TO NODE 420.20 IS CODE = 3 I >>>>>COMPUTE PIPE FLOW 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 5.3 INCHES PIPEFLOW VELOCITY (FEET/SEC.) = 16.0 UPSTREAM NODE ELEVATION = 1131.90 DOWNSTREAM NODE ELEVATION = 1124.40 FLOWLENGTH(FEET) = 55.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) 6.96 TRAVEL TlME(MIN.) = .06 TC(MIN.) = 13.40 I I **************************************************************************** FLOW PROCESS FROM NODE 420.10 TO NODE 420.20 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 13.40 RAINFALL INTENSITY (INCH/HR) = 2.03 TOTAL STREAM AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.96 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 159.84 241. 87 TABLE ** TIME (MIN.) 13.40 20.71 INTENSITY (INCH/HOUR) 2.029 1.596 I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 241. 87 160.70 AS FOLLOWS: Tc (MIN.) = 20.71 I **************************************************************************** FLOW PROCESS FROM NODE 420.20 TO NODE 90.00 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 29.9 UPSTREAM NODE ELEVATION = 1121.50 DOWNSTREAM NODE ELEVATION = 1118.70 FLOWLENGTH(FEET) = 40.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 42.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA (CFS) = 241.87 TRAVEL TIME (MIN.) = .02 TC (MIN.) 20.74 1 I **************************************************************************** I FLOW PROCESS FROM NODE 420.20 TO NODE 90.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 20.74 RAINFALL INTENSITY(INCH/HR) = 1.60 TOTAL STREAM AREA(ACRES) = 160.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 241.87 I I **************************************************************************** FLOW PROCESS FROM NODE 552.40 TO NODE 89.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "EE-1.9" I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 1150.40 DOWNSTREAM ELEVATION = 1136.00 ELEVATION DIFFERENCE = 14.40 TC = .303*[( 500.00**3)/( 14.40)J**.2 = 7.401 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.813 SOIL CLASSIFICATION IS "Cn COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8842 SUBAREA RUNOFF(CFS} = 2.49 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF (CFS) = 2.49 I I C.B. "8-7" I **************************************************************************** FLOW PROCESS FROM NODE 89.00 TO NODE 90.00 IS CODE = 3 I >>>>>COMPUTE PIPE FLOW 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 3.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.2 UPSTREAM NODE ELEVATION = 1130.00 DOWNSTREAM NODE ELEVATION = 1123.00 FLOWLENGTH(FEET) = 60.00 MANNING'S N ESTIMATED PIPE DIAMETER (INCH) = 18.00 PIPEFLOW THRU SUBAREA (CFS) = 2.49 TRAVEL TIME (MIN.) = .09 TC(MIN.) .013 NUMBER OF PIPES = 1 I I 7.49 I ~ ~ I I **************************************************************************** FLOW PROCESS FROM NODE 89.00 TO NODE 90.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.49 RAINFALL INTENSITY(INCH/HR) = 2.79 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATE (CFS) AT CONFLUENCE = 2.49 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 89.86 7.49 2.795 2 243.29 20.74 1. 595 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA (ACRES) = ESTIMATES ARE = 243.29 161.70 AS FOLLOWS: Tc (MIN.) = 20.74 I **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 430.00 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I DEPTH OF FLOW IN 54.0 INCH PIPE IS 43.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17.9 UPSTREAM NODE ELEVATION. = 1118.70 DOWNSTREAM NODE ELEVATION = 1117.00 FLOWLENGTH(FEET) = 95.00 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) = 54.00 PIPEFLOW THRU SUBAREA (CFS) 243.29 TRAVEL TIME(MIN.) = .09 TC(MIN.) = 20.82 .013 NUMBER OF PIPES 1 I **************************************************************************** I FLOW PROCESS FROM NODE 90.00 TO NODE 430.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.82 RAINFALL INTENSITY(INCH/HR) = 1.59 TOTAL STREAM AREA(ACRES) = 161.70 PEAK FLOW RATE (CFS) AT CONFLUENCE = 243.29 I I **************************************************************************** FLOW PROCESS FROM NODE 426.00 TO NODE 430.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< I ============================================================================ I Lf-1 5\. I I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 20.45 RAIN INTENSITY (INCH/HOUR) 1.61 TOTAL AREA(ACRES) = 38.80 TOTAL RUNOFF (CFS) = 55.80 FROM TR. 24184. UNE "A" I **************************************************************************** I FLOW PROCESS FROM NODE 426.00 TO NODE 430.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 20.45 RAINFALL INTENSITY (INCH/HR) = 1.61 TOTAL STREAM AREA(ACRES) = 38.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 55.80 I **************************************************************************** FLOW PROCESS FROM NODE .21 TO NODE 26.40 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "8-1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*((LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 800.00 UPSTREAM ELEVATION = 1148.60 DOWNSTREAM ELEVATION = 1136.00 ELEVATION DIFFERENCE = 12.60 TC = .303*[( 800.00**3)/( 12.60))**.2 = 10.078 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.373 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8819 SUBAREA RUNOFF(CFS) 6.91 TOTAL AREA(ACRES) = 3.30 TOTAL RUNOFF (CFS) = 6.91 I I I C.B. "8-6" **************************************************************************** FLOW PROCESS FROM NODE 26.40 TO NODE 430.00 IS CODE = 3 I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.8 UPSTREAM NODE ELEVATION = 1130.00 DOWNSTREAM NODE ELEVATION = 1119.00 FLOWLENGTH(FEET) = 70.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER (INCH) 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA (CFS) = 6.91 TRAVEL TlME(MIN.) = .07 TC(MIN.) = 10.15 1 I **************************************************************************** I I FLOW PROCESS FROM NODE 26.40 TO NODE 430.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ~ (p II I I I I I I I I I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 10.15 RAINFALL INTENSITY(INCH/HR) = 2.36 TOTAL STREAM AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.91 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK STREAM NUMBER 1 2 3 FLOW RATE RUNOFF (CFS) 153.15 299.42 303.19 TABLE ** TIME (MIN.) 10.15 20.45 20.82 INTENSITY (INCH/HOUR) 2.364 1. 608 1.592 COMPUTED CONFLUENCE PEAK FLOW RATEICFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 303.19 203.80 AS FOLLOWS: TC (MIN.) = 20.82 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATEICFS) = 303.19 TOTAL AREA (ACRES) = 203.80 Tc (MIN.) = 20.82 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS TO TRACT 24182 - UNE "B" I I I I I I I I I 4-~ (p\. I I **************************************************************************** I I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL . (c) Copyright 1982-90 Advanced Engineering Software (aes) Ver. 5.8A Release Date: 8/28/90 Serial # 8198 Analysis prepared by: I KEITH INTERNATIONAL, INC. - INLAND EMPIRE 22690 CACTUS AVENUE, SUITE 300 MORENO VALLEY, CA 92507 (909) 653-0234 FAX (909) 653-5308 I ************************** DESCRIPTION OF STUDY ************************** I * PALOMA DEL SOL * TRACT 24184 STORM DRAIN * 10 YEAR HYDROLOGY * LINE "e" * " ************************************************************************** I FILE NAME: 24184C10.DAT TIME/DATE OF STUDY: 17:58 8/13/1996 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: I I USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE 10-YEAR STORM 10-MlNUTE 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) SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 I-HOUR INTENSITY (INCH/HOUR) SLOPE OF INTENSITY DURATION CURVE = .5506 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FOR FRICTION 2.360 .880 3.600 1.400 .5505732 .5271139 SLOPE .90 I I I .8888 **************************************************************************** I FLOW PROCESS FROM NODE .03 TO NODE 428.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "DD-14" I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 1154.20 DOWNSTREAM ELEVATION = 1151.20 ELEVATION DIFFERENCE = 3.00 TC = .303*[( 500.00*"3)/( 3.00)]**.2 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "e" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8818 SUBAREA RUNOFF(CFS) = 4.17 TOTAL AREA (ACRES) = 2.00 10.128 2.367 I I I TOTAL RUNOFF(CFS) 4.17 I 4'1 A ~'J, I I **************************************************************************** I FLOW PROCESS FROM NODE 428.00 TO NODE 428.10 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "0D-15" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1151. 20 850.00 = 38.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1145.60 I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK 36.00 INTERIOR STREET CROSS FALL (DECIMAL) .020 OUTSIDE STREET CROSS FALL (DECIMAL) .020 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 6.86 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .46 HALFSTREET FLOODWIDTH(FEET) = 16.61 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.38 PRODUCT OF DEPTH&VELOCITY = 1.09 STREETFLOW TRAVELTIME (MIN) = 5.95 TC(MIN) 16.08 I I 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.835 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8779 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFFICFS) = SUMMED AREA (ACRES) = 5.30 TOTAL RUNOFF(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .50 HALFSTREET FLOODWIDTH(FEET) 18.89 FLOW VELOCITY (FEET/SEC.) = 2.57 DEPTH*VELOCITY = 1.30 5.32 9.49 I I C.B. "C-3" **************************************************************************** FLOW PROCESS FROM NODE 428.10 TO NODE 428.10 IS CODE = 10 I >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I **************************************************************************** FLOW PROCESS FROM NODE .10 TO NODE 427.00 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "00-12" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/IELEVATION CHANGE))*".2 INITIAL SUBAREA FLOW-LENGTH = 680.00 UPSTREAM ELEVATION = 1205.20 DOWNSTREAM ELEVATION = 1179.20 ELEVATION DIFFERENCE = 26.00 TC = .303*[( 680.00**3)/( 26.00)]**.2 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "e" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8837 SUBAREA RUNOFF (CFSI 2.64 TOTAL AREAIACRES) = 1.10 7.909 2.712 I I TOTAL RUNOFFICFS) 2.64 I I 4~ E> ~ I I **************************************************************************** FLOW PROCESS FROM NODE 427.00 TO NODE 429.00 IS CODE = 6 I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "DD-13" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1179.20 1300.00 = 38.00 DOWNSTREAM ELEVATION = CURB HEIGTHIINCHES) = 6. 1145.60 I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 36.00 INTERIOR STREET CROSSFALL (DECIMAL) .020 OUTSIDE STREET CROSSFALL(DEClMAL) = .020 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 I **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) 6.32 STREETFLOW MODEL RESULTS: STREET FLOWDEPTHIFEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.05 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.02 PRODUCT OF DEPTH&VELOCITY = 1.48 STREET FLOW TRAVELTlME(MIN) = 5.38 TC(MIN) 13.29 I I 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.038 SOIL CLASSIFICATION IS "e" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8796 SUBAREA AREAIACRES) = 4.10 SUBAREA RUNOFFICFS) = SUMMED AREAIACRES) = 5.20 TOTAL RUNOFF(CFSI END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 14.33 FLOW VELOCITYIFEET/SEC.) ~ 4.60 DEPTH*VELOCITY = 1.90 7.35 9.99 I C.B. "C-2" I **************************************************************************** FLOW PROCESS FROM NODE 429.00 TO NODE 429.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 13.29 RAINFALL INTENSITY (INCH/HR) = 2.04 TOTAL STREAM AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) AT CONFLUENCE ~ 9.99 I **************************************************************************** I FLOW PROCESS FROM NODE 427.00 TO NODE 427.10 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A-1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGEI]**.2 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1179.20 DOWNSTREAM ELEVATION ~ 1163.00 ELEVATION DIFFERENCE = 16.20 TC ~ .303*[( 700.00"*3)/( 16.20)J**.2 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "c" 8.846 2.550 I I I 4QC ~b... I I COMMERCIAL DEVELOPMENT SUBAREA RUNOFF (CFSJ = TOTAL AREA (ACRES) = RUNOFF COEFFICIENT = .8829 3.15 1.40 TOTAL RUNOFF (CFS) = 3.15 I **************************************************************************** I FLOW PROCESS FROM NODE 427.10 TO NODE 429.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-2" I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEETJ 1163.00 600.00 = 38.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1145.60 I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 36.00 INTERIOR STREET CROSSFALL (DECIMAL) .020 OUTSIDE STREET CROSS FALL (DEClMALJ .020 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 I **TRAVELTlME COMPUTED USING MEAN FLOW(CFSJ 4.22 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 9.77 AVERAGE FLOW VELOCITY(FEET/SEC.J 3.93 PRODUCT OF DEPTH&VELOCITY = 1.27 STREETFLOW TRAVELTIME(MIN) = 2.54 TC(MIN) 11.39 I I 10.00 YEAR RAINFALL INTENSITY (INCH/HOURJ = 2.219 SOIL CLASSIFICATION IS "Cn COMMERCIAL DEVELOPMENT .RUNOFF COEFFICIENT = .8809 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) 2.15 SUMMED AREA (ACRES) = 2.50 TOTAL RUNOFF (CFSJ 5.30 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEETJ = .34 HALFSTREET FLOODWIDTH(FEETJ 10.91 FLOW VELOCITY(FEET/SEC.) = 4.05 DEPTH*VELOCITY = 1.40 I I C.B. "C..1" **************************************************************************** FLOW PROCESS FROM NODE 429.00 TO NODE 429.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.39 RAINFALL INTENSITY(INCH/HR) = 2.22 TOTAL STREAM AREA (ACRES J = 2.50 PEAK FLOW RATE (CFS) AT CONFLUENCE = 5.30 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR J 1 13.86 11.39 2.219 2 14.85 13.29 2.038 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: I) II II 4'10 ~~ I I PEAK FLOW RATE(CFS) ; TOTAL AREA (ACRES) ; 14.85 7.70 Tc (MIN.) ; 13.29 I **************************************************************************** FLOW PROCESS FROM NODE 428.10 TO NODE 429.00 IS CODE; 11 I ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 22.70 13.29 2.038 2 22.87 16.08 1. 835 I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) ; ESTIMATES ARE ; 22.87 13.00 AS FOLLOWS: Tc (MIN.) ; 16.08 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I END OF STUDY SUMMARY: PEAK FLOW RATE (CFS) ; TOTAL AREA (ACRES) ; 22.87 13.00 Tc (MIN.) ; 16.08 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS TO TRACT 24136 - LINE "A" I I I I I I I I I I I 4qi:: tb I !I I il I I I ,I I i I I I I .1 !I I I I I I I HYDROLOGY MAP (0\ I I I I I II I I I I I I I I I I I I I CATCH BASIN DESIGN CALCULATIONS & GUTTER CAPACITY ANALYSIS ~~ I r C.B.'A-T ~ 1" ",1 F.B. tOO. Z.5 F.B. 10.0.0 a100.'f1'~d' a 10-'3O/ld. l'L.;;l C.B. '/4,.4' ;<--.................,.--" ~ Catch Basin ~ Flaw By ~O~_ F.B. 100. ?-.5 F.B. 10_0.0 20' - C.B. 'A.6' r--1 i'l FAVARA DRIVE '\ , ! ~ ~ i:! ~ N ~ I~ci . . 8 ~ 00 C.B. ''''.-'1 i O[ ',' . , ~ ~ J j // .~ r I l \ .u u ~. CO! <'! i 0' . . * 8 ~ 00 >- < == C.B. 'A.2' III w > is C.B.'A-8' r-"! F.B. tOO. 4.1 t '1 F.B. 10.. 0.0 F.B. 100.. 0.0 F.B. 10.. 0.0 r.J C.B,'A.S' ~ll , I \ \ ,~ ....~~- HIGH Q100.. 4.0cts POINT a 10. 2.6cts DE PORTOLA ROAD 50 atoo.39.7d. a 10.'>>ad. C.B. '/4..1' ~ :}" >\.1 ::: :"f - PALOMA DEL SOL. TRACT 24184 Street Flow Exhibit ~ I I I I I I I I I I I I I I I I I I I HYDRAUliC DESIGN, ON-GRADE CATCH BASIN Project: T~ 24184 ~L.OHA. 'Del- SOL- Catch Basin Number: I A -I' lO-year Discharge (from Rational Method) (cis): Z.G:, lOQ-year Discharge (from Rational Method) (cis): 4.0 Carryover from C.B. No. Total Design Discharge (cis): ~.O / Flow Depth (it): P,O'll '" 0.33 Street Slope: /.8870 f . D - O. ~ ~ .J .0 = (cis): 0.0 Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart L L - 14 USE" ~vA-r/ON, j(w = III Discharge Intercepted (cis): 4.0::: GJoo oz.&> ~ &10 Carryover to Downstream Point (cis): 0.0 Facility Receiving Carryover: - X: c."5. /I.SE; IS ~ eJ'-'ff 51 DE" Q = CW D a>CN:m ~ 3.1'2(11/"8(0. 33~"S = 4.5 ~ QC,oo.$>.,." 3.rz(lltB!;(p.z')'j'S"= 3.7 CFS ,'. 0.1<::. eA-TcHe. FLOW'S ~o/2. To ~cJ~ Q.elA-TlcN . 5/ (J- I I I I~" I - - - - -. - - - - - -. - - - -. - -. HYDNA0LIC ELEMENTS - I PROGRAM pACKAGE (C) Copyrignt 1982-88 Advanced Engineering Software (aes) Ver. L.7A kelease Date: 6/25788 Serlal # DF1721 Especially prepared for: KEITrI COio!PANIES I ---------------------------------------------------------------------------- TIME/DATE OF ST0DY: 19:16 16-APR-96 ~;~;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;,;;;;;;;;;;;;=:;;;;; I ............... & . . ........ 0 E SCR I PT I ON OF S T LIOY ... * *. . * . * * . . *. . * . . . . * * *. . . FLOW DEPTH CALC. FOR C.B. "A-I" . . TRACT 24184 . PALOMA DEL SOL . . . . * . . . . . . . . . . . . . . . . . . . . * . . . . * . . . . . . . . . . * . . . . . . . . . . . . . . . . . . . * . . . . . . . . . . . . I I I . . . . . . . . . . . . . . . . . . . . . * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ~~~~~~~~~~~~~~-~~~~~_!~~~~_!~~~~~~~!~~~~~~------------------------~~QQ------ CONSTANT STREET GRADE(FEET/FEET) ~ 0.018800 CONSTANT STREET ELOW(CFS) ~ 4.00 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) ; 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET); 38.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) ; 0.020000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET); 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(EEET); 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET); 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET); 0.12500 I FLOW ASSUMED TO FILL STREET ON O~E SIDE, A~D THEN SPLIrS ):::~~~~~~~~~~:;~~~~:~~~~~~~~::::::::::::::::::::::::::::::::::::::::::::::: STREET FLOWDEPTH(FEET); 0.33 HALFSTREET FLOODWIDTH(FFET); 10.72 AVERAGE FLOW VELOCITY(FEET/SEC.) ; PRODUCT OF DEPTH&VELOCITY; 1.02 I I.................. ..... ............. ........... ......, ,......,... .........,. ~>>>STREETFl.OW MODE"L Ii.PUT Ii-FORMATION"" Q,o I ----CONSTANT-STREfT-GRADE(FffT/FEET)-:-O~018800----------------------------- CONSTANT STREET FLOW(CFS); 2.60 ' AVERAGE STREETFlOW FRICTION FACTOR(MANNING) ; 0.015000 CONSTANT SYMMEfRICAL STREET HALF-WIDTH(FEET); 38.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) ; 0.020000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET); 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET); 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET); 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEFT); 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLIrS I I J:::~~~~~~~~~~:;~~~~:~~~~~~~~::::::::::::::::::::::::::::::::::::::::::::::: I STREET FLOWDEPTH(FEET); 0.29 HAlFSTREET FLOODWIDTH(FEET); 8.47 AVERAGE FLOW VELOCITY(FEET/SEC.); 3.01 PRODUCT OF DEPTH&VELOCITY; 0.86 I I 3. 09 --------------------------------------------------------------------------- --------------------------------------------------------------------------- ,\0 52.. II I I I I I I I I I I il I I I I I I I I HYDRAUliC DESIGN, ON-GRADE CATCH BASIN Project: ~c;-r Z4-1 Sf Catch Basin Number: A -1-' 10-year Discharge (from Rational Method) (cis): 100-year Discharge (from Rational Method) (cis): 0.9 /. '? = (cis):? Carryover from C.B. No. f'l11tr Total Design Discharge (cis): /.~ Flow Depth (it): D,DO:: 0.1-0' I 0'0 :; D. Ib Street Slope: 4-. '1 70 Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart L l.. -/ 4- w = /4-' Discharge Intercepted (cis): 'Z . (0 ~ \..~ "" Q.oo Carryover to Downstream Point (cfs): ? Facility Receiving Carryover: N/II 2.2. ') D.'} =GIO f'Jp = 3./2 (Itf)o.85( o.1.6'i.'7' :=- '-'tA 100 ' J 2 . (p "P? &CAP,O"'" 0.12 ll4-)O.Il5"(o. i~)"5::: Z."2. ~ '\\ 53 I I I I~'- I - - -- . - -- - - -. -. . - - - - -- - - -- -. -- HYDRAULIC flFMFNTS - I ~ROGRAM ~ACKAGF (C) Copyrig~t 1982-88 Advanced Engineering 3Dftware (aes) Ver. 2.7A R~leas~ Date: 6/25188 S~rlal # Df1721 Especially pr~pared far: K E IT H C 0 ~ f' A N If S I --TI;'fiDATE-oF-ST~~y~-i9;i9--i6:A~R:96-------------------------------------- ;~;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;----;;--;;;--;;--;-;;;;-;-;~ I ~..*..........*.....***... DESCRIPTION OF Sl"uOY .***...................... . FLOW DEPTH CALC. FOR C.B. "A-2" . TRACT 24184 . PALOMA DEL SOL . . . . . . . . . . . . . . . * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I....... ............. ................ ........... ...... .......... ............. ~~~~~~~~~~~~~~_~~~~~_~~~~~_~~~~~~~~~~~~~~~_______________________~LQQ______ I I I ............................................................................ STREETFLOW MODEL RESULTS: I I....................... ................... .............. ......... ...... ..... '""STREETFLO"; MODfL I..PUT !;.FDRMATION"" Qo I ----CONSTANT-STREF.T-(,~ADF.(FF.ETiFF.ET)-:-O~049000----------------------------- CONSTANT STREET FLOW(CFS). 0.90 AVERAGE STREETFLO~ FRICTION FACTOR(MA~NI~G) . 0.015000 CONSTANT SYMMETRICAL SrREET HALF-WIDTH(FEET). 20.00 CONSTANT SYMMETRICAL STREET CROSSFALL(OECIMAL) . 0.023300 CONSTANT SYM~ETRICAL CURB HEIGrH(FEET). 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET). 2.00 CONSTANT SYM~ETRICAL GUTTER-LIP(FEET). 0.03125 I CONSTANT SYMMETRICAL GUTTER-HIKE(FEET). 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS J:::~!~~~!~~~~:;~~~~:~~~~~!~~::::::::::::::::::::::::::::::::::::::::::::::: STREET FLOWDEPTH(FEET). 0.18 HALFSTREET FLOODWIDTH(FEET). 2.84 AVERAGE FLOw VELOCITY(FEET/SEC.). 3.83 PRODUCT OF DEPTH&VElOCITY. 0.67 I I I I CONSTANT STREET GRADE(FEET/FEET) . 0.049000 CONSTANT STREET FLOW(CFS). 1.30 AVERAGE STREETFLOW FRICTION FACTOR(MANNING, . 0.015000 CONSTANT SYMMETRICAL STREET HAlF-WIDTH(FEET). 20.00 CONSTANT SYMMETRICAL STREET CROSSFAll(DECIMAL) = 0.023300 CONSTANT SYMMETRICAL CURB HEIGTH(FEET). 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET). 2.00 CONSTANT SYMMETRICAL GUTTER-lIP(FEET) = 0.03125 CONSTANT SYM~FTRICAl GUTTER-HIKE(FEET). 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND I~EN SPLITS STREET FLOWDEPTH(FEET). 0.20 HALF STREET FlOODWIDTH(FEET). 3.97 AVERAGE FLOW VELOCITY(FEET/SEC.) . PRODUCT OF DEPTH&VELOCITY. 0.81 4.01 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --------------------------------------------------------------------------- \1- ?/f I I I I I I I I I I I I I I I I I I I HYDRAUliC DESIGN, ON-GRADE CATCH BASIN Project: fl. "2-4-184- , I Catch Basin Number: 4 ~ ? 10-year Discharge (from Rational Method) (cis): 0. q 100-year Discharge (from Rational Method) (cis): C '11_4' arryover from C.B. No. /of ~. c; (ItJGI..lJ..PI/'J& f'towsY) = (cis): ~.'l. Total Design Discharge (cis): 3. ") Flow Depth (ft): (J/oo ~ Gl. "Z a I D, 0:0 0.1 e,' Street Slope: 4: 8S Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart U., -If I W = 14- Discharge Intercepted (cis): 3. q <: ~Ioo Carryover to Downstream Point (cis): f).a Facility Receiving Carryover: rJ/A 0.') ""G,o QCA~\OO == 3.\ Z. ( 14-')o.!lS' (0. '2.8)'- 5" == 4.4 CfS QCAfIO::O 3.Iz...U+jo.<cS-(o, \S')I.., =- 2.2. Cf> ,,'; 55 I I I I~ I ........ - - - - - - -- . " - - - - -- . - -- HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyrignt 1982-88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25788 Serlal # DE1721 Especially prepared for: HITe CO;.:PAiHES I l-~i;~;~~~~-~~-~~~~~;-i~;ii--i~:~~;:~~-------------------------------------- ;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;-;;;;-;;;----------;-----;-; .... .... ..................... . .. .... .. '" .. .. .... .... I)F 5CR I ~ T ION OF STUDY .. '" .... ... .. .. .. .. .. .. .. '" ... '" .. '" .. '" .. .. '" .. .. .. . . FLOw DEPT;, CALC. FOR C.O. "A-3" . TRACT 24184 . PALOMA DEL SOL .......****...**.... .... *.*.. ......... _.....,..- ............ '" ....... ............... ..... ..**.......... I I.................. ............ **................... ....................... ........ j~~~~~~~~~~~~~-~~~~~-~~~~~-~~~~~~~~~~~~~~~_______________________~U20_____ I CONSTANT STREET GRADE(FEET/FEET) w 0.048800 CONSTANT STREET FLOw(CFS) w 3.90 AVERAGE STREETFLOw FRICTION FACTOR(MANNING) w 0.015000 CONSTANT SYMMETRICAL STREET HALF-wIDTH(FEET) w 20.00 I CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) w 0.023300 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) w 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) w 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) w 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) w 0.12500 I FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND [HEN SPLITS J:::~~~~~~~~~~:;~~~;:~~~~;~~~::::::::::::::::::::::::::::::::::::::::::::::: STREET FLOwDEPTH(FEET) w 0.28 HALFSTREET FLOODwIDTH(FEET) w 7.34 AVERAGE FLOw VELOCITY(FEET/SEC.) w 5.07 PRODUCT OF DfPTH&VELOCITY w 1.42 1 I....................... ....... .......... ......... ...... ..................... ~>>>STREnFLOiol MODEL Ii,PUT Ii'FOR~IATION<<<< Q I ------------------------------------------------------____________U!l_______ CONSTANT STREET GRADE(FEfT/FEET) w 0.048000 CONSTANT SfREET FLOiol(CFS) w 0.90 AVERAGE STREETFlOiol FRICTION FACTOR(MA~NIhG) w 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) w 20.GO CONSTANT SYM;.:ETRICAL STREET CROSSFALL(DECIMAL) w 0.023300 CONSTANT SYMMETRICAL cu~a hEIGTH(FEET) w 0.50 CONSTANT SYMMETRICAL GUTTER-wIDTH(FffT) w 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) w 0.03125 1 CONSTANT SYM;.:ETRICAL GUTTER-HIKE(FEET) w 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND I~EN SPLIrS . . J:::~~~~~~~;~~:;~~~;:~~~~;~~~::::::::::::::::::::::::::::::::::::::::::::::: STREET FLOWDEPTH(FEET) w 0.18 HALFSTREET FLOODWIDTH(FEET) w 2.84 AVERAGE FLOw VELOCITY(FEET/SEC.) w 3.83 PRODUCT OF DEPTH&VELOCITY w 0.67 I I I I ~;;~;;;;;;;;;-;----;----------;---------;---------;------------------------ 510 '\A.. I I I I I I I I I I I I I I I I I I I HYDRAUUC DESIGN, ON-GRADE CATCH BASIN Project: ~ . 7.4./!3 (- Catch Basin Number: A - 4' ~ 11-7) f"AI/A-,u (?/!tJve lO-year Discharge (from Rational Method) (cfs): 7O,O/z..-= /5.0 eA. IOO-year Discharge (from Rational Method) (cis): 47.5/1.-:; z.3.;5 eA. Carryover from C.B. No. tV/"" = (cfs): ao Total Design Discharge (cfs): ~~15 Flow Depth (ft): C/.", -,; 0. '$7 j J PjO ~ 0. 4-1 Street Slope: I fo Use City of Los Angeles (Department of Public Works) Hydraulic Design ~fanual, Chart t,t.. _1-., W = 'tPJ I Q... ao Discharge Intercepted (cis): '11.3 J 15.0 Carryover to Downstream Point (cfs): ~1~O;;;' 7.5 ; Q,o":: 0.0 . Facility Receiving Carryover: C.tJ.'A ~(,J f f IV~ ~c.APIOO'" 2."')2. (~..5 )0.85' (!. 5 i)U; ". Z 1.3 (9.e,...., 10 -: 2.cp. (:?8) Q.8S (0.4"1)"'" =- Ir.O 51 Cf'7 CfS ......:5 I I. I I I I I I I I I I I I : ~ ~ ~ ~~ ~~ ~ ~ ~~~~- ~~~~ ~ - ~ ~~ ~ ~ - ~~~ ~~ ~~ ~~~~~~ ~ ~ - - - - - - - -- - - - - - - --- - Q-_\9___ - -- ----- I I "'STREET FLOWING FULL'" I ,~~~~~~~~~~;;;;;~;;;;;;;;;;;;;;;;;~;;;;;;;;~;;;;;;;~;~;~~~;;;;;;;;;;;;;;~;;; STREETFLOW MODEL RESULTS: I I HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serlal # DE1721 Especially prepared for: KEITH COMPANIES J~~!~~2~~~~~~~~~~~~~~~~~~~~~~~~=~~~=~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ l~~~~~~~~~~~~~~~~~~~~~~~~~~-:::::::~:::-:~-:~::~-~~~~~~~~~~~~~~~~~~~~~~~~~~- , FLOW DEPTH CALC. FOR C.8. "A-4" & "A-]" . " TRACT 24184 . PALOMA DEL SOL . 1* .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. " .. .. .. .. . .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. *. .. ~ .. .. .. .. .. .. .. .. .. .. . .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. . .. .. .. .. .. t .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. . .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ~~~~~~~~~~~~~~_~~~~~_~~~~~_~~~~~~~~~~~~~~~___________________~~9~_________ CONSTANT STREET GRAOF(FFET/FFFT) ; 0.010000 CONSTANT STREET FLOW(CFS) ~ 47.50 AVERAGE STREETFLOW FRICTION FACTOR(MANNI~G) ~ 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) ~ 20.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) ~ 0.017000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET); 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET); 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET); 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET); 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES "'STREET FLOWING FULL'" - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --------------------------------------------------------------------------- STREETFLO~ MODEL RESULTS: .--------------------------------------------------------------------------- NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFlOW RESULTS ARE THAT NEGLIBLE FLOW OCCURS OuTSIDE OF THAT IS, ALL FLOW ALONG THE PARKWAY, STREET FLOwDEPTH(FEET) ~ 0.57 HAlFSTREET FLOODWIDTH(FFET) ~ 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) " PRODUCT OF DEPTH&VElOCITY" 2.37 BASED ON THE ASSu~PTION THE STREET CHANNEL. ETC., IS ~EGLECTED. 4.17 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . * * . . . . . . . . . . . . . . . . CONSTANT STREET GRAOF(FFET/FEET) " 0.010000 CONSTANT SrREET FLOW(CFS) ~ 30.00 AVERAGE STREETFLOW FRICTION FACTOR(MANNI~G) " 0.015000 CONSTANT SYMMErRICAl STREET hALF-WIDTH(FEEI) " 20.GO CONSTANT SYM~ETRICAL STREET CROSSFAlL(DFCIMAl) ~ 0.017000 CONSTANT SYMMETRICAL CUR8 hEIGTH(FEET); 0.50 CONSTANT SYM~ETRICAL GUTTER-WIDTH(FEET) ~ 2.00 CONSTANT SYMMETRICAL GUTTER-lIP(FEET) ~ 0.03125 CONSTANT SYM~ETRICAL GUTTER-HIKE(FEET) ~ 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON eOTH SIDES .--------------------------------------------------------------------------- STREET FLOWDEPTH(FEET). 0.49 HAlFSTREET FLOODWIOTH(FEET) ~ 20.00 AVERAGE "LOW VELOCITY(FEET/SEC.) ; PRODUCT OF DEPTH&VELOCITY ~ 1.78 3.62 ,;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;~;;;;;;;;;;;;;;;~~~ r;g I I I I I I I I I I I I I I I I I I I HYDRAUliC DESIGN, ON-GRADE CATCH BASIN Project:"T,(. Z~/~<t- Catch Basin Number: fll_~:/ 10-year Discharge (from Rational Method) (cfs): ~~Z/z -:; It. & ?',1~ = n,f;~ = (cfs): ao 100-year Discharge (from Rational Method) (cfs): Carryover from C.B. No. N/A- Total Design Discharge (cfs): 1~.'O6 Flow Depth (ft): ~ot>"" o.~5'; C1o'" 0,4- I Street Slope: t}. 8 ~o Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chan U _I ~ W = tel Discharge Intercepted (cfs): 61,00:= I "J.':; &'0 ""/2.'" . Carryover to Downstream Point (cfs): 0. 0 Facility Receiving Carryover: I" /IJ &CI'<P100 :: G-c.M> 10 = o.S5' ,\i.., '2.")2 (28) (O!:j51 == 2.<12 (2e>t8"(~.4-jt5 = 2 o. z.. CF7 n.o cf7 "\'\ 5'1 I I I I I I I I I I I I I I I I I I I HYDRAUUC DESIGN, ON-GRADE CATCH BASIN Project: 7:t.. "2..4-, S 4- Catch Basin Number: '4 -8 I 10-year Discharge (from Rational Method) (cis): Z~Z/~.. /t.iP 100-year Discharge (from Rational Method) (cis): ?0.1/'Z- = 19.~t; Carryover from C.B. No. tI/* = (cis): 1:1." Total Design Discharge (cis): 1"1,85 Flow Depth (ft): 0,00 = () t;;S'; 0,.." o. 4~ I Street Slope: tJ. 8/0 Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart t..l.-/~ I W = t./ Discharge Intercepted (cis): QJ()O=- is.~ Q.,O'" Il.(, Carryover to Downstream Point (cis): r9./DO -- 4. I G,O ~ Facility Receiving Carryover: 11-0 ' 0'6" 1.<> r-. e '2.~2. (21). (o.s?) =- I~. f> W7 ~c~p ,ne I exC/l<t> to ~ 'Z./Z (Zlt.8S(o.4j'j'" =- \3.3 Cf7 (PO ,\fb I I I ~ . - - -"- - - -. - - HYDRAuLIC ELEMENTS - I ~ROGRAM ~ACKAGE (C) CoPyr~9ht 1982-88 Advanced En9~neer~n9 ~oftware (aesl Ver. 2.7A Release Date: 6/25788 Serlal # DE1721 STREETfLOw MODEL RESulTS: NOTE: STREETFlOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ANE THAT NEGLIBlE FLO~ OCCuRS OUrSIDE OF THAT IS. ALL FLOW ALONG THE ~ARKWAV. STREET FLOWDEPr~(FEETI = 0.55 HALFSTREET FLOODWIDTrl(FFfT) = 20.00 AVERAGE FLOw VELOCITY(FEET/SEC.) = 1.74 PRODUCT OF DEPTH&VELOCITV = 2.06 CONSTANT STREET GRADE(FEET/FEET) = 0.008000 CONSTANT STREET FLOw(CFS) = 25.20 AVERAGE STREETFLOw FRICTION FACTOR(MANNING) = 0.~15000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = ZO.OO CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.017000 CONSTA~T SYMMETRICAL CURB HEIGTH(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES "'STREET FLOWING FULL'" ~;;;;;;;;;-;-----;;---;-------------------------------------------------;--- STREETFLOW MODEL RESuLrS: .--------------------------------------------------------------------------- STREET FLOWDEPfH(FEET) = 0.49 rlALFSTREET FLOODWIDTH(FFET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.50 3. 04 ~----------------------~---------------------------------------------------- (PJ ,\4", I I I I I I I I I I I I I I I I I I I HYDRAUUC DESIGN. SUMP CATCH BASIN Project: 7L.. 1... If / ~ f Catch Basin Number: f;;-fR) rMAtt..A tlll./lle. lO-year Discharge (from Rational Method) (cfs): IOO-year Discharge (from Rational Method) (cfs): , J J I I Carryover from C.B. No. /J -7 ~ .4 -8 Total Design Discharge (cfs): 9.b Maximum Ponding Depth (ft): t? ~ 7 ' /,7 &.& (IIvCL. FtaIA/BY) = (cfs): 2.'7t 4-. I g"~ -I- f.'Po f,p tlw = ,(,7'+{oz.i.lO)~ .87'~ - Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL-15 , w =7 gep,p. -=: ?ox (7"O,/P7) (7)o.I\O.57)O,(P "" IIP.7 Cf<J Discharge Intercepted (cis): 13. b "* C:llet-/(... IoIJtJllI/Gr tJ6frtl ;v",.- TO exuz4' i : /"t7el4(" ()r:;.PUSs",,J It !1r NDIC.f44(.; G~e ~ 101'1(""'" 1'1111)(, '"' II (,0. 03 P.B1 II (,0, qo t ~f.K:fJ. t..f. ~ I/(.,/.oz. '? // &,0. t.:to oJ::- lo2 ~() I I. . . I I I I I I I I I I I I I I I HYDRAUliC DESIGN, ON-GRADE CATCH BASIN Project: lAA-CT 2~'84 PAl.Or'lA ~ SoL.- Catch Basin Number: Pr 4> 10-year Discharge (from Rational Method) (cis): <P." 100-year Discharge (from Rational Method) (cis): 10.5 Carryover from C.B. No. r-J / A. = (cis): ~ Total Design Discharge (cis): to. '? Flow Depth (ft): o.5<\' [c\,IlO}; o,4e:: (doo J Street Slope: 0.00 +0 Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL -I~ W = l' l~l5T~ Discharge Intercepted (cis): &\00" (p. \ i &ID:' S. I Carryover to Downstream Point (cis): &lCO; 4-A- i Q\c=' \. 'C Facility Receiving Carryover: L\l'lE:- "c." IN -r~. 2.4152- &.Cf'<?1 ICO <= &CM7 10 :::. I (,o,f),> /.5" 2. ~r2.'( 1 J (0, '54-) = (..,,1 2."12-"(1 ) l).8'j(o.4~ y.?:: '5. \ CfS Gf7 (p3 ~\ I I I .. I I I I I I I I I I I I I I I I -. - -- -. -. -.. - - -- -.. . - - - -- . -... (C) HYDRAULIC ELEMENTS - I PROGRAM PACKAGE Cupyr"iyrlL 1982-88 AdvdrtCl:'d EnY'lrll:'l:'r'in~ SUfLwdr"!:' (dt"~) Ver". 2. 7A Rl:'l l:'d,;;)t:' Vd Lp.:!: 6/25/88 Ser I dl ff DE1721 ES1,,=,cidl1y ~r'epdr'l:'J (ur"; KEITH COMPANIES ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 17:05 6-PiAY-96 ---------------------------------------------------------------------------- - .. .. . * . . ........ . . . . . .... DESeR I Pi I ON OF S T vny .......................... . .... "'.. ...,........." '" ~,,,, ...... "" ,...... 99........ rLUW VC~ln ~MLL. ru~ ~.o. 0-0 . TRACT 24184 . ... ~. ,..... ....... I ,.. ,.. I I"'MLUf'lM VCl... ;'UL . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . >>>/STREETFLOW MODEL INPUT INFORMATION,<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) - 0.004000 ,........,,....... ~ "'.... ,.................... ... I "" I , ,......,... \ ..;... ~ no I,..U,....:> I M'''' , .')I~t:.Cl rLUW~L.r,)) - .1.u.:)u AVERAGE STREETFLO~ FRICTION FACTOR(MANNING) - 0.015000 .... .... .' ....... ~ .,.... .... .. .. ., ... ... ..... ... .... ~, ,... ... ..... ... ... ... ., ~..... , I ... ,." .... " , ,.. ... ... ... , .... ,., ......... L.U~,)IMI"'1 ')T~~t:.'~lL.ML ,)1~t:.Cl nMLr-WlUln~rt:.Cl) - )o.uu CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) - 0.020000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) - 0.50 CONSTANT SYMMETRICAL GUTTER-~IDTH(FEET) - 2.00 ,... .... .. ........ . ., ... ,... .. .. .. .... .... ..... ... ,... ~ , .... , , .... ... ... ..... , ... P"\ , .- ... ... ... \ ......... ....... ........ L.UI'l.)I I'i''''I ,)T~I'IC.Irc.1L.ML blJlll:.rc.-Llt"~rCc.I) - U.U).1.l..:) CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) - 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ---------------------------------------------------------------------------- STREETFLOw MODEL RESULTS; ---------------------------------------------------------------------------- NOTE. STREETFLOw EXCEEDS TOP OF CURB. THE FOLLOwING STREETFLuw RESULTS ARE THAT ~EGLIBLE FLOW OCCURS OUTSIDE OF THAT IS, ALL FLOw ALONG THE PARKWAY, DASED ON THE ASSUMPTION THE STREET CHANNEL. ETC., IS NEGLECTED. STREET FLOwDEPTH(FEET) - 0.54 HALFSTREET FLOODwIDTH~FEET) - 21.41 AVERAGE FLOw VELOCITY~FEET;SEC.) - PRODUCT- OF DEPTH&VELOCITY - 1.21 ~ ~~ L.LI.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . />>>STREETFLOw MODEL INPUT INFORMATION"" ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) - 0.004000 CONSTANT STREET FLOw(CFS) - 6.90 AvERAGE STREETFLOw FRICTION FACTOR(MANNING) - 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) - 38.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) - 0.020000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) - O.jo CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) - 2.00 CONSTANT SYMMETRICAL GUTTER-LIP~FEET) - 0.03125 CONSTANT SYMMETRICAL GUTTER-HIK~(FEET) - 0.12500 FLOW ASSU~ED TO FILL STREET ON ONE SIDEt AND THEN SPLITS ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- ..........1-...... ..., ^""" ........." , ............. \ ^." ~1~r:r:1 rLUWL'CI'"'ln\.r"'c.CI) - u.&tO HALF STREET FLOODWIDTH~FEET) - 18.03 AVERAGE FLOw VELOCITY~FEEi;SEC.~ - PRODUCT OF DEPTH&VELOCITY - u.97 ~ ~, I...U) --------------------------------------------------------------------------- w IP'!- I I I I I I I I I I I I I I I I I I I HYDRAUUC DESIGN, SUMP CATCH BASIN Project: il2ACT Z4-IB4 'PALOMA 'J)EL. GO<- Catch Basin Number: 8-7 100year Discharge (from Rational Method) (ds): 2.5 lOO-year Discharge (from Rational Method) (cfs): 3,8 Carryover from C.B. No. /oJ/A (ds): ~ Total Design Discharge (cfs): '3.13 Ma:cimum Ponding Depth (ft): (). ?'?' (L.D.) LJse City of Los Angeles (Depanment of Public Works) Hydraclic Design Manual, Chan LL-15 Discharge Intercepted (ds): "3,g l1~e wl1lf2. e.GUkfION QCltp::3.087'i11 /)1.5 /.") (~'1/... 4'CM> :: 3.ofJ7 7'1..0.'33./ := 1,1 ;:-~8 .: o.Jtt. w = 7 I (f xwr.) c(}7 ~5 I I I I I I I I I I I I I I I I I I I HYDRAUliC DESIGN, ON-GRADE CATCH BASIN Project: T~ 2.4-18'1- Catch Basin Number: \ t:' - 8 I lO-year Discharge (from Rational Method) (cfs): 1.0 IOO-year Discharge (from Rational Method) (cfs): IO.IP Carryover from C.B. No. tJ/A = (cfs): fi Total Design Discharge (cfs): ID.1- Flow Depth. (ft): cllOO = 0.38' i d.", '" 0.34' Street Slope: 't.Lt3Y.. iG) STA,62i"BD Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL - 1'1' W = lS' Discharge Intercepted (cfs): 12-4 ;, IO.t" "'&100 Carryover to Downstream Point (cfs): fI Facility Receiving Carryover: ~/A. IO.S)'r.O::. G,o C. . 0.55" ;,\1." -' . Q.CMIOu'" 3,\2.. W)..(O:~B.I-:-,I'Z..4- (.,~ It) ("Cl.~o.13S' (()'2.4)-I~'5" '- U(C"<f,0 '" 3_\'Z-~v) I....OJ :: 10,'7 Cf? ~ ~~ I I I I I I ;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;; I I I I I I I I I I I I I ~ ~ - -- - - -.. "". . HVDRAuLIC ELEMENTS - I PROGRAM PACKAGE (CI Copyright 1982-88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25788 Serlal # OE1721 Especially prepared for: KEITH COMPANIES ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 19:27 16-APR-96 .......................... DESCRIPTION OF STUDy.......................... . FLOW DEPTH CALC. FOR C.B. "8-8" . TRACT 24184 . PALOMA DEL SOL . . . . . . . * . . . * * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . * . . . * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . * . . * . . * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ~~~~~~~~~~~~~~_~~~~~_~~~~~_~~~~~~~~~~~::::______________________~\9Q________ CONSTANT STREET GRADE(FEET/FEETI ; 0.044300 CONSTANT STREET FLO~(CFS); 10.60 AVERAGE STREETFlO~ FRICTION FACTOR(MA~NI~GI . 0.015000 CONSTANT SVMMETRICAL SfREET HALF-WIDTH(FEETI. 43.00 CONSTANT SVMMETRICAL STREFT CROSSfAlL(OECIMAL) . 0.020000 CONSTANT SVMMETRICAL CUR8 HEIGTH(FEETI. 0.50 CONSTANT SVMMETRICAL GUTTER-WIDTH(FEET). 2.00 CONSTANT SVMMETRICAL GUTTER-lIP(FEET). 0.03125 CONSTANT SVMMFTRICAL GUTTER-HIKE(FFETI. 0.12500 FLOW ASSUMED fO FILL SfREET ON ONE SIDE, AND THEN SPLlfS - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ---------------------------------------------------------------------------- STREETFLOW MODEL RESuLrS: ---------------------------------------------------------------------------- STREET FLOWDEPr~(FEET); 0.38 HALF STREET FLOODWIDTH(FEET). 13.21 AVERAGE FLOW VELOCITY(FEET/SEC.) . PRODUCT OF DEPT~&VELOCITV. 2.13 5.60 * . . * * * . . . . . . . . . * . . * . . * . . . * . * . . . . . * . * * * * * * . * . * * * . . * . . . * * . . * * * * * . * * * . * * * * * * * * . ~~~~~~~~~~~~~~-~~~~~-~~~~~-~~~~~~~~!~~~::~---------------------~~--------- CONSTANT STREET GRADE(FEET/FEETI . 0.044300 CONSTANT STREET FLOW(CFS); 7.00 AVERAGE STREETFLOW FRICTION FACTOR(MA~NINGI . 0.015000 CONSTANT SVMMETRICAL STREET ~ALF-WIDTH(FEET). 43.00 CONSTANT SVMMETRICAL STREET CROSSFALL(DECIMAL) .-0.020000 CONSTANT SVMMETRICAL CURB HEIGTH(FEETI. 0.50' CONSTANT SVMMETRICAL GUTTER-WIDTH(FEET). 2.00 CONSTANT SVMMETRICAl GUTTER-LIP(FEETI. 0.03125 CONSTANT SVMMETRICAL GUTTER-HIKE(FEET); 0.12500 FLOW ASSUMED fO FILL STREET ON ONE SIDE, AND ThEN SPLlfS ~~~;---------------------------------------------------;-=-------;;---==---- STREETFLOW ~ODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOWDEPTH(FEET). 0.34 HALF STREET FLOOO~IDTH(FFETI ~ 11.29 AVERAGE FLOW VELOCITV(FEET/SEC.). 4.92 PRODUCT OF OFPTH&VELOCITV. 1.68 ~;;;;=;;------------====----=-=-=======-==================================== ~7 ~ I I I I I I I I I I I I I I I I I I I I HYDRAUUC DESIGN, ON-GRADE CATCH BASIN Project: TRACT 24154 Catch Basin Number: B B - 2. 10-year Discharge (from Rational Method) (cfs): '2.5 100-year Discharge (from Rational Method) (cfs): 3.5 Carryover from C.B. No. N/A = (cfs): r/J Total Design Discharge (cfs): 3.5 Flow Depth (ft): aloo = 0:Z.9' dlo'==' Q'7.<;; Street Slope: 4.4 ~ 10 e. f:>fA. "'2. + e,o Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart L L - \ 4- I W = \4- Discharge Intercepted (cfs): 4.~ 7 ?~ ::-~oo -;.17 'Z. '7 ,.. Gl.1O Carryover to Downstream Point (cfs): cP Facility Receiving Carryover: rJ/A QC.A-PlOO '" 3.1 Z ( 1410.55 (0.1..'1'1'5 = 4.(" US GCAf <0 = 3.12. (\4 )o.es (0.Z5)"5 = '3.1 ~ ~ 1011\ I I I I I I I I I I I I I I I I I I I . -.{;:., .:~;V :. ~.'~:'r'J" ~- ....~,~~:;~;~~:~ ~~_.- ....-.,. ~!i~.'- _'.~.:' .~ '."-.- ; ........,...,-.- . ,.... ". - ~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - .."- -':;..;;?;~.,~.:--_.._-._.. . ~ ,~:' ~~?:'~~~~. HYDRAULIC ELEMENTS - I PRQGRAM. PACKAGE ~;'''f'' ,. .' . (0 Copyright 1982-88 Advanced Eng1neenng Software (aes) -B....: . Vel". 2.7A Release Date: 6/25r88 Senal 1/ .DE1721 ,,,,,=:,.",,,,,,,,,,,,,,,,,,:.,-, \ -" .":~~~~;;'~.. -- ::. ::'':". Especially prepared for: ..7/'......-.." - - - - - - - - - - - -- - - - - --- ---- - --- - - ~~! ~ ~ -~~~~~~! ~~ - -- -- ----- -- ---__ _ __)j~jk~__~~ ==~~~~~~~~~=~~=~~~~~;=~~;~~===~~~~~~~~==========================~~;r:;~~~~~~= ::~~tE~,/. ..**-_....._---_.......... DESCRIPTION OF STUDY **.***.****..*.*.~i~~~,~~** : ~~~~TD~~ig4CALC. FOR C. B. ftBB-2ft ,::tft',;,:,},,: ... PALOItiA DEL SOL ~'.o'~' " II< II< * * II< II< II< It II< II< * II< * II< II< II< II< II< * It II< II< II< * * * II< II< * II< . II< II< II< II< II< II< II< II< . II< . . . II< It It It It It II< It II< * It It II< II< II< II< It It It It It . . * * . It It " It - :',;r; ~ ," It * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *. .'... * * * >>>>STREETFLOIiI MODEL INPUT INFORMATION<<<< &100 ";;"~'''' --------------------~----------------------------------------------~-------- CONSTANT STREET GRADE(FEET/FEET) = 0.044300 . . CONSTANT STREET FLOIiI(CFS) = 3.80 ...::;:r". AVERAGE STREETFLOIiI FRICTION FACTOR(MANNING) = 0,015000 . . CONSTANT SYMMETRICAL STREET HALF-IiIIDTH(FEET) = 43.00 ~f; CO NST ANT SYMMETR I CAL STREET CROSSF AL L (DEC I MAll = 0.020000 . ~~~,.. CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.50'":':.W,;~ CONSTANT SYMMETRICAL GUTTER-IiIIDTH(FEET) = 2.00 .."'.'. CONST ANT SYM ME T R I CAL GU T TER-LI P (F EE T) = 0.03125 '. ",~.l.!,~?~." CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 ~,~~. FLOIiI ASSUMED TO FILL ST'REET ON ONE SIDE, AND THEN SPLITS ',i~oI ==================================================================G========= STREETFLOIiI MODEL RESULTS: /;~^. ---------------------------------------------------------------------------- STREET FLOIiIDEPTH(FEET) = 0.29 . ' HALFSTREET FLOODIiIIDTH(FEET) = 8.73 AVERAGE FLOIiI VELOCITY(FEET/SEC.) = 4.18 PRODUCT OF DEPTH8VELOCITY = 1.22 - - - - - - - ~ - ~- - - - - - - - * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * . .~, ~~~~~~~~~~~~~~-~~~~~-~~~~~-!~~~~~~~~~~~~~~---_______________~JQ____~~._______ CONSTANT STREET GRADE(FEET/FEET) = 0.044300 CONSTANT STREET FLOIiI(CFS) = 2.50 AVERAGE STREETFLOIiI FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-IiI!OTH(FEET) = 43.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-IiIIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOIiI ASSuMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREETFLOIiI MODEL RESULTS: .. " ---------------------------------------------------------------------------- STREET FLOIiIDEPTH(FEET) = 0.25 HALF STREET FLOODIiIIDTH(FEET) = 6.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.09 PRODUCT OF DEPTH8VELOCITY = 1,03 '~~ " . ., ============================================================================ (01 B ft?> '\ I I I I I I I I I I I I I I I I I I I HYDRAUIlC DESIGN, ON-GRADE CATCH BASIN Project:7it.. "Z-4-1 t3 4 Catch Basin Number: Ie ~ I) - 1"1C.A-()OW ~ fk w'(. 10-year Discharge (from Rational Method) (cis): 6.~ 100-year Discharge (from Rational Method) (cis): 8./ Carryover from C.B. No. NIIt = (cis): fl1 Total Design Discharge (cis): 8./ Flow Depth (ft): P,oo .. a 40' J Street Slope: 1. ~ , t;1e1 '" a '5 Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL.-/f W = ~I Discharge Intercepted (cfs): 10.'3 ~ 8,' @ Carryover to Downstream Point (cis): f; Facility Receiving Carryover: fJ /1+ QCAP.IOO '" 3./Z (ZI)0.85 (0.4-0)1.5 == /O.S CfS ? 8./ QcAf. /0 -:: 3./t (2/)0.85[0.'35)/.5:: 8.(0 Cf$ ") 7.7 ~ 01 c ~ I II I I I I I I I I I I I I I I I I I .' , -''1:".'-'' " .' ", . _ '4 . ."'.::.t:....,-i~~, . . - ~ - - - ----- - - - - - ", . HYDRAULIC ELEMENTS - I PROGRAM PACKAGE Copyright 1982-88 Advanced Engineering Software (aes) Ver.2.7A Release Date: 6/25/88 Senal 1/ DEl721 Especially prepared for: .,,:;:{C) .~t!;~~~, .,-. .. ,.'t;.,;,:',. K E IT H COM PAN I E S ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 18:31 13-AUG-96 , ============================================================================ _.:1~E~' .*****.*'~****************** DESCRIPTION OF STUDY a.._*_*_a_a__._.__._**.... . FLOW DEPTH CALC. FOR C.B. "C-1" . TRACT 24184 . PALOMA DEL SOL * * * * * * * . * . * . * * * * * * * * * * * * * * * * * * . * . * * * * * * * * . * * * * * * * * * * * * * * * . * * * * * * * * * * * * * * * * . . . * * * * * * * * * * . * * * * * * * * * * * * * * * * * * * * * * * * * * * . * * * * . * * * * * * * * * * * * . * * * * * * * * * * * * * * * * * * * ~~~~~!~~~!~~~~-~~~~~_!~~~!_!~~~~~~!!~~~~~~-------------------------~!QQ----- CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FLOW(CFS) = 8.10 AVERAGE STREETFLOW FRICTION FACTOR(MA~NING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 38.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 ====~~2~:g~~~~~~:!~:~~~~=~~~~~!:~~:~~~~~I~~~=~~~~!~~~=~~~lr~================ STREETFLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOWDEPTH(FEET) = 0.40 HALFSTREET FLOODWIDTH(FEET) = 14.09 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.80 PRODUCT OF DEPTH&VELOCITY = 1.51 ...... * * * * * * ."... * * * * * * * * * *. . * * *... * * *.. * ... *.. *..... .. * * . *. *. * * .. . . .. * * *. . *. * * * * * * ~~~~~~~~~!~~~~_~~~~~_~~~~~_~~~~~~~~~~~~~~~_________________________~j9______ CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FLOW(CFS) = 5.30 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 38.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.020000 CONSiANT SYMMETRICAL CURB HEIGTH(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ============================================================================ STREETFLOW MODEL RESULTS: --------~------------------------------------------------------------------- STREET FLOwDEPTH(FEET) = 0.35 HALFSTREET FLOODWIDTH(FE T) = 11.84 AVERAGE FLOW VELOCITY(FE T/SEC. 3.42 PRODUCT OF DEPTH&VELOCIT = .21 ---------------------------- ------ ---------------------------------------- ---------------------------- ------ ---------------------------------------- ~1 D 'tJ8... I I I I I I I I I I I I I I I I I I I HYDRAUIlC DESIGN, ON-GRADE CATCH BASIN Project: Tit.. t-4-1 ~4 I I Catch Basin Number: ,-z Me;Alo~~ I'l9'l'J.I&.wt+r' 10-year Discharge (from Rational Method) (cis): /0. 0 100-year Discharge (from Rational Method) (cfs): /If? G" Carryover from C.B. No. NIA' = (cis): 0..0 Total Design Discharge (ds): ;G.e5 Flow Depth (ft): 0,00" 0.48'; ",... 0.42.' Street Slope: ~fC1 Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart L.L. - /4- W = Z,B' Discharge Intercepted (cfs): /r;.~ '0&100 10.0 .: 8./0 Carryover to Downstream Point (ds): 0,0 Facility Receiving Carryover: tI (A Q ( ')0.85 ( B)/.5 - /7.(P cf'7 "7 /$.5 CAf. 100'" J./Z 28. 0.1- - . QCAP. 10 "" 3./2 (:'28)0.85(0.4-2)/.5 "" /4-.4 C{<; 7/0.0 ~1 J::: y 0..0 I I I I I I I I I I I I I lit lit * lit lit ;, .."';t .. * * * lit lit lit lit lit .. III '" lit .. * II; * lit * . lit ... lit . .. ,. II; . '* lit ,.. * '* * '* lit lit lit lit lit lit ... lit lit lit lit lit lit lit III '" :II ,., III II; .. '" .. . '" .. '" " lit lit '" .. '" I I I I I I - .,'" ":;:.> .....~.-'if. ~ - - - ~ ~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ~ - - '''./". . HYDRAULIC ELE~ENTS - I PROGRAM PACKAGE . (C) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serlal # DE1721 Especially prepared for: . -. .~. .... 'c, KEITH CO~PANIES ---------------------------------------------------------------------------- - TIME/DATE OF STUDY: 18:33 13-AUG-96 ============================================================================ '~.," . *******~***.*...***..****. DESCRIPTION OF STUDY ....***iIt**.*....il..._***** . FLOW DEPTH CALC. FOR C.B. "C-2" . . TRACT 24184 . . PALOMA DEL SOL . lit * ~ ~ lit lit * * * * lit lit lit lit lit lit * lit lit lit lit lit lit lit lit lit * lit lit lit lit lit lit lit lit * lit lit lit lit lit lit lit lit lit lit lit lit lit lit lit lit lit lit lit lit lit lit lit lit lit lit lit lit lit lit lit .. .. lit lit lit lit lit lit lit lit lit lit lit * * * * * *~. * * * * * * * * * * * * * *. * * *. * * * * * * * * *. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * >>>>STREETFLOW MODEL INPUT INFORMATION<<<< LX/OO -----~--~------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FLOW(CFS) = . 15.50 AVERAGE STREETFLOW FRICTlON FACTOR(~ANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 38.00 CONSTANT SY~METRICAL STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.50 CONSTANT SY~~ETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 ,===~~~~=~~~~~~~=~~=~~~~=~~~~~~=~~=~~~=~~~~~=~~~=~~~~=~~~!~~================ STREETFLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOWDEPTH(FEET) = 0.48 HALFSTREET FLOODWIDTH(FEET) = 18.03 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.56 PRODUCT OF DEPTH&VELOCITY = 2.17 ~~~~~!~~~!~~~~_~~~~~_!~~~!_!~~~~~~!!~~::::_______________________~/9________ CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FLOW(CFS) = 10.00 AVERAGE STREETFLOW FRICTlON FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 38.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.50' CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00' CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW-ASSUMED TO FILL STREET ON ONE SIDE, A~D THEN SPLITS =:========~================================================================= STREETFLOW MODEL RESULTS: ~--~STREET-FlO~DEPTH(FEET)~:--O~42------------------------------------------ . HALFSTREET FLOODWIDTH(FEET) = 15.22 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.06 PRODUCT OF DEP~H&VELOCITY = 1.71 ==~~~~=~~=================================================================== ...,~ ~- h1 r a..\ ,I I I I I I I I I I I I I I I I I I I HYDRAUIlC DESIGN, ON-GRADE CATCH BASIN Project: 72. Z.1-18 'I- Catch Basin Number: C!- ~ I f?e fb,c..-n:.i..4 ~",..:I 10-year Discharge (from Rational Method) (cis): '1.t; IOO-year Discharge (from Rational Method) (cis): If. 7 Carryover from C.B. No. AliA = (cis): 0,0 Total Design Discharge (cis): 14.7 Flow Depth (ft): Ptoo.. 0.84-' j P,o'" (). 47' Street Slope: .1?~~ Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart U- I ~ , W = tZl Discharge Intercepted (cfs): /4.-.7" &/00 9,5::;QI0 Carryover to Downstream Point (cfs): 1J.o Facility Receiving Carryover: "',41 QCAP. 100 ... a8S 1.'7 2.12 (z/) (0. '54-) '" /'3.4- cfeJ C. )QS5( )/.5 2.iZ z/. ~,4-7 .:: f2.5 cf<j Q,C.Itf.fO ::; 101 G '7/4.7 "7 ~.5 @ Q9 ~1-' I I I I I I I I ~~~~~!~~~!~~~~_~~~~~_!~~~!_!~~~~~~!!~~~~~~_____________________~lQQ________ ~ONSTANT STREET GRADE(FEET/FEET) . 0.005200 I CONSTANT STREET FLOW(CFS). 14.70 AVERAGE STREET FLOW FRICTION FACTOR(MANNING) . 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET). 38.00 CONSTANT SYMMETRICAL STREET CROSSFALL(OECIMAL) . 0.015000 CONSTANT SYMMETRICAL CURB hEIGTH(FEET). 0.50 I CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET). 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET). 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET). 0.12500 I ::::~~~i~~~~~~:;~~~~:~~~~~~~~::::::::::::::~:::::::::::::::::::::::::::::::: NOTE: STREETFLOW EXCEEDS TOP OF CURB. I THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHAN~EL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET). 0.54 I HALFSTREET FLOODWIDTH(FEET). 27.31 AVERAGE FLOW VELOCITY(FEET/SEC.). 2.56 PRODUCT OF DEPTH&VELOCITY. 1.37 I I I I I I - - - - - - - - -- HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 2,7A Release Date: 6/25788 Serlal # DE1721 Especially prepared for: . KEITH COMPANIES --------------------------------------------------------------------------~- TIME/DATE OF STUDY: 19:22 13-AUG-96 ============================================================================ a * * * * * * * * * * * * * * * * * * * * * * * * * DE S CR I PT I ON 0 F 5T UDY * * * * *. * * *. * * * . . * . . .. * * * * * * . FLOW DEPTH CALC. FOR C.B. "C-3" . . TRACT 24184 . . PALOMA DEL SOL . * * * * * * * * * * * * * * * * * * * * * * * * * * * . * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * . * . * * * * * * * * * * * * * * * * * * * * * * . * * * * * * * * * * * * * * * * * . * . * * * . * * * * * * * * * . * * * _ A _ _ . . . . . . , * * * * * * * * * * * . * * * * . . . * * * * * * * * * * * * * * * * * * * . * * * * * * * . * * . . * * * * * ~ * * * * * * * * * * * * * * * * * * * ~~~~~~~~~!~~~~-~~~~~-!~~~!_!~~~~~~!!~~~~~~_____________________~J9__________ CONSTANT STREET GRADE(FEET/FEET) . 0.005200 CONSTANT STREET FLOW(CFS). 9.50 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) . 0.015000 CONSTANT SY~METRICAL STREET HALF-WIDTH(FEET). 38.00 CONSTANT SY~~ETRICAL STREET CROSSFALL(DECIMAL) . 0.015000 CONSTANT SYMMETRICAL CURB hEIGTH(FEET). 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET). 2.00 CONSTANT SYM~ETRICAL GUTTER-LIP(FEET). 0.03125 CONSTANT SYM~ETRICAL GUTTER-HIKE(FEET). 0.12500 FLOW ASSUMEO TO FILL STREET ON ONE SIDE, A~D THEN SPLITS ============================================================================ STREETFLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOWDEPTH(FEET). 0.47 HALFSTREET FLOODWIDTH(FEET). 22.81 AVERAGE FLOW VELOCITY(FEET/SEC.). 2.34 PRODUCT OF DEPTH&VELOCITY. 1.10 ~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~H I I I I I I I I I I I I I I I I I I I 80} " '0'0 I I I I I I I I I I I I I I I I I I I bOJ ........ ..'" 7'0 I I I I I I I I I I I I I I I I I I I ~ at.. t _. 0)'0 I I I I I I . - O. 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