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Home My WebLink AboutHydrology Storm Drain (Paloma Del Sol) A,. ~ . ~ ~ '- HYDROLOGY AND HYDRAULICS REPORT [i] Paloma Del Sol STORM DRAIN FOR TRACT. 24186 . RECE\VED APR 1 5 1997 CiTY OF TEMECULA ENGINEERING DEPARTMENT PREPARED FOR: Newland Associates . ;~ PREPARED BY: KEITH INTERNATIONAL, INC. 22690 Cactus Avenue, Suite 300 Moreno Valley, California 92553 PREPARED UNDER THE SUPERVISION OF: David Li-Wen Shen, P.E. R.C.E. No. 44374 SEPTEMBER 1996 IN 30764.000 \ ....., , "- TABLE OF CONTENTS PAGE NO I. INTRODUCTION II. HYDROLOGY 2 III. PROPOSED MAINLINE STORM FACILITIES .3 IV. CATCH BASIN DESIGN 4 V. STORM DRAIN DESIGN 5 EXlllBITS "A" LOCATION MAP IA "BlI SOILS MAP ZA "CII STORM DRAIN LOCATION JA . APPENDIX lIAIl 10 -AND 100- YEAR HYDROLOGY (RATIONAL METHOD) LINE "A" -100 YEAR (p LINE "B" - 100 YEAR 37 LINE "C" - 1 00 YEAR fB LINE "D" - 100 YEAR (,4- LINE "A" - 10 YEAR ~l. LINE "B" -10 YEAR '1(, LINE "C" - 10 YEAR 105 LINE "D" - 1 0 YEAR IlO "B" HYDROLOGY MAP lie" CATCH BASIN DESIGN CALCULATIONS AND GUTTER CAPACITY ANALYSIS In "0" STORM DRAIN HYDRAULICS ANALYSIS 1"3 e' 1/ ~ . - I. INTRODUCTION This report includes the hydrology and hydraulics calculations performed for the design of onsite drainage facilities for Tract No. 24186 of Paloma Del Sol East, consisting of single family residential development in the City ofTemecula, California. The owner/developer is Newland Associates. 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, Sunny Meadows to the south and east and Leena Way to the south. The data provided in this report was used as a basis for the design of street and storm drain improvements. The primary objectives of this report are as follows: 1. Delineate the drainage areas tributary to the onsite and offsite catch basins in Tract No. 24186. 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 100-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 offsite the project is conveyed in a pipe system through the in-tract streets to Campanula Way in Tract No. 24184 at the south. A portion of on-site drainage is conveyed in a pipe system to the pipe in Campanula Way. The pipe system in Campanula Way continues south to Meadows Parkway and State Highway 79 to tie into Line "W" constructed by A.D. 159. The remainder northwesterly portion of the tract is drained via pipe system into the Tract No. 24131 storm drain system. - 1 - ............................. . Riverside Co. San Diego Co. m REGIONAL MAP EXHIBIT A :7 IA e . . II. HYDROLOGY In-Tract Hvdrolol!V Hydrologic calculations were performed using the Riverside County Rational Method from RCFC & WCD Hydrology Manual dated April 1978. The 10- and lOO-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". The runoff coefficients specified are: "l/4-acre residential lots". open space recreation, condominium and commercial; to describe the proposed development characteristics. Condominium land use is used for residential single family residential lots with approximately 4500 Sq.Ft. lot size to represent a realistic runoff for the proposed density. 2. 3. Initial subareas were drawn to be less than 10-acres in size and less than 1,000 feet in length per County guidelines. 4. Pipe travel times were computed based on preliminary computer-estimated pipe sizes. A minimum pipe size of IS-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 lOO-year 10-minute raiI)fall intensity of 3.46 inches/hour and a 100-year 60-minute rainfall intensity of 1.401nches/hour. For the 100year analysis, the data specifies a 100year 10-minute rainfall intensity of 2.36 inches/hour and a 100year 60-minute rainfall intensity of 0.88 inches/hour. The resulting 10- and 100-year discharges at proposed catch basin locations are flagged on the Rational Method computer summary. Appendix "A", and on the Hydrology Map, Appendix "B". Normal flow depths for street sections were estimated using the Los Angeles County Flood Control Street Flow chans. Appendix "C". - 2 - b.. 'rJZ 5r e .0. UOIHX3 . . aJ m> . z i .. :J: c: in j;) !I' " ~ o :II J> Z ~ m . " Pl :J: J> Z Gl J> . . . 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 through in-tract streets and storm drain easements to the intersection of San Marco Drive and Sunny Meadows Drive, where it will continue into Tract 24188. . Line "B" - beginning at the intersection of Campa nul a Way and Leena Way, where Line "A" ties into the storm drain in Tract 24184; then extending west along Leena Way to the intersection ofLeena Way and Calabro Street; and then upstream to the intersection of Calabro Street and Galatina Street. . Line "C" - beginning at the intersection of Meadows Parkway and Cassino Court, where it ties into the storm drain of Tract 24131, then extending east along Cassino Court to the intersection of Cassino Court and Ortona Street. . Line "D" - beginning at the open space area along the northerly tract boundary where it connects to the storm drain of Tract 24187, then extending to the cul-de-sac of Modena Drive. - 3 - ~ e . . m~- - TT 24186 TT 24185 EXHIBIT "e" PALOMA DEL SOL, EAST Tract 24186 Storm Drain Schematic 1. ~A . . . IV. CATCH BASIN DESIGN Catch basins, shown on the Hydrology Map, have been designed to collect storm runoff from Tract 24186. 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 - ~ . . e - 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 100-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. t - 5 - C\. e . , 100 YEAR HYDROLOGY (RATIONAL METHOD) \0 . . e .*************************************************************************** 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: KEITH INTERNATIONAL, INC. - INLAND EMPIRE 22690 CACTUS AVENUE, SUITE 300 MORENO VALLEY, CA 92507 (909) 653-0234 FAX (909) 653-5308 ************************** DESCRIPTION OF STUDY * TRACT 24186 - STORM DRAIN - LINE "A" * 100 YEAR HYDROLOGY ************************** * ************************************************************************** FILE NAME: 24186A.DAT TIME/DATE OF STUDY: 19:24 3/25/1996 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 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 .90 SLOPE **************************************************************************** FLOW PROCESS FROM NODE .10 TO NODE 7 .10 IS CODE = >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: FROM TR. 24188. UNE "F" TC(MIN) = 16.86 RAIN INTENSITY(INCH/HOUR) = 2.73 TOTAL AREA (ACRES) = 65.50 TOTAL RUNOFF(CFS) = 167.90 **************************************************************************** FLOW PROCESS FROM NODE .10 TO NODE 3 1. 00 IS CODE = ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================~=============================== DEPTH OF FLOW IN 51.0 INCH PIPE IS 39.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.2 fJ * * * \\ . UPSTREAM NODE ELEVATION = 1175.10 DOWNSTREAM NODE ELEVATION = 1173.90 FLOWLENGTH(FEET) = 85.00 MANNING'S N .014 ESTIMATED PIPE DIAMETER(INCH) = 51. 00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 167.90 TRAVEL TIME (MIN. ) = .10 TC(MIN. ) = 16.96 **************************************************************************** FLOW PROCESS FROM NODE .10 TO NODE 1. 00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.96 RAINFALL INTENSITY(INCH/HR) = 2.73 TOTAL STREAM AREA(ACRES) = 65.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 167.90 **************************************************************************** FLOW PROCESS FROM NODE .20 TO NODE 2.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 650.00 UPSTREAM ELEVATION = 1216.50 DOWNSTREAM ELEVATION = 1201.50 ELEVATION DIFFERENCE = 15.00 TC = .359*[( 650.00**3)/( 15.00)]**.2 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) 4.88 TOTAL AREA(ACRES) = 1.60 AREA -A-2- 10.183 3.566 .8547 TOTAL RUNOFF(CFS) = 4.88 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 1. 00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA -A-2.1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1201. 50 650.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1184.00 DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 . **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 14.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.21 8.67 '7 \lZ-- . . . PRODUCT OF DEPTH&VELOCITY = STREETFLOW TRAVELTIME(MIN) = 2.57 1.72 TC(MIN) = 12.76 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.166 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8499 SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 4.40 TOTAL RUNOFF (CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .45 HALFSTREET FLOODWIDTH(FEET) 17.19 FLOW VELOCITY(FEET/SEC.) = 4.64 DEPTH*VELOCITY = 2.07 7.54 12.41 C.B. "A-f" **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 1. 00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.76 RAINFALL INTENSITY(INCH/HR) = 3.17 TOTAL STREAM AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.41 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) 1 138.70 12.76 3.166 2 178.58 16.96 2.725 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = AS FOLLOWS: Tc (MIN.) = 16.96 ESTIMATES ARE 178.58 69.90 **************************************************************************** FLOW PROCESS FROM NODE 1. 00 TO NODE 3.00 IS CODE = 3 >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 57.0 INCH PIPE IS 44.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.9 UPSTREAM NODE ELEVATION = 1174.00 DOWNSTREAM NODE ELEVATION = 1170.00 FLOWLENGTH(FEET) = 465.00 MANNING'S N .014 ESTIMATED PIPE DIAMETER(INCH) 57.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) = 178.58 TRAVEL TIME (MIN.) = .65 TC(MIN.) = 17.61 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ g \'?> e . . ******************************.********************************************* FLOW PROCESS FROM NODE .30 TO NODE 4.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1211.00 DOWNSTREAM ELEVATION = 1184.00 ELEVATION DIFFERENCE = 27.00 TC = .359*[( 1000.00**3)/( 27.00)]**.2 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) 5.64 TOTAL AREA(ACRES) = 2.00 AREA "A.3" 11.724 3.311 .8517 TOTAL RUNOFF(CFS) = 5.64 **************************************************************************** FLOW PROCESS FROM NODE .30 TO NODE 4.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 11.72 RAINFALL INTENSITY (INCH/HR) = 3.31 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE (CFS) AT CONFLUENCE = 5.64 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 4.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ;=========================================================================== ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 1191.00 DOWNSTREAM ELEVATION = 1183.40 ELEVATION DIFFERENCE = 7.60 TC = .359*[( 600.00**3)/( 7.60)]**.2 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) 10.16 TOTAL AREA(ACRES) = 3.50 AREA "A.3.t" 11.119 3.404 .8529 TOTAL RUNOFF(CFS) = 10.16 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 4.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 ~ \~ e . . CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.12 RAINFALL INTENSITY(INCH/HR) = 3.40 TOTAL STREAM AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.16 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 15.51 11.12 3.404 2 15.52 11.72 3.311 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA(ACRES) = ESTIMATES ARE 15.51 5.50 AS FOLLOWS: Tc (MIN.) = 11.12 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 6 3.10 IS CODE = >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-3.Z" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1183.40 200.00 = 20.00 1181. 50 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSSFALL(DECIMAL) .017 OUTSIDE STREET CROSSFALL(DECIMAL) .064 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 16.75 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .47 HALFSTREET FLOODWIDTH(FEET) = 18.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.78 PRODUCT OF DEPTH&VELOCITY = 1.29 STREETFLOW TRAVELTIME (MIN) = 1.20 TC(MIN) = 12.32 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.225 SOIL CLASSIFICATION IS "e" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8507 SUBAREA AREA(ACRES) = .90 SUBAREA RUNOFF(CFS) 2.47 SUMMED AREA(ACRES) = 6.40 TOTAL RUNOFF(CFS) 17.98 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .47 HALFSTREET FLOODWIDTH(FEET) = 18.31 FLOW VELOCITY(FEET/SEC.) = 2.98 DEPTH*VELOCITY = 1.39 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 1 3.10 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.32 10 \'5 e . . RAINFALL INTENSITY (INCH/HR) = 3.23 TOTAL STREAM AREA (ACRES) = 6. 40 PEAK FLOW RATE (CFS) AT CONFLUENCE = 17.98 **************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.10 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 1191.00 DOWNSTREAM ELEVATION = 1181.50 ELEVATION DIFFERENCE = 9.50 TC = .359*[( 600.00**3)/( 9.50)]**.2 = 10.634 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.485 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8538 SUBAREA RUNOFF(CFS) = 8.93 TOTAL AREA (ACRES) = 3.00 TOTAL RUNOFF(CFS) = AREA "A.3.3" 8.93 **************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 1 3.10 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 10.63 RAINFALL INTENSITY(INCH/HR) = 3.49 TOTAL STREAM AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.93 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 TABLE ** TIME (MIN.) 10.63 12.32 FLOW RATE RUNOFF (CFS) 24.45 26.24 INTENSITY ( INCH/HOUR) 3.485 3.225 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 26.24 9.40 AS FOLLOWS: Tc(MIN.) = 12.32 **************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-3.4" ============================================================================ UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1181. 50 200.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1180.00 1/ \!q . . . DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 ..TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 27.55 ...STREET FLOWING FULL... STREETFLOW MODEL RESULTS: NOTE: STREETFLOW 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) = .54 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.03 PRODUCT OF DEPTH&VELOCITY = 1.65 STREET FLOW TRAVELTIME(MIN) = 1.10 TC(MIN) = 13.42 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.083 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8488 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) 2.62 SUMMED AREA(ACRES) = 10.40 TOTAL RUNOFF(CFS) = 28.86 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .54 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.18 DEPTH.VELOCITY = 1.73 C.B:s "A.2" & "A.10" FLOWS INTERCEPTED = 13.75+13.75 = 27.5 CFS (AREA = 9.9 ACRES) FLOWS FLOW BY = 0.7 CFS TO NODES 4.11 & 3.30 (AREA = 0.25 ACRE), PER EACH C.B. **************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.42 RAIN INTENSITY (INCH/HOUR) = 3.08 TOTAL AREA(ACRES) = 9.90 TOTAL RUNOFF(CFS) = 27.50 TOTAL FLOWS INTERCEPTED BY C.B. s "A-2" & "A-10" **************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * * PEAK STREAM NUMBER 1 2 TABLE ** TIME (MIN.) 13.42 17.61 INTENSITY ( INCH/HOUR) 3.083 2.672 FLOW RATE RUNOFF (CFS) 163.59 202.41 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 202.41 79.80 AS FOLLOWS: Tc (MIN.) = 17.61 /t \"\ . . . **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3 4.10 IS CODE = >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 60.0 INCH PIPE IS 44.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.9 UPSTREAM NODE ELEVATION = 1170.00 DOWNSTREAM NODE ELEVATION = 1166.60 FLOWLENGTH(FEET} = 360.00 MANNING'S N = .014 ESTIMATED PIPE DIAMETER (INCH) 60.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) = 202.41 TRAVEL TIME(MIN.) = .47 TC(MIN.) = 18.08 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.10 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 7 4 . 11 I S CODE = >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN} = 13.42 RAIN INTENSITY(INCH/HOUR) = 3.08 TOTAL AREA(ACRES) = .25 TOTAL RUNOFF(CFS} = .70 FLOWS FLOW BY FROM C.B. "A-10" **************************************************************************** FLOW PROCESS FROM NODE .40 TO NODE 4.11 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A.6.1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET} 1180.00 360.00 = 20.00 1176.30 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 18.00 INTERIOR STREET CROSS FALL (DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL} .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 2.24 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .33 HALFSTREET FLOODWIDTH(FEET) = 9.03 AVERAGE FLOW VELOCITY(FEET/SEC.} = 2.31 PRODUCT OF DEPTH&VELOCITY = .76 STREET FLOW TRAVELTIME(MIN} = 2.60 TC(MIN) = 16.02 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF SUBAREA AREA(ACRES) = 1.30 SUMMED AREA (ACRES) = 1.55 2.808 COEFFICIENT = .8446 SUBAREA RUNOFF(CFS) = TOTAL RUNOFFICFS) = 3.08 3.78 /3 \~ . . . END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 11.84 FLOW VELOCITY(FEET/SEC.) = 2.43 DEPTH*VELOCITY = .93 **************************************************************************** FLOW PROCESS FROM NODE .40 TO NODE 1 4.11 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 16.02 RAINFALL INTENSITY(INCH/HR) = 2.81 TOTAL STREAM AREA(ACRES) = 1.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.78 **************************************************************************** FLOW PROCESS FROM NODE .50 TO NODE 4.11 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE) ]**.2 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1197.00 DOWNSTREAM ELEVATION = 1176.30 ELEVATION DIFFERENCE = 20.70 TC = .359*[( 700.00**3)/( 20.70)]**.2 = 9.982 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.603 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8551 SUBAREA RUNOFF(CFS) = 7.09 TOTAL AREA(ACRES) = 2.30 TOTAL RUNOFF(CFS) = AREA "A.S" 7.09 **************************************************************************** FLOW PROCESS FROM NODE .50 TO NODE 1 4.11 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 9.98 RAINFALL INTENSITY (INCH/HR) = 3.60 TOTAL STREAM AREA (ACRES) = 2.30 PEAK FLOW RATE (CFS) AT CONFLUENCE = 7.09 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 9.44 9.98 3.603 2 9.31 16.02 2.808 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 14- \<\ e . . PEAK FLOW RATE(CFS) = TOTAL AREA(ACRES) = 9.44 3.85 9.98 Tc (MIN.) = C.B. "A-3" **************************************************************************** FLOW PROCESS FROM NODE 4.11 TO NODE 4.10 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * * PEAK FLOW RATE TABLE * * STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 121. 22 9.98 3.603 2 209.32 18.08 2.635 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 209.32 83.65 18.08 AS FOLLOWS: Tc (MIN.) = **************************************************************************** FLOW PROCESS FROM NODE 4.10 TO NODE 6.00 IS CODE = 3 >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 60.0 INCH PIPE IS 46.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.9 UPSTREAM NODE ELEVATION = 1166.60 DOWNSTREAM NODE ELEVATION = 1159.00 FLOWLENGTH(FEET) = 810.00 MANNING'S N ESTIMATED PIPE DIAMETER (INCH) = 60.00 PIPEFLOW THRU SUBAREA(CFS) = 209.32 TRAVEL TIME (MIN.) = 1.05 TC(MIN.) .014 NUMBER OF PIPES = 1 19.12 **************************************************************************** FLOW PROCESS FROM NODE 4.10 TO NODE 6.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE . 11 TO NODE 3.30 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 300.00 UPSTREAM ELEVATION = 1185.00 DOWNSTREAM ELEVATION = 1180.00 ELEVATION DIFFERENCE = 5.00 TC = .359*[( 300.00**3)/( 5.00)]**.2 = 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) = 4.88 AREA "A-7.1" 7.977 4.056 .8595 IS '2,0 . . . TOTAL AREA (ACRES) = 1.40 TOTAL RUNOFF(CFS) = 4.88 **************************************************************************** FLOW PROCESS FROM NODE . 11 TO NODE 3.30 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 7.98 RAINFALL INTENSITY(INCH/HR) = 4.06 TOTAL STREAM AREA(ACRES) = 1.40 PEAK FLOW RATE (CFS) AT CONFLUENCE = 4.88 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.30 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.42 RAIN INTENSITY(INCH/HOUR) = 3.08 TOTAL AREA (ACRES) = .25 TOTAL RUNOFF(CFS) = .70 FLOWS FLOWBY FROM C.B. "A-2" **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 1 3.30 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 13.42 RAINFALL INTENSITY(INCH/HR) = 3.08 TOTAL STREAM AREA (ACRES) = .25 PEAK FLOW RATE(CFS) AT CONFLUENCE = .70 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 5.30 7.98 4.056 2 4.41 13.42 3.083 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 5.30 1. 65 7.98 AS FOLLOWS: Tc (MIN.) = **************************************************************************** FLOW PROCESS FROM NODE 3.30 TO NODE 8.00 IS CODE = 6 ---------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-7.2" ============================================================================ UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1180.00 250.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1176.00 I~ 2.\ . . . DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSSFALL(DEClMAL) = .020 OUTSIDE STREET CROSS FALL (DECIMAL) .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = 5.62 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 12.41 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.31 PRODUCT OF DEPTH&VELOCITY = 1.31 STREETFLOW TRAVELTlME(MIN) = 1.26 TC(MIN) = 9.23 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.754 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8567 SUBAREA AREA(ACRES) = .20 SUBAREA RUNOFF(CFS) .64 SUMMED AREA(ACRES) = 1.85 TOTAL RUNOFF(CFS) 5.94 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 12.97 FLOW VELOCITY(FEET/SEC.) = 3.23 DEPTH*VELOCITY = 1.32 **************************************************************************** FLOW PROCESS FROM NODE 3.30 TO NODE 1 8.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 9.23 RAINFALL INTENSITY(INCH/HR) = 3.75 TOTAL STREAM AREA(ACRES) = 1.85 PEAK FLOW RATE (CFS) AT CONFLUENCE = 5.94 **************************************************************************** FLOW PROCESS FROM NODE .60 TO NODE 8.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 750.00 UPSTREAM ELEVATION = 1198.00 DOWNSTREAM ELEVATION = 1176.00 ELEVATION DIFFERENCE = 22.00 TC = .359*[( 750.00**3)/( 22.00)J**.2 = 10.278 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.548 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8545 SUBAREA RUNOFF(CFS) = 7.58 TOTAL AREA (ACRES) = 2.50 TOTAL RUNOFF (CFS) = AREA "A-T" 7.~8 **************************************************************************** FLOW PROCESS FROM NODE .60 TO NODE 8.00 IS CODE = 1 ------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 1/ ?-~ . . . >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.28 RAINFALL INTENSITY(INCH/HR) = 3.55 TOTAL STREAM AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.58 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 12.75 9.23 3.754 2 13.19 10.28 3.548 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 13 .19 4.35 AS FOLLOWS: Tc (MIN.) = 10.28 **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 6.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-B" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1176.00 750.00 = 20.00 1168.10 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 18.97 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .47 HALFSTREET FLOODWIDTH(FEET) = 18.31 AVERAGE FLOW VELOCITY (FEET/SEC.) = 3.15 PRODUCT OF DEPTH&VELOCITY = 1.46 STREET FLOW TRAVELTIME(MIN) = 3.97 TC(MIN) 14.25 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8474 SUBAREA AREA(ACRES) = 4.60 SUBAREA RUNOFF(CFS) = SUMMED AREA (ACRES) = 8.95 TOTAL RUNOFF(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .50 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.31 DEPTH*VELOCITY = 1.66 2.987 11. 64 24.84 C.B. "A-4" **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 6.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ IZ 23 . . . ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 180.71 230.58 TABLE * * TIME (MIN.) 14.24 19.12 INTENSITY (INCH/HOUR) 2.988 2.558 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 230.58 92.60 AS FOLLOWS: Tc (MIN.) = 19.12 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 9.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 45.0 INCH PIPE IS 35.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 24.6 UPSTREAM NODE ELEVATION = 1159.00 DOWNSTREAM NODE ELEVATION = 1157.00 FLOWLENGTH(FEET) = 40.00 MANNING'S N = .014 ESTIMATED PIPE DIAMETER (INCH) 45.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 230.58 TRAVEL TIME(MIN.) = .03 TC(MIN.) = 19.15 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 3 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 9.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 9.10 TO NODE 2 10.00 IS CODE = ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM AREA "A-S" /q -zA.. . . . DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2 INITIAL SUBAREA FLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 1211.00 DOWNSTREAM ELEVATION = 1195.00 ELEVATION DIFFERENCE = 16.00 TC = .359*[( 600.00**3)/( 16.00)J**.2 = 9.581 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.682 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8559 SUBAREA RUNOFF(CFS) = 10.72 TOTAL AREA(ACRES) = 3.40 TOTAL RUNOFF(CFS) = 10.72 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.10 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-9.1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1195.00 200.00 = 20.00 1190.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) 11.77 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.69 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.84 PRODUCT OF DEPTH&VELOCITY = 1.42 STREETFLOW TRAVELTIME (MIN) = .87 TC(MIN) = 10.45 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.518 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8542 SUBAREA AREA(ACRES) = .70 SUBAREA RUNOFF(CFS) 2.10 SUMMED AREA(ACRES) = 4.10 TOTAL RUNOFF(CFS) = 12.82 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 13.81 FLOW VELOCITY(FEET/SEC.) = 3.59 DEPTH*VELOCITY = 1.40 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.10 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.45 RAINFALL INTENSITY(INCH/HR) = 3.52 TOTAL STREAM AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.82 **************************************************************************** to z.s . . . FLOW PROCESS FROM NODE 10.20 TO NODE 10.10 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 550.00 UPSTREAM ELEVATION = 1200.00 DOWNSTREAM ELEVATION = 1190.00 ELEVATION DIFFERENCE = 10.00 TC = .359*[( 550.00**3)/( 10.00)]**.2 9.990 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.602 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8551 SUBAREA RUNOFF(CFS) = 9.86 TOTAL AREA(ACRES) = 3.20 TOTAL RUNOFF(CFS) = AREA "A-9.2" 9.86 **************************************************************************** FLOW PROCESS FROM NODE 10.20 TO NODE 1 10.10 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.99 RAINFALL INTENSITY(INCH/HR) = 3.60 TOTAL STREAM AREA(ACRES) = 3.20 PEAK FLOW RATE (CFS) AT CONFLUENCE = 9.86 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 22.11 9.99 3.602 2 22.44 10.45 3.518 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 22.44 7.30 AS FOLLOWS: Tc (MIN.) = 10.45 **************************************************************************** FLOW PROCESS FROM NODE 10.10 TO NODE 11. 00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-10" ============================================================================ UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1190.00 550.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1177.00 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK INTERIOR STREET CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .036 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 2.1 ~ . . . **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 27.36 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .45 HALFSTREET FLOODWIDTH(FEET) = 18.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.58 PRODUCT OF DEPTH&VELOCITY = 2.07 STREETFLOW TRAVELTIME(MIN) = 2.00 TC(MIN) = 12.45 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.207 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8504 SUBAREA AREA(ACRES) = 3.60 SUBAREA RUNOFF(CFS) = 9.82 SUMMED AREA(ACRES) = 10.90 TOTAL RUNOFF(CFS) = 32.26 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .47 HALFSTREET FLOODWIDTH(FEET) = 19.44 FLOW VELOCITY(FEET/SEC.) = 4.82 DEPTH*VELOCITY = 2.27 **************************************************************************** FLOW PROCESS FROM NODE 10.10 TO NODE 11.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 12.45 RAINFALL INTENSITY (INCH/HR) = 3.21 TOTAL STREAM AREA(ACRES) = 10.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.26 **************************************************************************** FLOW PROCESS FROM NODE . 11 TO NODE 11.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 550.00 UPSTREAM ELEVATION = 1186.00 DOWNSTREAM ELEVATION = 1177.00 ELEVATION DIFFERENCE = 9.00 TC = .359*[( 550.00**3)/( 9.00)]**.2 = 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) = 8.83 TOTAL AREA(ACRES) = 2.90 AREA "A-12" 10. 202 3.562 .8547 TOTAL RUNOFF(CFS) = 8.83 **************************************************************************** FLOW PROCESS FROM NODE . 11 TO NODE 1 11. 00 IS CODE = ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 10.20 RAINFALL INTENSITY(INCH/HR) = 3.56 u- z.,1 . . . TOTAL STREAM AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.83 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 35.26 10.20 3.562 2 40.21 12.45 3.207 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = AS FOLLOWS: Tc (MIN.) = 12.45 ESTIMATES ARE = 40.21 13.80 C.B. s "A-S" & "A-S" **************************************************************************** FLOW PROCESS FROM NODE 11. 00 TO NODE 11.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.45 RAINFALL INTENSITY (INCH/HR) = 3.21 TOTAL STREAM AREA(ACRES) = 13.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 40.21 **************************************************************************** FLOW PROCESS FROM NODE .90 TO NODE 11. 00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE))**.2 INITIAL SUBAREA FLOW-LENGTH = 550.00 UPSTREAM ELEVATION = 1203.00 DOWNSTREAM ELEVATION = 1177.00 ELEVATION DIFFERENCE = 26.00 TC = .709*[( 550.00**3)/( 26.00lJ**.2 = 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "Cn UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7406 SUBAREA RUNOFF(CFS) = 3.92 TOTAL AREA(ACRES) = 1.90 AREA "A-11" 16.297 2.783 TOTAL RUNOFF(CFS) 3.92 INLET "A-11" **************************************************************************** FLOW PROCESS FROM NODE .90 TO NODE 1 11.00 IS CODE = ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONIMIN.) = 16.30 RAINFALL INTENSITY(INCH/HR) = 2.78 TOTAL STREAM AREA(ACRES) = 1.90 B -z.t> . . . PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.92 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 43.20 12.45 3.207 2 38.81 16.30 2.783 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 43.20 15.70 12.45 AS FOLLOWS: Tc (MIN.) = **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 3 9.00 IS CODE = >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.2 UPSTREAM NODE ELEVATION = 1168.00 DOWNSTREAM NODE ELEVATION = 1158.00 FLOWLENGTH(FEET) = 250.00 MANNING'S N = .014 ESTIMATED PIPE DIAMETER (INCH) = 27.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) 43.20 TRAVEL TIME (MIN.) = .27 TC(MIN.) = 12.73 1 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 9.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** PEAK STREAM NUMBER 1 2 TABLE ** TIME (MIN. ) 12.73 19.15 FLOW RATE RUNOFF (CFS) 196.42 265.41 INTENSITY (INCH/HOUR) 3.170 2.556 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 265.41 108.30 AS FOLLOWS: Tc (MIN.) = 19.15 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.15 RAINFALL INTENSITY(INCH/HR) = 2.56 TOTAL STREAM AREA(ACRES) = 108.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 265.41 Z-~ 'Z-~ . . . FLOW PROCESS FROM NODE 7.00 TO NODE 7.10 IS CODE = **************************************************************************** 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "A-B.1" ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2 INITIAL SUBAREA FLOW-LENGTH = 400.00 UPSTREAM ELEVATION = 1180.00 DOWNSTREAM ELEVATION = 1173.00 ELEVATION DIFFERENCE = 7.00 TC = .709*[( 400.00**3)/( 7.00)J**.2 = 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7356 SUBAREA RUNOFF(CFS) 1.97 TOTAL AREA(ACRES) = 1.00 17.503 2.680 1. 97 TOTAL RUNOFF(CFS) = FLOW PROCESS FROM NODE 7.10 TO NODE 13.00 IS CODE = 51 **************************************************************************** >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM NODE ELEVATION = 1173.00 DOWNSTREAM NODE ELEVATION = 1164.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 550.00 CHANNEL SLOPE = .0164 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA (CFS) = 1.97 FLOW VELOCITY (FEET/SEC) = 1.50 FLOW DEPTH(FEET) .12 TRAVEL TIME (MIN.) = 6.10 TC(MIN.) = 23.60 FLOW PROCESS FROM NODE 7.10 TO NODE 13.00 IS CODE = **************************************************************************** 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "A-B.Z" 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.289 SOIL CLASSIFICATION IS "c" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7133 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 2.20 TOTAL RUNOFF(CFS) = TC(MIN) = 23.60 1. 96 3.93 INLET "A-4.1" FLOW PROCESS FROM NODE 13.00 TO NODE 9.00 IS CODE = **************************************************************************** 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 23.60 RAINFALL INTENSITY(INCH/HR) = 2.29 ,?5 1P . . . TOTAL STREAM AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.93 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) 1 268.60 19.15 2.556 2 241. 67 23.60 2.289 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA (ACRES) = ESTIMATES ARE 268.60 110.50 AS FOLLOWS: Tc (MIN.) = 19.15 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 3 13.10 IS CODE = >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 57.0 INCH PIPE IS 43.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 18.4 UPSTREAM NODE ELEVATION = 1157.00 DOWNSTREAM NODE ELEVATION = 1150.00 FLOWLENGTH(FEET) = 340.00 MANNING'S N = .014 ESTIMATED PIPE DIAMETER (INCH) 57.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA (CFS) = 268.60 TRAVEL TIME (MIN.) = .31 TC(MIN.) 19.46 1 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 13.10 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.46 RAINFALL INTENSITY (INCH/HR) = 2.53 TOTAL STREAM AREA(ACRES) = 110.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 268.60 **************************************************************************** FLOW PROCESS FROM NODE 13.30 TO NODE 2 13.10 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 1178.00 DOWNSTREAM ELEVATION = 1159.00 ELEVATION DIFFERENCE = 19.00 TC = .709*[( 600.00**3)/( 19.00)]**.2 = 18.282 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.619 SOIL CLASSIFICATION IS "c" AREA "A-13" l{' ,\ . . . UNDEVELOPED WATERSHED SUBAREA RUNOFF(CFS) = TOTAL AREA (ACRES) = RUNOFF COEFFICIENT = .7325 5.18 2.70 TOTAL RUNOFF(CFS) 5.18 INLET "A-6.1" **************************************************************************** FLOW PROCESS FROM NODE 13.30 TO NODE 13.10 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 18.28 RAINFALL INTENSITY (INCH/HR) = 2.62 TOTAL STREAM AREA(ACRES) = 2.70 PEAK FLOW RATE (CFS) AT CONFLUENCE = 5.18 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) 1 257.53 18.28 2.619 2 273.61 19.46 2.535 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 273.61 113.20 19.46 AS FOLLOWS: Tc (MIN.) = **************************************************************************** FLOW PROCESS FROM NODE 13 .10 TO NODE 12.00 IS CODE = 3 >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 60.0 INCH PIPE IS 43.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17.9 UPSTREAM NODE ELEVATION = 1150.00 DOWNSTREAM NODE ELEVATION = 1140.80 FLOWLENGTH(FEET) = 500.00 MANNING'S N = .014 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) 273.61 TRAVEL TIME(MIN.) = .47 TC(MIN.) 19.93 **************************************************************************** FLOW PROCESS FROM NODE 13.10 TO NODE 12.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.93 RAINFALL INTENSITY (INCH/HR) = 2.50 TOTAL STREAM AREA(ACRES) = 113.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 273.61 2--1 1;1., . . . FLOW PROCESS FROM NODE 13.20 TO NODE 12.00 IS CODE = **************************************************************************** 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "A.14" ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 1160.00 DOWNSTREAM ELEVATION = 1149.40 ELEVATION DIFFERENCE = 10.60 TC = .709*[( 500.00**3)/( 10.60)J**.2 18.417 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.609 SOIL CLASSIFICATION IS "c" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7320 SUBAREA RUNOFF(CFS) 9.17 TOTAL AREA(ACRES) = 4.80 TOTAL RUNOFF(CFS) = 9.17 INLET "A.T" FLOW PROCESS FROM NODE 13.20 TO NODE 12.00 IS CODE = **************************************************************************** 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.42 RAINFALL INTENSITY(INCH/HR) = 2.61 TOTAL STREAM AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.17 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) 1 262.06 18.42 2.609 2 282.41 19.93 2.503 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 282.41 118.00 19.93 AS FOLLOWS: Tc(MIN.) = FLOW PROCESS FROM NODE 12.00 TO NODE 12.10 IS CODE = **************************************************************************** 3 >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 48.0 INCH PIPE IS 39.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 25.7 UPSTREAM NODE ELEVATION = 1140.80 DOWNSTREAM NODE ELEVATION = 1140.40 FLOWLENGTH(FEET) = 8.00 MANNING'S N = .014 ESTIMATED PIPE DIAMETER (INCH) = 48.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA (CFS) 282.41 TRAVEL TIME(MIN.) = .00 TC(MIN.) = 19.93 z,6 1 ?? . . . **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 1 12.10 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.93 RAINFALL INTENSITY (INCH/HR) = 2.50 TOTAL STREAM AREA(ACRES) = 118.00 PEAK FLOW RATE (CFS) AT CONFLUENCE = 282.41 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS MOBILE HOME PARK TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 350.00 UPSTREAM ELEVATION = 1195.80 DOWNSTREAM ELEVATION = 1188.00 ELEVATION DIFFERENCE = 7.80 TC = .336*[( 350.00**3)/( 7.80)]**.2 = 7.486 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.194 SOIL CLASSIFICATION IS "c" MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .8719 SUBAREA RUNOFF(CFS) 8.41 TOTAL AREA(ACRES) = 2.30 TOTAL RUNOFF(CFS) 8.41 AREA "A-1S" **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.10 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.8 UPSTREAM NODE ELEVATION = 1188.00 DOWNSTREAM NODE ELEVATION = 1182.00 FLOWLENGTH(FEET) = 350.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) 8.41 TRAVEL TIME (MIN.) = .74 TC(MIN.) 8.23 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 8 15.10 IS CODE = >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< AREA "A-1S.1" ============================================================================ 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.990 SOIL CLASSIFICATION IS "C" MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .8706 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = TOTAL AREA (ACRES) = 6.50 TOTAL RUNOFF(CFS) = TC(MIN) = 8.23 14.59 23.00 ~q ,1\, . . . FLOW PROCESS FROM NODE 15.10 TO NODE 16.00 IS CODE = **************************************************************************** 3 >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.1 UPSTREAM NODE ELEVATION = 1182.00 DOWNSTREAM NODE ELEVATION = 1173.00 FLOWLENGTH(FEET) = 400.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 23.00 TRAVEL TIME (MIN.) = .60 TC(MIN.) = 8.83 FLOW PROCESS FROM NODE 15.10 TO NODE 16.00 IS CODE = **************************************************************************** 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "A-16" 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.845 SOIL CLASSIFICATION IS "C" MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .8697 SUBAREA AREA(ACRES) 4.90 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 11.40 TOTAL RUNOFF(CFS) = TC(MIN) = 8.83 16.38 39.38 INLET "A.B" FLOW PROCESS FROM NODE 16.00 TO NODE 12.10 IS CODE = **************************************************************************** 3 >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 26.7 UPSTREAM NODE ELEVATION = 1168.00 DOWNSTREAM NODE ELEVATION = 1142.00 FLOWLENGTH(FEET) = 150.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 39.38 TRAVEL TlME(MIN.) = .09 TC(MIN.) = 8.92 FLOW PROCESS FROM NODE 16.00 TO NODE 12.10 IS CODE = **************************************************************************** 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 8.92 RAINFALL INTENSITY(INCH/HR) = 3.82 TOTAL STREAM AREA(ACRES) = 11.40 PEAK FLOW RATE (CFS) AT CONFLUENCE = 39.38 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. 30 ~~ . . . ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 165.79 8.92 3.823 2 308.19 19.93 2.503 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 308.19 129. 40 AS FOLLOWS: Tc (MIN.) = 19.93 **************************************************************************** FLOW PROCESS FROM NODE 12.10 TO NODE 17.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 60.0 INCH PIPE IS 48.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 18.3 UPSTREAM NODE ELEVATION = 1140.40 DOWNSTREAM NODE ELEVATION = 1139.70 FLOWLENGTH(FEET) = 37.00 MANNING'S N .014 ESTIMATED PIPE DIAMETER (INCH) 60.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 308.19 TRAVEL TIME (MIN.) = .03 TC(MIN.) = 19.96 **************************************************************************** FLOW PROCESS FROM NODE 12.10 TO NODE 17.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 620.00 UPSTREAM ELEVATION = 1206.00 DOWNSTREAM ELEVATION = 1186.00 ELEVATION DIFFERENCE = 20.00 TC = .303*[( 620.00**3)/( 20.00))**.2 = 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "c" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8885 SUBAREA RUNOFF(CFS) 3.26 TOTAL AREA (ACRES) = .90 AREA "A-23" 7.885 4.080 TOTAL RUNOFF (CFS) 3.26 **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 6 17.00 IS CODE = ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-24" ============================================================================ UPSTREAM ELEVATION = STREET LENGTH (FEET) = 1186.00 1100.00 DOWNSTREAM ELEVATION = 1149.00 CURB HEIGTH(INCHES) = 6. ~I ~ . . . STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.99 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .33 HALFSTREET FLOODWIDTH(FEET) = 10.15 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.34 PRODUCT OF DEPTH&VELOCITY = 1.43 STREETFLOW TRAVELTIME(MIN) = 4.22 TC(MIN) 12.11 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.255 SOIL CLASSIFICATION IS "c" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8860 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) 3.46 SUMMED AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 6.72 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.43 FLOW VELOCITY(FEET/SEC.) = 4.72 DEPTH*VELOCITY = 1.67 **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 17.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.11 RAINFALL INTENSITY(INCH/HR) = 3.25 TOTAL STREAM AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.72 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 20.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 900.00 UPSTREAM ELEVATION = 1206.00 DOWNSTREAM ELEVATION = 1170.00 ELEVATION DIFFERENCE = 36.00 TC = .303*[( 900.00**3)/( 36.00))**.2 8.767 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.858 SOIL CLASSIFICATION IS "c" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8879 SUBAREA RUNOFF(CFS) 2.74 TOTAL AREA (ACRES) = .80 TOTAL RUNOFF (CFS) = AREA "A-2S" 2.74 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 17.00 IS CODE = 6 3}..- ~ . . . >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-26" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1170.00 600.00 = 22.00 1149.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSS FALL (DECIMAL) .020 OUTSIDE STREET CROSSFALL(DECIMAL) .020 20.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 .*TRAVELTlME COMPUTED USING MEAN FLOW (CFS) 3.64 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .30 HALFSTREET FLOODWIDTH(FEET) = 8.87 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.03 PRODUCT OF DEPTH&VELOCITY = 1.22 STREET FLOW TRAVELTIME (MIN) = 2.48 TC(MIN) = 11.25 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.383 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8865 SUBAREA AREA(ACRES) = .60 SUBAREA RUNOFF(CFS) 1.80 SUMMED AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) 4.54 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .33 HALFSTREET FLOODWIDTH(FEET) = 10.15 FLOW VELOCITY(FEET/SEC.) = 3.95 DEPTH*VELOCITY = 1.30 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 17.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.25 RAINFALL INTENSITY (INCH/HR) = 3.38 TOTAL STREAM AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.54 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 10.79 11.25 3.383 2 11. 09 12.11 3.255 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA(ACRES) = ESTIMATES ARE AS FOLLOWS: = 11.09 Tc(MIN.) = 3.50 C.B. "A-9" 12.11 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 11 ---------------------------------------------------------------------------- 3; ~'O . . . >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ * * PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 197.98 316.71 TABLE ** TIME (MIN. ) 12.11 19.96 INTENSITY (INCH/HOUR) 3.255 2.501 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE 316.71 132.90 AS FOLLOWS: Tc (MIN.) = 19.96 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 3 21.00 IS CODE = >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 60.0 INCH PIPE IS 44.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 20.5 UPSTREAM NODE ELEVATION = 1139.70 DOWNSTREAM NODE ELEVATION = 1138.50 FLOWLENGTH(FEET) = 50.00 MANNING'S N = .014 ESTIMATED PIPE DIAMETER (INCH) 60.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) = 316.71 TRAVEL TlME(MIN.) = .04 TC(MIN.) = 20.01 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 1 21. 00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 20.01 RAINFALL INTENSITY(INCH/HR) = 2.50 TOTAL STREAM AREA(ACRES) = 132.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 316.71 **************************************************************************** FLOW PROCESS FROM NODE .02 TO NODE 2 551.00 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*((LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 340.00 UPSTREAM ELEVATION = 1216.50 DOWNSTREAM ELEVATION = 1207.00 ELEVATION DIFFERENCE = 9.50 TC = .303*[( 340.00**3)/( 9.50)]**.2 = 6.382 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.562 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8896 SUBAREA RUNOFF(CFS) = 2.43 TOTAL AREA(ACRES) = .60 TOTAL RUNOFF(CFS) AREA "EE-1.S" 2.43 3~ ~\ . . . **************************************************************************** FLOW PROCESS FROM NODE 551. 00 TO NODE 551. 50 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "EE-1.S" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1207.00 670. 00 = 22.00 1181. 00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 20.00 INTERIOR STREET CROSS FALL (DECIMAL) = .020 OUTSIDE STREET CROSS FALL (DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = 3.80 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .30 HALFSTREET FLOODWIDTH(FEET) = 8.87 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.20 PRODUCT OF DEPTH&VELOCITY = 1.27 STREET FLOW TRAVELTIME (MIN) = 2.66 TC(MIN) = 9.04 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.796 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8877 SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF(CFS) = 2.70 SUMMED AREA (ACRES) = 1.40 TOTAL RUNOFF(CFS) = 5.13 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .33 HALFSTREET FLOODWIDTH(FEET) 10.15 FLOW VELOCITY(FEET/SEC.) = 4.47 DEPTH*VELOCITY = 1.47 **************************************************************************** FLOW PROCESS FROM NODE 551. 50 TO NODE 552.40 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "EE-1.7" ============================================================================ UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1181.00 800.00 = 22.00 1150.50 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 20.00 INTERIOR STREET CROSSFALL(DEClMAL) = .020 OUTSIDE STREET CROSS FALL (DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) 7.33 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.07 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.66 PRODUCT OF DEPTH&VELOCITY = 1.71 STREET FLOW TRAVELTlME(MIN) = 2.86 TC(MIN) 11.91 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.284 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8861 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) 4.36 ;, /)..fJ . . . SUMMED AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS) = 9.50 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 13.35 FLOW VELOCITY(FEET/SEC.) = 5.00 DEPTH*VELOCITY = 1.96 C.B. "A.14" **************************************************************************** FLOW PROCESS FROM NODE 552.40 TO NODE 21. 00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.91 RAINFALL INTENSITY(INCH/HR) = 3.28 TOTAL STREAM AREA (ACRES) = 2 . 90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.50 **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 21.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: FROM TR. 24186 UNE "B" TC(MIN) = 14.98 RAIN INTENSITY(INCH/HOUR) = 2.91 TOTAL AREA(ACRES) = 21.30 TOTAL RUNOFF(CFS) = 49.40 **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 21.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 14.98 RAINFALL INTENSITY(INCH/HR) = 2.91 TOTAL STREAM AREA(ACRES) = 21.30 PEAK FLOW RATE (CFS) AT CONFLUENCE = 49.40 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) 1 237.23 11.91 3.284 2 294.96 14.98 2.909 3 366.35 20.01 2.498 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 366.35 157.10 AS FOLLOWS: Tc (MIN.) = 20.01 ============================================================================ END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = TOTAL AREA (ACRES) = Tc (MIN.) = 366.35 157.10 20.01 ============================================================================ END OF RATIONAL METHOD ANALYSIS TO TRACT 24184 - UNE "B" ?Jp 1\.\ . . . **************************************************************************** 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: KEITH INTERNATIONAL, INC. - INLAND EMPIRE 22690 CACTUS AVENUE, SUITE 300 MORENO VALLEY, CA 92507 (909) 653-0234 FAX (909) 653-5308 ************************** DESCRIPTION OF STUDY ************************** * TRACT 24186 - STORM DRAIN - LINE "B" * * 100 YEAR HYDROLOGY * * * ************************************************************************** FILE NAME: 24186B.OAT TIME/DATE OF STUDY: 19:12 3/26/1996 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 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 .90 SLOPE **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 2 23.00 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 1204.00 DOWNSTREAM ELEVATION = 1186.50 ELEVATION DIFFERENCE = 17.50 TC = .359*[( 600.00**3)/( 17.50)]**.2 = 9.411 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.717 SOIL CLASSIFICATION IS "e" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8563 SUBAREA RUNOFF (CFS) = 8.91 TOTAL AREA (ACRES) = 2.80 TOTAL RUNOFF(CFS) = AREA "8-17.1" 8.91 31 1>.,1/ . . . **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "8-17" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1186.50 650.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1180.00 DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 14.05 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .45 HALFSTREET FLOODWIDTH(FEET) = 17.19 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.63 PRODUCT OF DEPTH&VELOCITY = 1.17 STREET FLOW TRAVELTIME(MIN) = 4.12 TC(MIN) 13.53 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 3.069 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8486 SUBAREA AREA (ACRES) = 3 . 9 0 SUBAREA RUNOFF (CFS ) 10 . 16 SUMMED AREA(ACRES) = 6.70 TOTAL RUNOFF(CFS) = 19.07 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .48 HALFSTREET FLOODWIDTH(FEET) = 19.44 FLOW VELOCITY(FEET/SEC.) = 2.83 DEPTH*VELOCITY = 1.37 **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 1 24.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.53 RAINFALL INTENSITY(INCH/HR) = 3.07 TOTAL STREAM AREA(ACRES) = 6.70 PEAK FLOW RATE (CFS) AT CONFLUENCE = 19.07 **************************************************************************** FLOW PROCESS FROM NODE 24.50 TO NODE 2 24.60 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 280.00 UPSTREAM ELEVATION = 1203.50 DOWNSTREAM ELEVATION = 1197.70 ELEVATION DIFFERENCE = 5.80 TC = .709*(( 280.00**3)/( 5.80)]**.2 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = AREA "8-19" COVER 14.672 2.941 3~ ~-; . . . SOIL CLASSIFICATION IS "c" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7477 SUBAREA RUNOFF(CFS) = 2.86 TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF (CFS) = 2.86 **************************************************************************** FLOW PROCESS FROM NODE 24.60 TO NODE 24.70 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "8-19.1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1197.70 400.00 = 20.00 1194.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW (CFSJ = 5.78 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.56 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.22 PRODUCT OF DEPTH&VELOCITY = .78 STREET FLOW TRAVELTIME(MIN) = 3.00 TC(MINJ = 17.67 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.667 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8422 SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) 5.84 SUMMED AREA(ACRES) = 3.90 TOTAL RUNOFF(CFS) = 8.70 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 13.81 FLOW VELOCITY(FEET/SEC.) = 2.44 DEPTH'VELOCITY = .95 **************************************************************************** FLOW PROCESS FROM NODE 24.70 TO NODE 24.00 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "8-20" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1194.00 450.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1180.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 11.56 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.69 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.78 PRODUCT OF DEPTH&VELOCITY = 1.40 STREET FLOW TRAVELTIME (MIN) = 1.99 TC(MIN) = 19.66 ~ l\t>v . . . 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.521 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8395 SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF (CFS) = SUMMED AREA(ACRES) = 6.60 TOTAL RUNOFF (CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 13.81 FLOW VELOCITY(FEET/SEC.) = 4.04 DEPTH*VELOCITY = 1.57 5.71 14.41 **************************************************************************** FLOW PROCESS FROM NODE 24.70 TO NODE 1 24.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 19.66 RAINFALL INTENSITY(INCH/HR) = 2.52 TOTAL STREAM AREA(ACRES) = 6.60 PEAK FLOW RATE (CFS) AT CONFLUENCE = 14.41 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. * * PEAK STREAM NUMBER 1 2 TABLE ** TIME (MIN.) 13.53 19.66 FLOW RATE RUNOFF (CFS) 28.99 30.08 INTENSITY (INCH/HOUR) 3.069 2.521 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 28.99 13.30 AS FOLLOWS: Tc (MIN.) = 13.53 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 6 24.80 IS CODE = >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "8-20.1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1180.00 200.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1173.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .064 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 29.76 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .45 HALFSTREET FLOODWIDTH(FEET) = 17.19 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.57 PRODUCT OF DEPTH&VELOCITY = 2.48 STREETFLOW TRAVELTIME(MIN) = .60 TC(MIN) = 14.13 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.000 ~ ~ . . . SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8476 SUBAREA AREA(ACRES) = .60 SUBAREA RUNOFF (CFS) = SUMMED AREA(ACRES) = 13.90 TOTAL RUNOFF(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .47 HALFSTREET FLOODWIDTH(FEET) = 18.31 FLOW VELOCITY(FEET/SEC.) = 5.07 DEPTH-VELOCITY = 2.36 C.B.'s "8-1" & "8-2" FLOWS INTERCEPTED = 12.95+12.95 = 25.9 CFS (AREA = 11.7 ACRES) FLOWS FLOW BY = 2.3 CFS TO NODES 27.15 & 26.2 (AREA = 1.05 ACRES), PER EACH C.B. 1.53 30.52 **************************************************************************** FLOW PROCESS FROM NODE 24.80 TO NODE 7 24.80 IS CODE = >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.13 RAIN INTENSITY(INCH/HOUR) = 3.00 TOTAL AREA(ACRES) = 11.80 TOTAL RUNOFF(CFS) = 25.90 TOTAL FLOWS INTERCEPTED BY C.B. 's "8-1" & "8-2" ***********************.**************************************************** FLOW PROCESS FROM NODE 24.80 TO NODE 3 27.10 IS CODE = >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.4 UPSTREAM NODE ELEVATION = 1168.00 DOWNSTREAM NODE ELEVATION = 1160.50 FLOWLENGTH(FEET) = 150.00 MANNING'S N ESTIMATED PIPE DIAMETER (INCH) 21.00 PIPEFLOW THRU SUBAREA (CFS) 25.90 TRAVEL TIME (MIN.) = .16 TC (MIN. ) .013 NUMBER OF PIPES = 1 14.29 **************************************************************************** FLOW PROCESS FROM NODE 24.80 TO NODE 27.10 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 24.80 TO NODE 7 27.15 IS CODE = >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.13 RAIN INTENSITY (INCH/HOUR) = 3.00 TOTAL AREA(ACRES) = 1.05 TOTAL RUNOFF(CFS) = 2.30 FLOWS FLOW BY FROM C.B. "8-1" **************************************************************************** FLOW PROCESS FROM NODE 24.80 TO NODE 6 27.15 IS CODE = >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< Lfl ~(o . . . ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1173.00 100.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1167.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.30 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .27 HALFSTREET FLOODWIDTH(FEET) = 7.06 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.92 PRODUCT OF DEPTH&VELOCITY = 1.08 STREETFLOW TRAVELTIME(MIN) = .42 TC(MIN) = 14.55 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.954 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8469 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) .00 SUMMED AREA(ACRES) = 1.05 TOTAL RUNOFF(CFS) = 2.30 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .27 HALFSTREET FLOODWIDTH(FEET) = 7.06 FLOW VELOCITY(FEET/SEC.) = 3.92 DEPTH*VELOCITY = 1.08 **************************************************************************** FLOW PROCESS FROM NODE 24.80 TO NODE 1 27.15 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.55 RAINFALL INTENSITY(INCH/HR) = 2.95 TOTAL STREAM AREA(ACRES) = 1.05 PEAK FLOW RATE (CFS) AT CONFLUENCE = 2.30 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 2 25.10 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2 INITIAL SUBAREA FLOW-LENGTH = 450.00 UPSTREAM ELEVATION = 1207.00 DOWNSTREAM ELEVATION = 1201.00 ELEVATION DIFFERENCE = 6.00 TC = .359*[( 450.00**3)/( 6.00)J**.2 9.809 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.637 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8555 SUBAREA RUNOFF(CFS) = 6.53 TOTAL AREA (ACRES) = 2.10 TOTAL RUNOFF(CFS) = AREA "8-21.1" 6.53 1ft. ~ . . . **************************************************************************** FLOW PROCESS FROM NODE 25.10 TO NODE 27.15 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "8-22" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1201.00 750.00 = 20.00 1167.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 18.00 INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 "TRAVELTlME COMPUTED USING MEAN FLOW (CFS) 13.03 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.56 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.02 PRODUCT OF DEPTH&VELOCITY = 1.76 STREETFLOW TRAVELTIME (MIN) = 2.49 TC(MIN) = 12.30 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.228 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8507 SUBAREA AREA(ACRES) = 4.70 SUBAREA RUNOFF(CFS) = 12.91 SUMMED AREA(ACRES) = 6.80 TOTAL RUNOFF(CFS) = 19.44 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .39 HALFSTREET FLOODWIDTH(FEET) 13.81 FLOW VELOCITY(FEET/SEC.) = 5.45 DEPTH'VELOCITY = 2.12 **************************************************************************** FLOW PROCESS FROM NODE 25.10 TO NODE 27.15 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.30 RAINFALL INTENSITY(INCH/HR) = 3.23 TOTAL STREAM AREA(ACRES) = 6.80 PEAK FLOW RATE (CFS) AT CONFLUENCE = 19.44 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 21. 38 12.30 3.228 2 20.09 14.55 2.954 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA(ACRES) = ESTIMATES ARE AS FOLLOWS: = 21.38 Tc(MIN.) = 12.30 7.85 C.B. "8-3" FLOWS INTERCEPTED = 14.0 CFS (AREA = 9.9 ACRES) FLOWS FLOWBY= 7.4 CFS TO NODE 27.2 (AREA = 2.75 ACRES) 'f3 b..~ . . . **************************************************************************** FLOW PROCESS FROM NODE 27.15 TO NODE 7 27.10 IS CODE = >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.30 RAIN INTENSITY(INCH/HOUR) = 3.23 TOTAL AREA(ACRES) = 5.10 TOTAL RUNOFF (CFS) = 14.00 TOTAL FLOWS INTERCEPTED BY C.B. "8-3" **************************************************************************** FLOW PROCESS FROM NODE 27.15 TO NODE 27.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 36.29 12.30 3.228 2 38.83 14.29 2.982 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 38.83 16.90 14.29 AS FOLLOWS: Tc (MIN.) = **************************************************************************** FLOW PROCESS FROM NODE 27.10 TO NODE 27.00 IS CODE = 3 >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 18.3 UPSTREAM NODE ELEVATION = 1160.50 DOWNSTREAM NODE ELEVATION = 1156.30 FLOWLENGTH(FEET) = 70.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER (INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) 38.83 TRAVEL TIME(MIN.) = .06 TC(MIN.) 14.36 **************************************************************************** FLOW PROCESS FROM NODE 27.10 TO NODE 27.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.36 RAINFALL INTENSITY(INCH/HR) = 2.98 TOTAL STREAM AREA(ACRES) = 16.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 38.83 **************************************************************************** FLOW PROCESS FROM NODE 27.20 TO NODE 27.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< 'If ~<\ e . . ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.30 RAIN INTENSITY (INCH/HOUR) = 3.23 TOTAL AREA(ACRES) = 2.75 TOTAL RUNOFF(CFS) = 7.40 TOTAL FLOWS INTERCEPTED BY C.B. "8-5" **************************************************************************** FLOW PROCESS FROM NODE 27.10 TO NODE 27.20 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1167.00 50.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1165.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .040 OUTSIDE STREET CROSS FALL (DECIMAL) .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 7.40 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 7.48 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.98 PRODUCT OF DEPTH&VELOCITY = 2.44 STREETFLOW TRAVELTIME (MIN) = .14 TC(MIN) 12.44 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.209 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8504 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .00 SUMMED AREA(ACRES) = 2.75 TOTAL RUNOFF(CFS) 7.40 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .41 HALFSTREET FLOODWIDTH(FEET) 7.48 FLOW VELOCITY(FEET/SEC.) = 5.98 DEPTH*VELOCITY = 2.44 **************************************************************************** FLOW PROCESS FROM NODE 27.20 TO NODE 27.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.44 RAINFALL INTENSITY (INCH/HR) = 3.21 TOTAL STREAM AREA(ACRES) = 2.75 PEAK FLOW RATE (CFS) AT CONFLUENCE = 7.40 **************************************************************************** FLOW PROCESS FROM NODE 24.80 TO NODE 26.20 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.13 RAIN INTENSITY(INCH/HOUR) = 3.00 TOTAL AREA (ACRES) = 1.05 TOTAL RUNOFF(CFS) = 2.30 FLOWS FLOW BY FROM C.B. "8-2" If') ~o e . . **************************************************************************** FLOW PROCESS FROM NODE 24.80 TO NODE 26.20 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "8-22.5" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1173.00 200.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1164.00 DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) = .035 OUTSIDE STREET CROSSFALL(DECIMAL) .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = 3.04 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .30 HALFSTREET FLOODWIDTH(FEET) = 5.09 AVERAGE FLOW VELOCITY(FEET!SEC.) = 5.25 PRODUCT OF DEPTH&VELOCITY = 1.55 STREET FLOW TRAVELTIME(MIN) = .64 TC(MIN) 14.77 100.00 YEAR RAINFALL INTENSITY(INCH!HOUR) 2.932 SOIL CLI\5SIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8466 SUBAREA AREA(ACRES) = .60 SUBAREA RUNOFF(CFS) 1.49 SUMMED AREA(ACRES) = 1.65 TOTAL RUNOFF(CFS) 3.79 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 6.22 FLOW VELOCITY(FEET!SEC.) = 4.72 DEPTH*VELOCITY = 1.58 C.B. "8-4" **************************************************************************** FLOW PROCESS FROM NODE 26.20 TO NODE 27.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 14.77 RAINFALL INTENSITY(INCH!HR) = 2.93 TOTAL STREAM AREA(ACRES) = 1.65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.79 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 44.24 12.44 3.209 2 49.38 14.36 2.975 3 48.81 14.77 2.932 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA (ACRES) = ESTIMATES ARE = 49.38 21. 30 AS FOLLOWS: Tc (MIN.) = 14.36 1& 6' e . e **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 21. 00 IS CODE = 3 >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.0 UPSTREAM NODE ELEVATION = 1156.30 DOWNSTREAM NODE ELEVATION = 1138.50 FLOWLENGTH(FEET) = 560.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 49.38 TRAVEL TIME(MIN.) = .62 TC(MIN.) = 14.98 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = TOTAL AREA (ACRES) = Tc (MIN.) = 14.98 49.38 21. 30 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS TO TRACT 24186. UNE "A" If-1 ~;v e . - ............................................................................ 8618 # le,J~s 06/8Z/8 :~~ea ~se~l~~ ~8'~ 'J~^ (s~e) ~JeM~~OS DU,J~~U,DU2 p~OUeAp~ 06-Z861 ~qD,JAdo~ (0) ~~ XBO~O~aXH 8L61 (a~~~~j~~) ~~I~~SIa NOI~~^~2SNO~ ~2~~~ ~ ~O~~O~ aOO~j X~O~ 2aIS~2^I~ NO a2~ ~BO~d ~2~ndWO~ XBO~O~aXH aOH~3W ~NOI~~ :Aq p~Jed~Jd s,SAleUV 80E,-E,9 (606) XVJ .EZO-E~9 (606) LO~Z6 ~ 'X2~~^ ON2~OW OOE 2~Ins '2nN2^~ sn~~~~ 069ZZ 2~IdW2 a~NI - '~NI '~OI~~N~2~I H~I~ XBo~o~aXH ~2X 001 . "~,, 2NI~ - NI~a W'dO~S - 981.Z ~~~~ . ~OS ~2a '\iWO~d . Aan~s ~o NOI~dI~JS3a .......................... .......................... . . . ...............+++..+..++....+++..++.+++...+++.........++++++++++++..++... ..:El :xan~s jO 2~~a/3WI~ ~~a'~981.Z :~N 2~Ij 9661/LZ/, :NOI~~OjNI ~2aow ~I~n~aXH a~ XBo~o~aXH a2IjI~2dS ~2sn S2SX~~ W'd2~~SNMOa ~Oj SNOI~~NIewO~ 2~N2n~jNO~ ~2H~O 2~ONBI a~ ~~ XBo~o~aXH a~~~~j~~ O~ BNIa~o~~~ S2n~~^ 2~N2n~jNO~ 2~ndWO~ :2~ON a2sn S2n~^-"~,, ~~~ XBO~O~aXH a~~~~j~~ lLZ,' = 2^~n~ NOI~~na X~ISN2~NI JO 2dO~S 000.'1 = (~nOH/H~NI)X~ISN2~NI ~nOH-l 00'001 = ~N2^2 W'dO~S :~~~a X~ISN2~NI ~~jNI~ a2~ndWO~ = aA~n~ NOI~~na-X~ISN2~NI ~X-OOl jO 2dO~S = 2^~n~ NOI~~na-X~ISN2~I ~2X-Ol jO 2dO~S (~nOH/H~NI)X~ISN2~NI 2~IW-09 W'dO~S ~2X-00l = (~nOH/H~NI)X~ISN2~I 2~nNIW-Ol W'dO~S ~2X-00l = (~nOH/H~NI)X~ISN2~NI 2~nNIW-09 W'dO~S ~2X-Ol = (~nOH/H~NI)X~ISN2~NI 2~nNIW-Ol W'dO~S ~2X-Ol 2sn O~ (~I~2a)S~N2I~B jO ~N2~~2d a2IJI~2dS 00'81 = (H~NI)2ZIS 2dId WDWINIW a2IJI~2dS 00'001 = (~2X)~N2^2 W'dO~S a2IJI~2dS ~2sn 6EnLZ~ . ZEL~O~~' 00.'1 009'E 088' 09E'Z NOI~~I~j ~Oj 06' = 2dO~S ..............++++.+++....+++.........++.......++..++......+++..++.....+++.. 2aON WO~j SS2~O~d ~O~j 2aON O~ O,'.Z = 2ao~ SI OZ'O. Z >>>>>SISX~~ ~2~ns ~I~INI aOH~2W ~NOI~~<<<<< .O'~-:). lf3~lt ============================================================================ OL' = (S2~~~)'<ia~ ~~O~ 8Z'Z = (Sj~)jjONn~ ~2~nS = ~N2I~Ijj20~ jjONn~ ~N2WdO~2^2a wnINIwoaNO~ "~,, SI NOI~~IjISS1t'l~ ~IOS (~nOH/H~NI)X~ISN2~NI ~~jNI~ ~2X 00'001 Z'..[(OE'9 )/(E..OO'OO. )J.6~E' = ~~ OE'9 = 2~N2~2JJIa NOI~~^2~2 OL'9611 = NOI~~^2~2 W'd2~~SNMOa OO'EOZl = NOI~~^2~2 W'd2~~Sdn 00'00. = H~BN2~-~O~j ~2~nS ~I~INI Z'..[(2B~~ NOI~~^2~2)/(E..H~BN2~)J.~ = ~~ wnINIwoaNO~ SI ~N2WdO~2^2a W'dOJINn ~2~ns ~I~INI a2W!lSS'<f .6L 'E 1~0'6 OL~8' 8Z'Z = (Sj~)jjONn~ ~~o~ u tt9 . . e **************************************************************************** FLOW PROCESS FROM NODE 24.50 TO NODE 40.20 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.05 RAINFALL INTENSITY (INCH/HR) = 3.79 TOTAL STREAM AREA(ACRES) = .70 PEAK FLOW RATE (CFS) AT CONFLUENCE = 2.28 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.20 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "C-1.2" ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1206.00 DOWNSTREAM ELEVATION = 1196.70 ELEVATION DIFFERENCE = 9.30 TC = .359*[( 700.00**31/( 9.30)J**.2 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) = 9.87 TOTAL AREA(ACRES) = 3.50 11. 714 3.312 .8518 TOTAL RUNOFF (CFS) = 9.87 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.20 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 11.71 RAINFALL INTENSITY (INCH/HR) = 3.31 TOTAL STREAM AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.87 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 9.91 11. 86 TABLE ** TIME (MIN.) 9.05 11.71 INTENSITY (INCH/HOUR) 3.794 3.312 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 11. 86 4.20 AS FOLLOWS: Tc (MIN.) = 11. 71 i.f1 6t\ . . e FLOW PROCESS FROM NODE 40.20 TO NODE 41. 00 IS CODE = **************************************************************************** 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1196.70 280.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1185.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "C-1.6" DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .064 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = 12.27 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 16.06 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.21 PRODUCT OF DEPTH&VELOCITY = 2.22 STREETFLOW TRAVELTlME(MIN) = .90 TC(MIN) 12.61 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.186 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8501 SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) .81 SUMMED AREA(ACRES) = 4.50 TOTAL RUNOFF (CFS) = 12.67 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .43 HALFSTREET FLOODWIDTH(FEET) 16.06 FLOW VELOCITY(FEET/SEC.) = 5.38 DEPTH*VELOCITY = 2.30 FLOW PROCESS FROM NODE 40.20 TO NODE 41.00 IS CODE = **************************************************************************** 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 12.61 RAINFALL INTENSITY (INCH/HRI = 3.19 TOTAL STREAM AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.67 FLOW PROCESS FROM NODE 41.10 TO NODE 41. 00 IS CODE = **************************************************************************** 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "C-1.S" ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 440.00 UPSTREAM ELEVATION = 1198.00 DOWNSTREAM ELEVATION = 1185.00 ELEVATION DIFFERENCE = 13.00 TC = .359*[( 440.00**3)/( 13.00)]**.2 = 8.291 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.974 SOIL CLASSIFICATION IS "C" 50 -s5 . . . CONDOMINIUM DEVELOPMENT SUBAREA RUNOFF(CFS) = TOTAL AREA (ACRES) = RUNOFF COEFFICIENT = .8587 6.82 2.00 TOTAL RUNOFF(CFS) = 6.82 **************************************************************************** FLOW PROCESS FROM NODE 41.10 TO NODE 41. 00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.29 RAINFALL INTENSITY(INCH/HR) = 3.97 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.82 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 TABLE ** TIME (MIN.) 8.29 12.61 FLOW RATE RUNOFF (CFS) 15.16 18.14 INTENSITY ( INCH/HOUR) 3.974 3.186 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 18.14 6.50 AS FOLLOWS: Tc (MIN.) = 12.61 **************************************************************************** FLOW PROCESS FROM NODE 41. 00 TO NODE 36.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "C-1.4" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1185.00 140.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1180.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = 18.00 INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = 18.28 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .48 HALFSTREET FLOODWIDTH(FEET) = 19.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.42 PRODUCT OF DEPTH&VELOCITY = 2.62 STREET FLOW TRAVELTlME(MIN) = .43 TC(MIN) 13.04 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.130 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8494 SUBAREA AREA(ACRES) = .10 SUBAREA RUNOFF(CFS) SUMMED AREA(ACRES) = 6.60 TOTAL RUNOFF (CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: .27 18.41 51 -510 . . . DEPTH (FEET) = .48 HALFSTREET FLOODWIDTH(FEET) = 19.44 FLOW VELOCITY(FEET/SEC.) = 5.46 DEPTH*VELOCITY = 2.64 C.B. "e-S" **************************************************************************** FLOW PROCESS FROM NODE 36.00 TO NODE 7 36.80 IS CODE = >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.04 RAIN INTENSITY(INCH/HOUR) = 3.13 TOTAL AREA(ACRES) = 5.70 TOTAL RUNOFF(CFS) = 16.00 FLOWS INTERCEPTED BY C.B. "e-S" **************************************************************************** FLOW PROCESS FROM NODE 36.00 TO NODE 36.80 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 13.04 RAINFALL INTENSITY (INCH/HR) = 3.13 TOTAL STREAM AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.00 **************************************************************************** FLOW PROCESS FROM NODE 40.10 TO NODE 2 40.30 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "C-1.1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE) ]**.2 INITIAL SUBAREA FLOW-LENGTH = 450.00 UPSTREAM ELEVATION = 1206.00 DOWNSTREAM ELEVATION = 1196.70 ELEVATION DIFFERENCE = 9.30 TC = .359*[( 450.00**3)/( 9.30)]**.2 = 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "e" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) = 5.22 TOTAL AREA (ACRES) = 1.60 8.986 3.809 .8572 TOTAL RUNOFF(CFS) = 5.22 **************************************************************************** FLOW PROCESS FROM NODE 40.30 TO NODE 36.10 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "e-1.3" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1196.70 400.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1180.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .064 18.00 5:r 61. . . . SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 7.18 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.69 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.69 PRODUCT OF DEPTH&VELOCITY = 1.74 STREETFLOW TRAVELTIME (MIN) = 1.42 TC(MIN) 10.41 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.525 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8542 SUBAREA AREA(ACRES) = 1,30 SUBAREA RUNOFF(CFS) = 3.91 SUMMED AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS) 9.14 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 13,81 FLOW VELOCITY (FEET/SEC.) = 5.12 DEPTH*VELOCITY = 1.99 C.B. "C-4" **************************************************************************** FLOW PROCESS FROM NODE 36.10 TO NODE 36.80 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN,) = 10.41 RAINFALL INTENSITY (INCH/HR) = 3.53 TOTAL STREAM AREA(ACRES) = 2.90 PEAK FLOW RATE (CFS) AT CONFLUENCE = 9.14 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 21. 91 10.41 3.525 2 24.11 13.04 3,130 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA (ACRES) = ESTIMATES ARE 24.11 8.60 13.04 AS FOLLOWS: Tc (MIN.) = **************************************************************************** FLOW PROCESS FROM NODE 36.80 TO NODE 37.00 IS CODE = 3 >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 21.0 INCH PIPE IS 15,5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.7 UPSTREAM NODE ELEVATION = 1172.00 DOWNSTREAM NODE ELEVATION = 1156.60 FLOWLENGTH(FEET) = 480.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) 21,00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA (CFS) 24.11 TRAVEL TIME (MIN.) = .63 TC(MIN.) = 13.67 1 5!J 6<b e . . **************************************************************************** FLOW PROCESS FROM NODE 36.80 TO NODE 37.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 36.30 TO NODE 36.20 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "C-3.4" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2 INITIAL SUBAREA FLOW-LENGTH = 420.00 UPSTREAM ELEVATION = 1193.00 DOWNSTREAM ELEVATION = 1188.00 ELEVATION DIFFERENCE = 5.00 TC = .359*[( 420.00**3)/( 5.00)J**.2 9.761 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.646 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8556 SUBAREA RUNOFF(CFS) 3.74 TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 3.74 **************************************************************************** FLOW PROCESS FROM NODE 36.20 TO NODE 36.70 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "C-3" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1188.00 450.00 = 20.00 1177.20 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 5.98 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.69 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.91 PRODUCT OF DEPTH&VELOCITY = 1.44 STREETFLOW TRAVELTIME (MIN) = 1.92 TC(MIN) 11.68 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 3.317 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8518 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 4.52 SUMMED AREA(ACRES) = 2.80 TOTAL RUNOFF(CFS) = 8.26 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 14.94 FLOW VELOCITY(FEET/SEC.) = 4.01 DEPTH*VELOCITY = 1.64 131 5\ . . . **************************************************************************** FLOW PROCESS FROM NODE 36.20 TO NODE 36.70 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 11.68 RAINFALL INTENSITY(INCH/HR) = 3.32 TOTAL STREAM AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.26 **************************************************************************** FLOW PROCESS FROM NODE 36.00 TO NODE 36.70 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.04 RAIN INTENSITY (INCH/HOUR) = 3.13 TOTAL AREA(ACRES) = .90 TOTAL RUNOFF (CFS) = 2.40 FLOWBY FLOW FROM C.B. "C-S" **************************************************************************** FLOW PROCESS FROM NODE 36.00 TO NODE 36.70 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 13.04 RAINFALL INTENSITY (INCH/HR) = 3.13 TOTAL STREAM AREA(ACRES) = .90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.40 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 10.41 11. 68 3.317 2 10.20 13.04 3.130 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = AS FOLLOWS: Tc (MIN.) = 11. 68 ESTIMATES ARE = 10.41 3.70 **************************************************************************** FLOW PROCESS FROM NODE 36.70 TO NODE 36.60 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "C-3.3" ============================================================================ UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1177.20 250.00 = 20.00 1167.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 55" ~ . . . OUTSIDE STREET CROSS FALL (DECIMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 10.69 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 14.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.19 PRODUCT OF DEPTH&VELOCITY = 2.12 STREETFLOW TRAVELTIME (MIN) = .80 TC(MIN) 12.48 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.203 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8504 SUBAREA AREA(ACRES) = .20 SUBAREA RUNOFF (CFS) = .54 SUMMED AREA(ACRES) = 3.90 TOTAL RUNOFF(CFS) = 10.96 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .41 HALFSTREET FLOODWIDTH(FEET) 14.94 FLOW VELOCITY(FEET/SEC.) = 5.32 DEPTH*VELOCITY = 2.17 **************************************************************************** FLOW PROCESS FROM NODE 36.70 TO NODE 36.60 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.48 RAINFALL INTENSITY(INCH/HR) = 3.20 TOTAL STREAM AREA(ACRES) = 3.90 PEAK FLOW RATE (CFS) AT CONFLUENCE = 10.96 **************************************************************************** FLOW PROCESS FROM NODE 37.50 TO NODE 2 37.40 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "C-4.1" ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 1191.00 DOWNSTREAM ELEVATION = 1178.00 ELEVATION DIFFERENCE = 13.00 TC = .359*[( 500.00**3)/( 13.00)]**.2 8.952 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 3.816 SOIL CLASSIFICATION IS "e" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8573 SUBAREA RUNOFF(CFS) 8.83 TOTAL AREA (ACRES) = 2.70 TOTAL RUNOFF(CFS) = 8.83 **************************************************************************** FLOW PROCESS FROM NODE 37.40 TO NODE 36.60 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "C-4" ============================================================================ UPSTREAM ELEVATION = 1178.00 DOWNSTREAM ELEVATION = 1167.00 5iP (.,..... e . e STREET LENGTH(FEET) = 360.00 STREET HALFWIDTH(FEET) = 20.00 CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 "TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 12.45 STREETFLOW MODEL RESULTS: STREET-FLOWDEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.69 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.07 PRODUCT OF DEPTH&VELOCITY = 1.50 STREET FLOW TRAVELTIME (MIN) = 1.48 TC(MIN) = 10.43 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.521 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8542 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) 7.22 SUMMED AREA(ACRES) = 5.10 TOTAL RUNOFF (CFS) 16.05 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 13.81 FLOW VELOCITY (FEET/SEC.) = 4.50 DEPTH'VELOCITY = 1.75 **************************************************************************** FLOW PROCESS FROM NODE 37.40 TO NODE 36.60 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 10.43 RAINFALL INTENSITY(INCH/HR) = 3.52 TOTAL STREAM AREA(ACRES) = 5.10 PEAK FLOW RATE (CFS) AT CONFLUENCE = 16.05 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 25.21 10.43 3.521 2 25.56 12.48 3.203 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = AS FOLLOWS: Tc (MIN.) = 10.43 ESTIMATES ARE 25.21 9.00 **************************************************************************** FLOW PROCESS FROM NODE 36.60 TO NODE 6 37.20 IS CODE = ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "C-3.4" ============================================================================ UPSTREAM ELEVATION = STREET LENGTH (FEET) = 1167.00 120.00 DOWNSTREAM ELEVATION = 1165.00 CURB HEIGTH(INCHES) = 6. ,1 (p'l-' ;, ,.e . - STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = 25.35 ***STREETFLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = .49 FLOODWIDTH(FEET) = 20.00 FULL HALF-STREET VELOCITY(FEET/SEC.) = 3.98 SPLIT DEPTH(FEET) = .47 SPLIT FLOODWIDTH(FEET) = 18.31 SPLIT VELOCITY(FEET/SEC.) = 3.71 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) .49 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.98 PRODUCT OF DEPTH&VELOCITY = 1.97 STREET FLOW TRAVELTIME (MIN) = .50 TC(MIN) 10.93 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.435 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8532 SUBAREA AREA(ACRES) = .10 SUBAREA RUNOFF (CFS) = SUMMED AREA(ACRES) = 9.10 TOTAL RUNOFF (CFS) END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .49 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.98 DEPTH*VELOCITY = 1.97 .29 25.50 **************************************************************************** FLOW PROCESS FROM NODE 36.60 TO NODE 1 37.20 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.93 RAINFALL INTENSITY (INCH/HR) = 3.44 TOTAL STREAM AREA(ACRES) = 9.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.50 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 46.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "C-S" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 900.00 UPSTREAM ELEVATION = 1206.50 DOWNSTREAM ELEVATION = 1173.00 ELEVATION DIFFERENCE = 33.50 TC = .303*[( 900.00**3)/( 33.50)J**.2 8.895 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.829 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8878 SUBAREA RUNOFF(CFS) = 6.12 ,-g to'? e . . TOTAL AREA (ACRES) = 1. 80 TOTAL RUNOFF(CFS) = 6.12 FLOW PROCESS FROM NODE 37.20 IS CODE = **************************************************************************** 6 46.00 TO NODE >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1173.00 730.00 = 38.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1165.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "C-S" DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 36.00 INTERIOR STREET CROSSFALL (DECIMAL) .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 8.51 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .46 HALFSTREET FLOODWIDTH(FEET) = 15.78 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.21 PRODUCT OF DEPTH&VELOCITY = 1.49 STREET FLOW TRAVELTIME(MIN) = 3.78 TC(MIN) 12.68 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.177 SOIL CLASSIFICATION IS "e" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8857 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 4.78 SUMMED AREA(ACRES) = 3.50 TOTAL RUNOFF (CFS) 10.90 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .50 HALFSTREET FLOODWIDTH(FEET) = 17.47 FLOW VELOCITY(FEET/SEC.) = 3.40 DEPTH*VELOCITY = 1.69 FLOW PROCESS FROM NODE 37.20 IS CODE = **************************************************************************** 1 46.00 TO NODE >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.68 RAINFALL INTENSITY (INCH/HR) = 3.18 TOTAL STREAM AREA(ACRES) = 3.50 PEAK FLOW RATE (CFS) AT CONFLUENCE = 10.90 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 34.90 10.93 3.435 2 34.48 12.68 3.177 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 34.90 12.60 AS FOLLOWS: Tc (MIN.) = 10.93 ~7 C.B. "C-Z" fA . . . FLOW PROCESS FROM NODE 37.20 TO NODE 37.00 IS CODE = 10 **************************************************************************** >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ FLOW PROCESS FROM NODE 36.40 IS CODE = **************************************************************************** 2 35.00 TO NODE >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "C-3.3" ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**31/(ELEVATION CHANGEI]**.2 INITIAL SUBAREA FLOW-LENGTH = 420.00 UPSTREAM ELEVATION = 1193.00 DOWNSTREAM ELEVATION = 1188.00 ELEVATION DIFFERENCE = 5.00 TC = .359*[( 420.00**31/( 5.00)]**.2 = 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) = 3.12 TOTAL AREA(ACRES) = 1.00 9.761 3.646 .8556 TOTAL RUNOFF(CFS) = 3.12 FLOW PROCESS FROM NODE 36.50 IS CODE = **************************************************************************** 6 36.40 TO NODE >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = STREET LENGTH (FEETI = STREET HALFWIDTH(FEET) DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1177.20 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "C-3.1" 1188.00 450.00 = 20.00 DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMALI = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 4.93 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.56 AVERAGE FLOW VELOCITY(FEET/sEC.) = 3.80 PRODUCT OF DEPTH&VELOCITY = 1.33 STREETFLOW TRAVELTIME (MINI = 1.98 TC(MIN) 11.74 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "Cn CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8517 SUBAREA AREA(ACRES) = 1. 30 SUBAREA RUNOFF (CFS) SUMMED AREA (ACRES) = 2.30 TOTAL RUNOFF (CFSI END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 13.81 FLOW VELOCITY(FEET/sEC.) = 3.80 DEPTH*VELOCITY = 1.48 3.309 3.66 6.78 (pO ,,~ . . . FLOW PROCESS FROM NODE 36.50 TO NODE 37.30 IS CODE = **************************************************************************** 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1177.20 350.00 = 20.00 1165.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "C-3.Z" DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSS FALL (DECIMAL) .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) 8.11 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 13.81 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.55 PRODUCT OF DEPTH&VELOCITY = 1.77 STREET FLOW TRAVELTlME(MIN) = 1.28 TC(MIN) 13.02 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.133 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8494 SUBAREA AREA (ACRES) = 1.00 SUBAREA RUNOFF(CFS) SUMMED AREA(ACRES) = 3.30 TOTAL RUNOFF(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 14.94 FLOW VELOCITY(FEET/sEC.) = 4.59 DEPTH*VELOCITY = 1.87 2.66 9.44 FLOW PROCESS FROM NODE 36.50 TO NODE 37.30 IS CODE = **************************************************************************** 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 13.02 RAINFALL INTENSITY (INCH/HR) = 3.13 TOTAL STREAM AREA(ACRES) = 3.30 PEAK FLOW RATEICFS) AT CONFLUENCE = 9.44 FLOW PROCESS FROM NODE 37.30 TO NODE 37.30 IS CODE = **************************************************************************** 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "FF-6" ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1197.00 DOWNSTREAM ELEVATION = 1165.00 ELEVATION DIFFERENCE = 32.00 TC = .303*[( 1000.00**3)/( 32.00)J**.2 = 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "C" 9.562 3.686 (jl "'~ . . . COMMERCIAL DEVELOPMENT SUBAREA RUNOFF(CFS) = TOTAL AREA (ACRES) = RUNOFF COEFFICIENT = .8874 6.54 2.00 TOTAL RUNOFF(CFS) 6.54 **************************************************************************** FLOW PROCESS FROM NODE 37.30 TO NODE 1 37.30 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 9.56 RAINFALL INTENSITY (INCH/HR) = 3.69 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.54 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 13.48 9.56 3.686 2 15.00 13.02 3.133 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 15.00 5.30 AS FOLLOWS: Tc(MIN.) = 13.02 C.B. "C-3" **************************************************************************** FLOW PROCESS FROM NODE 37.20 TO NODE 37.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * * PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) ( INCH/HOUR) 1 47.49 10.93 3.435 2 46.83 13.02 3.133 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 47.49 17.90 AS FOLLOWS: Tc (MIN.) = 10.93 **************************************************************************** FLOW PROCESS FROM NODE 36.80 TO NODE 37.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** PEAK STREAM NUMBER 1 2 TABLE * * TIME (MIN. ) 10.93 13.67 INTENSITY (INCH/HOUR I 3.435 3.053 FLOW RATE RUNOFF (CFSl 66.77 66.32 (pl., ~i. . . . COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE AS FOLLOWS: = 66.77 Tc(MIN.) = 26.50 10.93 END OF STUDY SUMMARY: PEAK FLOW RATE (CFS) = TOTAL AREA (ACRES) = Tc (MIN.) = ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10.93 66.77 26.50 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS ~3 TO TRACT 24131. UNE "B" Co'b e . . **************************************************************************** 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: KEITH INTERNATIONAL, INC. - INLAND EMPIRE 22690 CACTUS AVENUE, SUITE 300 MORENO VALLEY, CA 92507 (909) 653-0234 FAX (909) 653-5308 ************************** DESCRIPTION OF STUDY * PALOMA DEL SOL * TRACT 24186 - STORM DRAIN - LINE "D" * 100 YEAR HYDROLOGY ************************** * * * ************************************************************************** FILE NAME: 24186D.DAT TIME/DATE OF STUDY: 17:44 5/21/1996 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 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-MlNUTE INTENSITY (INCH/HOUR) = 100-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) 100-YEAR STORM GO-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 .90 SLOPE **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 2 31. 00 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "0-1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 450.00 UPSTREAM ELEVATION = 1191.00 DOWNSTREAM ELEVATION = 1186.00 ELEVATION DIFFERENCE = 5.00 TC = .359*[( 450.00**3)/( 5.00)]**.2 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) = 7.32 TOTAL AREA(ACRES) = 2.40 10.173 3.568 .8547 7.32 C.B. "0-1" TOTAL RUNOFF(CFS) = (p~ Cp~ . . . **************************************************************************** FLOW PROCESS FROM NODE 31. 00 TO NODE 3 32.00 IS CODE = >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.1 UPSTREAM NODE ELEVATION = 1180.00 DOWNSTREAM NODE ELEVATION = 1170.40 FLOWLENGTH(FEET) = 200.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 7.32 TRAVEL TIME(MIN.) = .30 TC(MIN.) 10.47 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE (CFS) = TOTAL AREA(ACRES) = Tc (MIN.) = 10.47 7.32 2.40 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS TO TRACT 24187 - UNE "D" fiG 1t:l e . . 10 YEAR HYDROLOGY (RATIONAL METHOD) ,,\'v . . . **************************************************************************** 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: KEITH INTERNATIONAL, INC. - INLAND EMPIRE 22690 CACTUS AVENUE, SUITE 300 MORENO VALLEY, CA 92507 (909) 653-0234 FAX (909) 653-5308 ************************** DESCRIPTION OF STUDY ************************** * TRACT 24186 - STORM DRAIN - LINE "A" * * 10 YEAR HYDROLOGY * * * ************************************************************************** FILE NAME: 24186A10.DAT TIME/DATE OF STUDY: 9:54 3/26/1996 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 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 1-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 .90 SLOPE .8888 **************************************************************************** FLOW PROCESS FROM NODE .10 TO NODE 7 .10 IS CODE = >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: FROM TR. 24188 - UNE "F" TC(MIN) = 16.96 RAIN INTENSITY(INCH/HOUR) = 1.78 TOTAL AREA (ACRES) = 65.50 TOTAL RUNOFF (CFS) = 108.99 **************************************************************************** FLOW PROCESS FROM NODE .10 TO NODE 3 1.00 IS CODE = ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.9 I~ {,~ . . - 1175.10 1173.90 MANNING'S N = 45.00 108.99 TC (MIN. ) UPSTREAM NODE ELEVATION = DOWNSTREAM NODE ELEVATION = FLOWLENGTH(FEET) = 85.00 ESTIMATED PIPE DIAMETER(INCH) PIPEFLOW THRU SUBAREA(CFS) TRAVEL TIME (MIN.) = .11 = .014 NUMBER OF PIPES = 1 17.07 **************************************************************************** FLOW PROCESS FROM NODE .10 TO NODE 1. 00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.07 RAINFALL INTENSITY (INCH/HR) = 1.78 TOTAL STREAM AREA(ACRES) = 65.50 PEAK FLOW RATE (CFS) AT CONFLUENCE = 108.99 **************************************************************************** FLOW PROCESS FROM NODE .20 TO NODE 2.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 650.00 UPSTREAM ELEVATION = 1216.50 DOWNSTREAM ELEVATION = 1201.50 ELEVATION DIFFERENCE = 15.00 TC = .359*[( 650.00**3)/( 15.00)]**.2 10.183 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.360 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8362 SUBAREA RUNOFF(CFS) = 3.16 TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF (CFS) = AREA "A-Z" 3.16 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 6 1. 00 IS CODE = >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A.Z.1" ============================================================================ UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1201.50 650.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1184.00 DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) = STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.69 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.63 5.55 1b (,1 e . e PRODUCT OF DEPTH&VELOCITY = STREETFLOW TRAVELTlME(MIN) = 2.99 1.34 TC(MIN) = 13.17 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.048 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8287 SUBAREA AREA (ACRES) = 2 . 8 0 SUBAREA RUNOFF (CFS) SUMMED AREA(ACRES) = 4.40 TOTAL RUNOFF(CFS) END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 13.81 FLOW VELOCITY(FEET/SEC.) = 4.43 DEPTH*VELOCITY = 1.72 4.75 7.91 C.B. "A-1" **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 1. 00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 13.17 RAINFALL INTENSITY(INCH/HR) = 2.05 TOTAL STREAM AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.91 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 91. 99 13.17 2.048 2 115.85 17.07 1.776 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 115.85 69.90 17.07 AS FOLLOWS: Tc (MIN.) = **************************************************************************** FLOW PROCESS FROM NODE 1. 00 TO NODE 3.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 48.0 INCH PIPE IS 38.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.6 UPSTREAM NODE ELEVATION = 1174.00 DOWNSTREAM NODE ELEVATION = 1170.00 FLOWLENGTH(FEET) = 465.00 MANNING'S N .014 ESTIMATED PIPE DIAMETER (INCH) = 48.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) = 115.85 TRAVEL TlME(MIN.) = .73 TC(MIN.) 17.80 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ CP5 1 A.. e . . **************************************************************************** FLOW PROCESS FROM NODE .30 TO NODE 2 4.00 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1211.00 DOWNSTREAM ELEVATION = 1184.00 ELEVATION DIFFERENCE = 27.00 TC = .359*[( 1000.00**3)/( 27.00)]**.2 = 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) 3.63 TOTAL AREA(ACRES) = 2.00 AREA "A.3" 11.724 2.184 .8322 TOTAL RUNOFF(CFS) = 3.63 **************************************************************************** FLOW PROCESS FROM NODE .30 TO NODE 4.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.72 RAINFALL INTENSITY(INCH/HR) = 2.18 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.63 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 2 4.00 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 1191.00 DOWNSTREAM ELEVATION = 1183.40 ELEVATION DIFFERENCE = 7.60 TC = .359*[( 600.00**3)/( 7.60)]**.2 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF (CFS) 6.56 TOTAL AREA (ACRES) = 3.50 AREA "A-3.1" 11.119 2.248 .8337 TOTAL RUNOFF (CFS) = 6.56 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 4.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 ",05 (p~ . . . CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) ~ 11.12 RAINFALL INTENSITY (INCH/HR) ~ 2.25 TOTAL STREAM AREA(ACRES) ~ 3.50 PEAK FLOW RATE (CFS) AT CONFLUENCE ~ 6.56 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 10.01 11.12 2.248 2 10.01 11.72 2.184 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) ~ AS FOLLOWS: Tc (MIN.) ~ 11.12 ESTIMATES ARE ~ 10.01 5.50 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 6 3.10 IS CODE ~ >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A.3.2" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION ~ STREET LENGTH (FEET) ~ STREET HALFWIDTH(FEET) 1183.40 200.00 ~ 20.00 1181. 50 DOWNSTREAM ELEVATION ~ CURB HEIGTH(INCHES) ~ 6. DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK ~ 18.00 INTERIOR STREET CROSSFALL(DECIMAL) ~ .017 OUTSIDE STREET CROSS FALL (DECIMAL) ~ .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF ~ 2 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 10.80 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) ~ .41 HALFSTREET FLOODWIDTH(FEET) ~ 14.94 AVERAGE FLOW VELOCITY(FEET/SEC.) ~ 2.62 PRODUCT OF DEPTH&VELOCITY ~ 1.07 STREETFLOW TRAVELTIME (MIN) ~ 1.27 TC(MIN) 12.39 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) ~ 2.118 SOIL CLASSIFICATION IS "e" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT ~ .8306 SUBAREA AREA(ACRES) ~ .90 SUBAREA RUNOFF(CFS) ~ 1.58 SUMMED AREA(ACRES) ~ 6.40 TOTAL RUNOFF(CFS) 11.59 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) ~ .43 HALFSTREET FLOODWIDTH(FEET) 16.06 FLOW VELOCITY(FEET/SEC.) ~ 2.46 DEPTH*VELOCITY ~ 1.05 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 3.10 IS CODE ~ 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS ~ 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) ~ 12.39 1~ 10 . . . RAINFALL INTENSITYIINCH/HR) = 2.12 TOTAL STREAM AREAIACRES) = 6.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.59 **************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.10 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*((LENGTH**3)/IELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 1191.00 DOWNSTREAM ELEVATION = 1181.50 ELEVATION DIFFERENCE = 9.50 TC = .359*(( 600.00**3)/( 9.50)]**.2 10.634 10.00 YEAR RAINFALL INTENSITY lINCH/HOUR) 2.304 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8350 SUBAREA RUNOFF(CFS) = 5.77 TOTAL AREA (ACRES) = 3.00 TOTAL RUNOFF (CFS) = AREA "A-3.3" 5.77 **************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.10 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 10.63 RAINFALL INTENSITYIINCH/HR) = 2.30 TOTAL STREAM AREAIACRES) = 3.00 PEAK FLOW RATEICFS) AT CONFLUENCE = 5.77 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) I INCH/HOUR) 1 15.72 10.63 2.304 2 16.90 12.39 2.118 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREAIACRES) = ESTIMATES ARE = 16.90 9.40 12.39 AS FOLLOWS: Tc (MIN.) = **************************************************************************** FLOW PROCESS FROM NODE 3 . 10 TO NODE 6 3.00 IS CODE = >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-3.4" ============================================================================ UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1181.50 200.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTHIINCHES) = 6. 1180.00 11 1/ e . . DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .064 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = 17.73 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .48 HALFSTREET FLOODWIDTH(FEET) = 19.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.63 PRODUCT OF DEPTH&VELOCITY = 1.27 STREETFLOW TRAVELTIME (MIN) = 1.27 TC(MIN) = 13.66 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.008 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8276 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) SUMMED AREA (ACRES) = 10.40 TOTAL RUNOFF (CFS) END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .48 HALFSTREET FLOODWIDTH(FEET) 19.44 FLOW VELOCITY(FEET/SEC.) = 2.75 DEPTH*VELOCITY = 1.33 C.B. 's "A-Z" & "A-10" 1. 66 18.56 **************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * * PEAK STREAM NUMBER 1 2 TABLE ** TIME (MIN. ) 13.66 17.80 INTENSITY (INCH/HOUR) 2.008 1. 735 FLOW RATE RUNOFF (CFS) 107.46 131. 89 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA(ACRES) = AS FOLLOWS: Tc(MIN.) = 17.80 ESTIMATES ARE = 131. 89 80.30 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.10 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.6 UPSTREAM NODE ELEVATION = 1170.00 DOWNSTREAM NODE ELEVATION = 1166.60 FLOWLENGTH(FEET) = 360.00 MANNING'S N = .014 ESTIMATED PIPE DIAMETER (INCH) 51.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) = 131.89 TRAVEL TIME(MIN.) = .52 TC(MIN.) 18.32 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.10 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< 1% n . . . ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE .40 TO NODE 2 4.11 IS CODE = ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2 INITIAL SUBAREA FLOW-LENGTH = 400.00 UPSTREAM ELEVATION = 1184.00 DOWNSTREAM ELEVATION = 1176.30 ELEVATION DIFFERENCE = 7.70 TC = .359*[( 400.00**3)/( 7.70)J**.2 = 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) 2.81 TOTAL AREA(ACRES) = 1.30 AREA "A-6.1" 8.695 2.574 .8405 TOTAL RUNOFF(CFS) = 2.81 **************************************************************************** FLOW PROCESS FROM NODE .40 TO NODE 4.11 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 8.70 RAINFALL INTENSITY (INCH/HR) = 2.57 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.81 **************************************************************************** FLOW PROCESS FROM NODE .50 TO NODE 2 4 . 11 I S CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1197.00 DOWNSTREAM ELEVATION = 1176.30 ELEVATION DIFFERENCE = 20.70 TC = .359*[( 700.00**3)/( 20.70)J**.2 = 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) = 4.59 TOTAL AREA (ACRES) = 2.30 AREA "A-6" 9.982 2.386 .8368 TOTAL RUNOFF(CFS) = 4.59 **************************************************************************** FLOW PROCESS FROM NODE .50 TO NODE 4.11 IS .CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ,~ 1j . . . ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 9.98 RAINFALL INTENSITY(INCH/HR) = 2.39 TOTAL STREAM AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.59 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. * * PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME NUMBER (CFS) (MIN.) 1 6.81 8.70 2 7.20 9.98 INTENSITY (INCH/HOUR) 2.574 2.386 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 7.20 3.60 9.98 AS FOLLOWS: Tc (MIN.) = C.B. "A-3" **************************************************************************** FLOW PROCESS FROM NODE 4 . 11 TO NODE 4.10 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * * PEAK FLOW RATE TABLE * * STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 79.07 9.98 2.386 2 137.04 18.32 1.708 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 137.04 83.90 AS FOLLOWS: Tc (MIN.) = 18.32 **************************************************************************** FLOW PROCESS FROM NODE 4.10 TO NODE 3 6.00 IS CODE = >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 51.0 INCH PIPE IS 39.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.6 UPSTREAM NODE ELEVATION = 1166.60 DOWNSTREAM NODE ELEVATION = 1159.00 FLOWLENGTH(FEET) = 810.00 MANNING'S N = .014 ESTIMATED PIPE DIAMETER (INCH) = 51.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) 137.04 TRAVEL TlME(MIN.) = 1.17 TC(MIN.) = 19.49 **************************************************************************** FLOW PROCESS FROM NODE 4.10 TO NODE 6.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ============================================================================ 1f <2P . . . **************************************************************************** FLOW PROCESS FROM NODE . 11 TO NODE 2 3.30 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2 INITIAL SUBAREA FLOW-LENGTH = 300.00 UPSTREAM ELEVATION = 1185.00 DOWNSTREAM ELEVATION = 1180.00 ELEVATION DIFFERENCE = 5.00 TC = .359*[( 300.00**3)/( 5.00)J**.2 = 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) = 3.19 TOTAL AREA(ACRES) = 1.40 AREA "A-7.1" 7.977 2.700 .8428 TOTAL RUNOFF(CFS) = 3.19 **************************************************************************** FLOW PROCESS FROM NODE 3.30 TO NODE 8.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-7.2" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1180.00 250.00 = 20.00 1176.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSSFALL (DECIMAL) .020 OUTSIDE STREET CROSSFALLIDECIMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 3.39 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 10.16 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.86 PRODUCT OF DEPTH&VELOCITY = 1.00 STREET FLOW TRAVELTIME(MIN) = 1.46 TC(MIN) = 9.44 10.00 YEAR RAINFALL INTENSITY lINCH/HOUR) = 2.461 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8383 SUBAREA AREA(ACRES) = .20 SUBAREA RUNOFFICFS) .41 SUMMED AREAIACRES) = 1.60 TOTAL RUNOFFICFS) = 3.60 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 10.16 FLOW VELOCITYIFEET/SEC.) = 3.03 DEPTH*VELOCITY = 1.06 **************************************************************************** FLOW PROCESS FROM NODE 3.30 TO NODE 1 8.00 IS CODE = ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.44 g\. 15 . . . RAINFALL INTENSITY (INCH/HR) = 2.46 TOTAL STREAM AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.60 **************************************************************************** FLOW PROCESS FROM NODE .60 TO NODE 8.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE) ]**.2 INITIAL SUBAREA FLOW-LENGTH = 750.00 UPSTREAM ELEVATION = 1198.00 DOWNSTREAM ELEVATION = 1176.00 ELEVATION DIFFERENCE = 22.00 TC = .359*[( 750.00**3)/( 22.00)]**.2 = 10.278 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.348 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8360 SUBAREA RUNOFF (CFS) 4. 91 TOTAL AREA(ACRES) = 2.50 TOTAL RUNOFF(CFS) = AREA "A.7" 4.91 **************************************************************************** FLOW PROCESS FROM NODE .60 TO NODE 8.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 10.28 RAINFALL INTENSITY(INCH/HR) = 2.35 TOTAL STREAM AREA(ACRES) = 2.50 PEAK FLOW RATE (CFS) AT CONFLUENCE = 4.91 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 8.10 9.44 2.461 2 8.34 10.28 2.348 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA(ACRES) = ESTIMATES ARE 8.34 4.10 AS FOLLOWS: Tc (MIN.) = 10.28 **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 6 6.00 IS CODE = >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-S" ============================================================================ UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1176.00 750.00 = 20.00 1168.10 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. a'Z; 110 . . . DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) .064 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) 11.98 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 16.06 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.54 PRODUCT OF DEPTH&VELOCITY = 1.09 STREETFLOW TRAVELTlME(MIN) = 4.91 TC(MIN) = 15.19 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8243 SUBAREA AREA(ACRES) = 4.60 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 8.70 TOTAL RUNOFF(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .45 HALFSTREET FLOODWIDTH(FEET) = 17.19 FLOW VELOCITY(FEET/SEC.) = 2.90 DEPTH*VELOCITY = 1.30 ** PEAK FLOW RATE TABLE ** Q(CFS) Tc(MIN.) 1 15.69 14.59 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE (CFS) = 1. 893 7.18 15.52 15.69 14.59 Tc (MIN. ) FLOW PROCESS FROM NODE 8.00 TO NODE 6.00 IS CODE = 11 **************************************************************************** C.B. "A-4" >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * * PEAK FLOW RATE TABLE * * STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 118.31 14.59 1. 936 2 150.43 19.49 1. 651 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA (ACRES) = ESTIMATES ARE = 150.43 92.60 19.49 AS FOLLOWS: Tc (MIN.) = FLOW PROCESS FROM NODE 6.00 TO NODE 9.00 IS CODE = 3 **************************************************************************** >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 22.3 UPSTREAM NODE ELEVATION = 1159.00 DOWNSTREAM NODE ELEVATION = 1157.00 FLOWLENGTH(FEET) = 40.00 MANNING'S N = .014 ESTIMATED PIPE DIAMETER (INCH) 39.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA (CFS) = 150.43 TRAVEL TlME(MIN.) = .03 TC(MIN.) 19.52 11 1 f6b . . . **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 3 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 9.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 9.10 TO NODE 10.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 1211.00 DOWNSTREAM ELEVATION = 1195.00 ELEVATION DIFFERENCE = 16.00 TC = .359*[( 600.00**3)/( 16.00)]**.2 = 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) = 6.95 TOTAL AREA(ACRES) = 3.40 AREA "A-9" 9.581 2.440 .8379 TOTAL RUNOFF(CFS) = 6.95 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.10 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-9.1" ============================================================================ UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1195.00 200.00 = 20.00 1190.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .064 18.00 ~ 19 . . . SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 7.63 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .33 HALFSTREET FLOODWIDTH(FEET) = 10.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.51 PRODUCT OF DEPTH&VELOCITY = 1.16 STREETFLOW TRAVELTIME(MIN) = .95 TC(MIN) = 10.53 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.317 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8353 SUBAREA AREA(ACRES) = .70 SUBAREA RUNOFF(CFS) 1.35 SUMMED AREA(ACRES) = 4.10 TOTAL RUNOFF(CFS) = 8.31 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.56 FLOW VELOCITY(FEET/SEC.) = 3.20 DEPTH*VELOCITY = 1.12 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.10 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.53 RAINFALL INTENSITY (INCH/HR) = 2.32 TOTAL STREAM AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.31 **************************************************************************** FLOW PROCESS FROM NODE 10.20 TO NODE 10.10 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 550.00 UPSTREAM ELEVATION = 1200.00 DOWNSTREAM ELEVATION = 1190.00 ELEVATION DIFFERENCE = 10.00 TC = .359*[( 550.00**3)/( 10.00))**.2 = 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) = 6.39 TOTAL AREA (ACRES) = 3.20 AREA "A-9.2" 9.990 2.385 .8368 TOTAL RUNOFF(CFS) = 6.39 **************************************************************************** FLOW PROCESS FROM NODE 10.20 TO NODE 10.10 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 11 ~~ . . . TIME OF CONCENTRATION(MIN.) = 9.99 RAINFALL INTENSITY(INCH/HR) = 2.38 TOTAL STREJ\M AREA(ACRES) = 3.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.39 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREJ\M NUMBER 1 2 FLOW RATE RUNOFF (CFS) 14.27 14.51 TABLE ** TIME (MIN.) 9.99 10.53 INTENSITY (INCH/HOUR) 2.385 2.317 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 14.51 7.30 AS FOLLOWS: Tc (MIN.) = 10.53 **************************************************************************** FLOW PROCESS FROM NODE 10.10 TO NODE 11.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A.10" ============================================================================ UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1190.00 550.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1177.00 DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .036 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = 17.60 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 14.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.32 PRODUCT OF DEPTH&VELOCITY = 1.71 STREETFLOW TRAVELTlME(MIN) = 2.12 TC(MIN) = 12.65 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.094 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8299 SUBAREA AREA(ACRES) = 3.60 SUBAREA RUNOFF(CFS) SUMMED AREA(ACRES) = 10.90 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 16.06 FLOW VELOCITY(FEET/SEC.) = 4.45 DEPTH*VELOCITY = 1.84 6.26 20.77 **************************************************************************** FLOW PROCESS FROM NODE 10.10 TO NODE 1 11.00 IS CODE = ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREJ\M FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.65 RAINFALL INTENSITY (INCH/HR) = 2.09 FO ~ . . . TOTAL STREAM AREA(ACRES} = 10.90 PEAK FLOW RATE(CFS} AT CONFLUENCE = 20.77 **************************************************************************** FLOW PROCESS FROM NODE . 11 TO NODE 11. 00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE}]**.2 INITIAL SUBAREA FLOW-LENGTH = 550.00 UPSTREAM ELEVATION = 1186.00 DOWNSTREAM ELEVATION = 1177.00 ELEVATION DIFFERENCE = 9.00 TC = .359*[( 550.00**3)/( 9.00)]**.2 = 10.202 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.357 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8362 SUBAREA RUNOFF(CFS} = 5.72 TOTAL AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS} = AREA "A.f2" 5.72 **************************************************************************** FLOW PROCESS FROM NODE . 11 TO NODE 11. 00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.} = 10.20 RAINFALL INTENSITY (INCH/HR) = 2.36 TOTAL STREAM AREA(ACRES} = 2.90 PEAK FLOW RATE (CFS) AT CONFLUENCE = 5.72 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 22.47 10.20 2.357 2 25.85 12.65 2.094 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 25.85 13.80 AS FOLLOWS: Tc (MIN.) = 12.65 C.S.'s "A-S" & "A-6" **************************************************************************** FLOW PROCESS FROM NODE 11. 00 TO NODE 1 11.00 IS CODE = ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 12.65 RAINFALL INTENSITY(INCH/HR) 2.09 TOTAL STREAM AREA(ACRES} = 13.80 gl '01 . . e PEAK FLOW RATE (CFS) AT CONFLUENCE 25.85 FLOW PROCESS FROM NODE .90 TO NODE 11.00 IS CODE = **************************************************************************** 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "A-11" ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 550.00 UPSTREAM ELEVATION = 1203.00 DOWNSTREAM ELEVATION = 1177.00 ELEVATION DIFFERENCE = 26.00 TC = .709*[( 550.00**3)/( 26.001J**.2 16.297 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.822 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6773 SUBAREA RUNOFF(CFS) = 2.34 TOTAL AREA(ACRES) = 1.90 TOTAL RUNOFF(CFS) 2.34 INLET "A.11" FLOW PROCESS FROM NODE .90 TO NODE 11. 00 IS CODE = **************************************************************************** 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.30 RAINFALL INTENSITY (INCH/HR) = 1.82 TOTAL STREAM AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.34 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 27.67 12.65 2.094 2 24.82 16.30 1.822 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 27.67 15.70 AS FOLLOWS: Tc (MIN.) = 12.65 FLOW PROCESS FROM NODE 11. 00 TO NODE 9.00 IS CODE = **************************************************************************** 3 >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 21.0 INCH PIPE IS 17.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.2 UPSTREAM NODE ELEVATION = 1168.00 DOWNSTREAM NODE ELEVATION = 1158.00 FLOWLENGTH(FEET) = 250.00 MANNING'S N = .014 f?- ~ . . . ESTIMATED PIPE DIAMETER (INCH) PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME (MIN.) = .31 1 = 21. 00 27.67 TC (MIN.) = NUMBER OF PIPES = 12.96 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 9.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** PEAK STREAM NUMBER 1 2 TABLE ** TIME (MIN.) 12.96 19.52 INTENSITY (INCH/HOUR) 2.066 1. 650 FLOW RATE RUNOFF (CFS) 127.59 172.51 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = AS FOLLOWS: Tc (MIN.) = 19.52 ESTIMATES ARE = 172.51 108.30 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 1 9.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.52 RAINFALL INTENSITY (INCH/HR) = 1.65 TOTAL STREAM AREA(ACRES) = 108.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 172.51 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 2 7.10 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 400.00 UPSTREAM ELEVATION = 1180.00 DOWNSTREAM ELEVATION = 1173.00 ELEVATION DIFFERENCE = 7.00 TC = .709*[( 400.00**3)/( 7.00)J**.2 = 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6706 SUBAREA RUNOFF(CFS) = 1.17 TOTAL AREA(ACRES) = 1.00 AREA "A-8.1" 17 . 503 1. 751 TOTAL RUNOFF(CFS) = 1.17 **************************************************************************** FLOW PROCESS FROM NODE 7.10 TO NODE 13.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTlME THRU SUBAREA<<<<< ============================================================================ 9E ?Jo... . . . UPSTREAM NODE ELEVATION = 1173.00 DOWNSTREAM NODE ELEVATION = 1164.00 CHANNEL LENGTH THRU SUBAREA (FEET) = 550.00 CHANNEL SLOPE = .0164 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA (CFS) = 1.17 FLOW VELOCITY (FEET/SEC) = 1.28 FLOW DEPTH(FEET) .09 TRAVEL TIME (MIN.) = 7.17 TC(MIN.) = 24.67 **************************************************************************** FLOW PROCESS FROM NODE 7.10 TO NODE 13.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< AREA "A-B.Z" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.450 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6369 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 1.11 TOTAL AREA(ACRES) = 2.20 TOTAL RUNOFF(CFS) = 2.28 TC (MIN) = 24.67 INLET "A-4.1" **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 9.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 24.67 RAINFALL INTENSITY(INCH/HR) = 1.45 TOTAL STREAM AREA (ACRES) = 2.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.28 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 TABLE ** TIME (MIN. ) 19.52 24.67 FLOW RATE RUNOFF (CFS) 174.32 153.91 INTENSITY (INCH/HOUR) 1. 650 1. 450 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = AS FOLLOWS: Tc (MIN.) = 19.52 ESTIMATES ARE = 174.32 110.50 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 3 13.10 IS CODE = ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.5 UPSTREAM NODE ELEVATION = 1157.00 DOWNSTREAM NODE ELEVATION = 1150.00 11' ~o . FLOWLENGTH(FEET); 340.00 ESTIMATED PIPE DIAMETER (INCH) PIPEFLOW THRU SUBAREA (CFS) ; TRAVEL TIME (MIN.) ; .34 MANNING'S N ; 48.00 174.32 TC (MIN. ) .014 NUMBER OF PIPES ; 1 19.86 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 13.10 IS CODE; 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS; 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 19.86 RAINFALL INTENSITY(INCH/HR); 1.63 TOTAL STREAM AREA(ACRES); 110.50 PEAK FLOW RATE (CFS) AT CONFLUENCE; 174.32 **************************************************************************** FLOW PROCESS FROM NODE 13.30 TO NODE 13.10 IS CODE; 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC ; K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH; 600.00 UPSTREAM ELEVATION; 1178.00 DOWNSTREAM ELEVATION; 1159.00 ELEVATION DIFFERENCE; 19.00 TC; .709*[( 600.00**3)/( 19.00)J**.2; 18.282 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 1.710 SOIL CLASSIFICATION IS "c" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT; .6665 SUBAREA RUNOFF(CFS) ; 3.08 TOTAL AREA (ACRES) ; 2.70 TOTAL RUNOFF(CFS) ; AREA "A.13" 3.08 INLET "A-6.1" **************************************************************************** FLOW PROCESS FROM NODE 13.30 TO NODE 13.10 IS CODE; 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS; 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.); 18.28 RAINFALL INTENSITY(INCH/HR); 1.71 TOTAL STREAM AREA(ACRES); 2.70 PEAK FLOW RATE(CFS) AT CONFLUENCE; 3.08 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) 1 163.55 18.28 1.710 2 177.26 19.86 1.634 ~5 <\\ . . . COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 177.26 113.20 AS FOLLOWS: Tc(MIN.) = 19.86 ***************************************************************************. FLOW PROCESS FROM NODE 13.10 TO NODE 12.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 51.0 INCH PIPE IS 37.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.0 UPSTREAM NODE ELEVATION = 1150.00 DOWNSTREAM NODE ELEVATION = 1140.80 FLOWLENGTH(FEET) = 500.00 MANNING'S N = .014 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 177.26 TRAVEL TIME (MIN.) = .52 TC(MIN.) = 20.38 **************************************************************************** FLOW PROCESS FROM NODE 13.10 TO NODE 12.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.38 RAINFALL INTENSITY(INCH/HR) = 1.61 TOTAL STREAM AREA(ACRES) = 113.20 PEAK FLOW RATE (CFS) AT CONFLUENCE ~ 177.26 **************************************************************************** FLOW PROCESS FROM NODE 13.20 TO NODE 12.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 1160.00 DOWNSTREAM ELEVATION = 1149.40 ELEVATION DIFFERENCE = 10.60 TC = .709*[( 500.00**3)/( 10.60)]**.2 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6658 SUBAREA RUNOFF(CFS) = 5.44 TOTAL AREA(ACRES) = 4.80 AREA "A-14" 18.417 1.703 TOTAL RUNOFF(CFS) 5.44 INLET "A-T" **************************************************************************** FLOW PROCESS FROM NODE 13.20 TO NODE 1 12.00 IS CODE = ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 g(, C\'L- . . . CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.42 RAINFALL INTENSITY(INCH/HR) = 1.70 TOTAL STREAM AREA(ACRES) = 4.80 PEAK FLOW RATE (CFS) AT CONFLUENCE = 5.44 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) 1 165.63 18.42 1. 703 2 182.40 20.38 1.611 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 182.40 118.00 AS FOLLOWS: Tc (MIN.) = 20.38 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 3 12.10 IS CODE = >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 23.4 UPSTREAM NODE ELEVATION = 1140.80 DOWNSTREAM NODE ELEVATION = 1140.40 FLOWLENGTH(FEET) = 8.00 MANNING'S N = .014 ESTIMATED PIPE DIAMETER(INCH) 42.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA (CFS) 182.40 TRAVEL TIME(MIN.) = .00 TC(MIN.) = 20.38 1 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 1 12.10 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.38 RAINFALL INTENSITY(INCH/HR) = 1.61 TOTAL STREAM AREA(ACRES) = 118.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 182.40 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 2 15.00 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS MOBILE HOME PARK TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 350.00 UPSTREAM ELEVATION = 1195.80 DOWNSTREAM ELEVATION 1188.00 ELEVATION DIFFERENCE = 7.80 AREA "A-15" 81 o..~ . . . TC = .336*[( 350.00**3)/( 7.80)]**.2 = 7.486 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.796 SOIL CLASSIFICATION IS "c" MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .8603 SUBAREA RUNOFF(CFS) = 5.53 TOTAL AREA(ACRES) = 2.30 TOTAL RUNOFF(CFS) = 5.53 ***************************************************.************************ FLOW PROCESS FROM NODE 15.00 TO NODE 15.10 IS CODE = 3 >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.1 UPSTREAM NODE ELEVATION = 1188.00 DOWNSTREAM NODE ELEVATION = 1182.00 FLOWLENGTH(FEET) = 350.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 5.53 TRAVEL TIME (MIN.) = .82 TC(MIN.) 8.31 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.10 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< AREA "A-15.1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.639 SOIL CLASSIFICATION IS "e" MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .8584 SUBAREA AREA(ACRES) 4.20 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 6.50 TOTAL RUNOFF(CFS) = TC(MIN) = 8.31 9.52 15.05 **************************************************************************** FLOW PROCESS FROM NODE 15.10 TO NODE 16.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.0 UPSTREAM NODE ELEVATION = 1182.00 DOWNSTREAM NODE ELEVATION = 1173.00 FLOWLENGTH(FEET) = 400.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER (INCH) = 21.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) = 15.05 TRAVEL TIME (MIN.) = .66 TC(MIN.) = 8.97 **************************************************************************** FLOW PROCESS FROM NODE 15.10 TO NODE 8 16.00 IS CODE = ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< AREA "A.16" ============================================================================ 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "c" 2.530 oe qp.. . . . MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .8569 SUBAREA AREA(ACRES) = 4.90 SUBAREA RUNOFF(CFS) = 10.62 TOTAL AREA(ACRES) = 11.40 TOTAL RUNOFF(CFS) = 25.67 TC(MIN) = 8.97 INLET "A-S" *****************.********************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 3 12.10 IS CODE = >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 24.7 UPSTREAM NODE ELEVATION = 1168.00 DOWNSTREAM NODE ELEVATION = 1142.00 FLOWLENGTH(FEET) = 150.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) 18.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) = 25.67 TRAVEL TIME (MIN.) = .10 TC(MIN.) 9.07 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 12.10 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.l 9.07 RAINFALL INTENSITY(INCH/HR) = 2.51 TOTAL STREAM AREA(ACRES) = 11.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.67 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) 1 106.87 9.07 2.515 2 198.85 20.38 1. 610 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 198.85 129.40 AS FOLLOWS: Tc (MIN.) = 20.38 **************************************************************************** FLOW PROCESS FROM NODE 12.10 TO NODE 3 17.00 IS CODE = >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 51.0 INCH PIPE IS 40.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.4 UPSTREAM NODE ELEVATION = 1140.40 DOWNSTREAM NODE ELEVATION = 1139.70 FLOWLENGTH(FEET) = 37.00 MANNING'S N = .014 ESTIMATED PIPE DIAMETER (INCH) = 51.00 NUMBER OF PIPES 1 ~~ ~ . . . PIPEFLOW THRU SUBAREA (CFS) = TRAVEL TIME (MIN.) = .04 198.85 TC (MIN.) = 20.42 **************************************************************************** FLOW PROCESS FROM NODE 12.10 TO NODE 17.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 620.00 UPSTREAM ELEVATION = 1206.00 DOWNSTREAM ELEVATION = 1186.00 ELEVATION DIFFERENCE = 20.00 TC = .303*[( 620.00**3)/( 20.00)J**.2 = 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8837 SUBAREA RUNOFF(CFS) 2.16 TOTAL AREA (ACRES) = .90 AREA "A-23" 7.885 2.717 TOTAL RUNOFF(CFS) 2.16 **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 6 17.00 IS CODE = >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-24" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1186.00 1100.00 = 22.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1149.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSS FALL (DECIMAL) = .020 20.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 3.27 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .30 HALFSTREET FLOODWIDTH(FEET) = 8.87 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.62 PRODUCT OF DEPTH&VELOCITY = 1.10 STREETFLOW TRAVELTIME(MIN) = 5.06 TC(MIN) 12.95 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.067 SOIL CLASSIFICATION IS "c" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8798 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) 2.18 SUMMED AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 4.34 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 9.51 10 C\~ . . e FLOW VELOCITY(FEET/SEC.) = 4.25 DEPTH*VELOCITY = 1.34 **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 17.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.95 RAINFALL INTENSITY(INCH/HR) = 2.07 TOTAL STREAM AREA(ACRES) = 2.10 PEAK FLOW RATE (CFS) AT CONFLUENCE = 4.34 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 20.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 900.00 UPSTREAM ELEVATION = 1206.00 DOWNSTREAM ELEVATION = 1170.00 ELEVATION DIFFERENCE = 36.00 TC = .303*[( 900.00**3)/( 36.00)]**.2 = 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8829 SUBAREA RUNOFF(CFS) = 1.81 TOTAL AREA(ACRES) = .80 AREA "A-2S" 8.767 2.563 TOTAL RUNOFF(CFS) = 1. 81 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 6 17.00 IS CODE = >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A.26" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1170.00 600.00 = 22.00 1149.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 2.39 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .28 HALFSTREET FLOODWIDTH(FEET) = 7.59 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.45 PRODUCT OF DEPTH&VELOCITY = .96 STREET FLOW TRAVELTIME (MIN) = 2.90 TC(MIN) 11.67 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.190 SOIL CLASSIFICATION IS "C" 1/ 1\1 e COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8807 SUBAREA AREA (ACRES) = .60 SUBAREA RUNOFF (CFS) SUMMED AREA(ACRES) = 1.40 TOTAL RUNOFF (CFS) END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .29 HALFSTREET FLOODWIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 3.73 DEPTH*VELOCITY = 1.16 2.97 8.23 1. 09 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 17 . 00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.67 RAINFALL INTENSITY(INCH/HR) = 2.19 TOTAL STREAM AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.97 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 6.88 11. 67 2.190 2 7.15 12.95 2.067 . COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) 7.15 Tc (MIN.) = 12.95 TOTAL AREA(ACRES) = 3.50 C.B. "A-9" **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 133.22 204.41 TABLE ** TIME (MIN.) 12.95 20.42 INTENSITY (INCH/HOUR) 2.067 1.609 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 204.41 132.90 AS FOLLOWS: Tc (MIN.) = 20.42 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 21. 00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ e DEPTH OF FLOW IN 51.0 INCH PIPE IS 37.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 18.3 UPSTREAM NODE ELEVATION = 1139.70 1;- o..~ e e e DOWNSTREAM NODE ELEVATION = FLOWLENGTH(FEET) = 50.00 ESTIMATED PIPE DIAMETER (INCH) PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME (MIN.) = .05 1138.50 MANNING'S N = 51. 00 204.41 TC (MIN.) = 20.47 = .014 NUMBER OF PIPES = 1 FLOW PROCESS FROM NODE 17.00 TO NODE 21. 00 IS CODE = **************************************************************************** 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.47 RAINFALL INTENSITY(INCH/HR) = 1.61 TOTAL STREAM AREA(ACRES) = 132.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 204.41 FLOW PROCESS FROM NODE .02 TO NODE 551.00 IS CODE = **************************************************************************** 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "EE-1.5" ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 340.00 UPSTREAM ELEVATION = 1216.50 DOWNSTREAM ELEVATION = 1207.00 ELEVATION DIFFERENCE = 9.50 TC = .303*[( 340.00**3)/( 9.50)]**.2 = 6.382 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.052 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8852 SUBAREA RUNOFF(CFS) = 1.62 TOTAL AREA(ACRES) = .60 TOTAL RUNOFF (CFS) 1. 62 FLOW PROCESS FROM NODE 551.00 TO NODE 551.50 IS CODE = **************************************************************************** 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1207.00 670.00 = 22.00 1181. 00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "EE-1.6" DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = 20.00 INTERIOR STREET CROSS FALL (DECIMAL) .020 OUTSIDE STREET CROSSFALL(DECIMAL) .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .28 HALFSTREET FLOODWIDTH(FEET) = 7.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.60 PRODUCT OF DEPTH&VELOCITY = 1.00 2.50 q3 ~ :e e e STREETFLOW TRAVELTIME(MIN) = 3.10 9.48 TC(MIN) = 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.455 SOIL CLASSIFICATION IS "Cn COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8823 SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF(CFS) 1.73 SUMMED AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 3.35 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .29 HALFSTREET FLOODWIDTH(FEET) = 8.23 FLOW VELOCITY(FEET/SEC.) = 4.22 DEPTH*VELOCITY = 1.23 **************************************************************************** FLOW PROCESS FROM NODE 551. 50 TO NODE 6 552.40 IS CODE = >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "EE-1.7" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1181. 00 800.00 = 22.00 1150.50 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSS FALL (DECIMAL) = .020 OUTSIDE STREET CROSS FALL (DECIMAL) = .020 20.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 4.75 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .33 HALFSTREET FLOODWIDTH(FEET) = 10.15 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.14 PRODUCT OF DEPTH&VELOCITY = 1.36 STREET FLOW TRAVELTIME(MIN) = 3.22 TC(MIN) = 12.70 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.089 SOIL CLASSIFICATION IS "Cn COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8799 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 10.79 FLOW VELOCITY(FEET/SEC.) = 4.77 DEPTH*VELOCITY = 1.63 2.76 6.11 C.B. "A-14" **************************************************************************** FLOW PROCESS FROM NODE 552.40 TO NODE 1 21.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.70 RAINFALL INTENSITY (INCH/HR) = 2.09 TOTAL STREAM AREA(ACRES) = 2.90 PEAK FLOW RATE (CFS) AT CONFLUENCE = 6.11 **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 7 21. 00 IS CODE = ---------------------------------------------------------------------------- q~ ,cP e >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: FROM TR. 24186 UNE "B" TC(MIN) = 15.37 RAIN INTENSITY(INCH/HOUR) = 1.88 TOTAL AREA(ACRES) = 21.30 TOTAL RUNOFF (CFS) = 31.90 **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 21. 00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 15.37 RAINFALL INTENSITY(INCH/HR) = 1.88 TOTAL STREAM AREA(ACRES) = 21. 30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.90 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) 1 159.35 12.70 2.089 2 190.90 15.37 1. 881 3 236.35 20.47 1.607 . COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 236.35 Tc (MIN. ) = 20.47 TOTAL AREA (ACRES) = 157.10 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = TOTAL AREA(ACRES) = 236.35 157.10 Tc (MIN.) = 20.47 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS TO TRACT 24184 - UNE "B" e Q5' \0"- -- e e **************************************************************************** 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: KEITH INTERNATIONAL, INC. - INLAND EMPIRE 22690 CACTUS AVENUE, SUITE 300 MORENO VALLEY, CA 92507 (909) 653-0234 FAX (909) 653-5308 ************************** DESCRIPTION OF STUDY * TRACT 24186 - STORM DRAIN - LINE "B" * 10 YEAR HYDROLOGY ************************** * * * * ************************************************************************** FILE NAME: 24186B10.DAT TIME/DATE OF STUDY: 18:21 3/26/1996 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 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 1-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 .90 SLOPE .8888 **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 2 23.00 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 1204.00 DOWNSTREAM ELEVATION = 1186.50 ELEVATION DIFFERENCE = 17.50 TC = .359*[( 600.00**3)/( 17.50)]**.2 9.411 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.465 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8384 SUBAREA RUNOFF(CFS) = 5.79 TOTAL AREA(ACRES) = 2.80 TOTAL RUNOFF (CFS) = AREA "8-17.1" 5.79 ~(p \f)'V e e e **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 6 24.00 IS CODE = >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "8-17" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1186.50 650.00 = 20.00 1180.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 8.99 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 13.81 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.52 PRODUCT OF DEPTH&VELOCITY = .98 STREETFLOW TRAVELTIME(MIN) = 4.30 TC(MIN) = 13.71 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.003 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8275 SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 6.47 SUMMED AREA(ACRES) = 6.70 TOTAL RUNOFF(CFS) = 12.25 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 16.06 FLOW VELOCITY(FEET/SEC.) = 2.60 DEPTH*VELOCITY = 1.11 **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 1 24.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.71 RAINFALL INTENSITY (INCH/HR) = 2.00 TOTAL STREAM AREA(ACRES) = 6.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.25 **************************************************************************** FLOW PROCESS FROM NODE 24.50 TO NODE 2 24.60 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 280.00 UPSTREAM ELEVATION = 1203.50 DOWNSTREAM ELEVATION = 1197.70 ELEVATION DIFFERENCE = 5.80 TC = .709*[( 280.00**3)/( 5.80)]**.2 = 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = AREA "8-19" COVER 14.672 1. 930 tJl \()? e e e SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6868 SUBAREA RUNOFF(CFS) = 1.72 TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 1.72 **************************************************************************** FLOW PROCESS FROM NODE 24.60 TO NODE 24.70 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "8-19.1" ============================================================================ UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1197.70 400.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1194.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 3.55 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .31 HALFSTREET FLOODWIDTH(FEET) = 9.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.97 PRODUCT OF DEPTH&VELOCITY = .62 STREETFLOW TRAVELTIME(MIN) = 3.38 TC(MIN) = 18.05 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.722 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8187 SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 3.90 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.56 FLOW VELOCITY(FEET/SEC.) = 2.07 DEPTH*VELOCITY = .73 3.67 5.39 **************************************************************************** FLOW PROCESS FROM NODE 24.70 TO NODE 24.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "8-20" ============================================================================ UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1194.00 450.00 = 20.00 1180.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSSFALL(DECIMAL) .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 7.18 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .31 HALFSTREET FLOODWIDTH(FEET) = 9.31 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.99 PRODUCT OF DEPTH&VELOCITY = 1.25 STREETFLOW TRAVELTIME (MIN) = 1.88 TC(MIN) = 19.93 qg \ tJA.. e e e 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.631 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8154 SUBAREA AREA (ACRES) = 2.70 SUBAREA RUNOFF (CFS) = SUMMED AREA(ACRES) = 6.60 TOTAL RUNOFF (CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .33 HALFSTREET FLOODWIDTH(FEET) 10.44 FLOW VELOCITY(FEET/SEC.) = 4.13 DEPTH*VELOCITY = 1.37 3.59 8.98 **************************************************************************** FLOW PROCESS FROM NODE 24.70 TO NODE 24.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 19.93 RAINFALL INTENSITY (INCH/HR) = 1.63 TOTAL STREAM AREA(ACRES) = 6.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.98 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 18.43 13.71 2.003 2 18.95 19.93 1. 631 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 18.43 13.30 AS FOLLOWS: Tc (MIN.) = 13.71 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 24.80 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "8-20.1" ============================================================================ UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1180.00 200.00 = 20.00 1173.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 18.91 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 14.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.59 PRODUCT OF DEPTH&VELOCITY = 1.87 STREETFLOW TRAVELTIME (MIN) = .73 TC(MIN) = 14.44 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.947 11 \G~ e e e SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8259 SUBAREA AREA (ACRES) = . 60 SUBAREA RUNOFF (CFS) = SUMMED AREA(ACRES) = 13.90 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 14.94 FLOW VELOCITY(FEET/SEC.) = 4.71 DEPTH*VELOCITY = 1.92 C.So's "8-1" & "8-2" .96 19.39 **************************************************************************** FLOW PROCESS FROM NODE 24.80 TO NODE 27.10 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.2 UPSTREAM NODE ELEVATION = 1168.00 DOWNSTREAM NODE ELEVATION = 1160.50 FLOWLENGTH(FEET) = 150.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) 18.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) 19.39 TRAVEL TIME(MIN.) = .18 TC(MIN.) = 14.61 **************************************************************************** FLOW PROCESS FROM NODE 24.80 TO NODE 27.10 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.61 RAINFALL INTENSITY(INCH/HR) = 1.93 TOTAL STREAM AREA(ACRES) = 13.90 PEAK FLOW RATE (CFS) AT CONFLUENCE = 19.39 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 2 25.10 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 450.00 UPSTREAM ELEVATION = 1207.00 DOWNSTREAM ELEVATION = 1201.00 ELEVATION DIFFERENCE = 6.00 TC = .359*[( 450.00**3)/( 6.00)]**.2 = 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) = 4.24 TOTAL AREA(ACRES) = 2.10 AREA "8-21.1" 9.809 2.409 .8373 TOTAL RUNOFF(CFS) = 4.24 **************************************************************************** FLOW PROCESS FROM NODE 25.10 TO NODE 27.15 IS CODE = 6 ---------------------------------------------------------------------------- /00 \tJC9 e e e >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "8-22" ============================================================================ UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1201. 00 750.00 = 20.00 1167.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 8.28 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .31 HALFSTREET FLOODWIDTH(FEET) = 9.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.61 PRODUCT OF DEPTH&VELOCITY = 1.44 STREET FLOW TRAVELTIME (MIN) = 2.71 TC(MIN) = 12.52 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.106 SOIL CLASSIFICATION IS "COO CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8302 SUBAREA AREA(ACRES) = 4.70 SUBAREA RUNOFF(CFS) = 8.22 SUMMED AREA(ACRES) = 6.80 TOTAL RUNOFF(CFS) 12.45 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.56 FLOW VELOCITY (FEET/SEC.) = 4.79 DEPTH*VELOCITY = 1.68 C.B. "8-3" FLOWS INTERCEPTED = 11.0 CFS (AREA = 6.0 ACRES) FLOWS FLOWBY = 1.5 CFS TO NODE 27.2 (AREA = 0.8 ACRES) **************************************************************************** FLOW PROCESS FROM NODE 27.15 TO NODE 27.10 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.52 RAIN INTENSITY (INCH/HOUR) = 2.11 TOTAL AREA(ACRES) = 6.00 TOTAL RUNOFF(CFS) = 11.00 TOTAL FLOWS INTERCEPTED BY C.B. "8-3" **************************************************************************** FLOW PROCESS FROM NODE 27.15 TO NODE 27.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.52 RAINFALL INTENSITY(INCH/HR) = 2.11 TOTAL STREAM AREA(ACRES) = 6.00 PEAK FLOW RATE (CFS) AT CONFLUENCE = 11.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY lOt \0"\ e . e NUMBER 1 2 (CFS) 27.62 29.50 (MIN.) 12.52 14.61 (INCH/HOUR) 2.106 1.934 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 29.50 19.90 14.61 AS FOLLOWS: Tc (MIN.) = **************************************************************************** FLOW PROCESS FROM NODE 27.10 TO NODE 27.00 IS CODE = 3 >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17.0 UPSTREAM NODE ELEVATION = 1160.50 DOWNSTREAM NODE ELEVATION = 1156.30 FLOWLENGTH(FEET) = 70.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) 29.50 TRAVEL TIME(MIN.) = .07 TC(MIN.) = 14.68 **************************************************************************** FLOW PROCESS FROM NODE 27.10 TO NODE 27.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.68 RAINFALL INTENSITY(INCH/HR) = 1.93 TOTAL STREAM AREA(ACRES) = 19.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 29.50 **************************************************************************** FLOW PROCESS FROM NODE 27.20 TO NODE 27.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.52 RAIN INTENSITY (INCH/HOUR) = 2.11 TOTAL AREA(ACRES) = .80 TOTAL RUNOFF(CFS) = 1.50 TOTAL FLOWS INTERCEPTED BY C.B. "8-5" **************************************************************************** FLOW PROCESS FROM NODE 27.10 TO NODE 6 27.20 IS CODE = >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1167.00 50.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1165.00 DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) = .040 OUTSIDE STREET CROSSFALL(DECIMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 /vl- \O~ e e e **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.50 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .25 HALFSTREET FLOODWIDTH(FEET) = 3.55 AVERAGE FLOW VELOCITY(FEET/SEC.) 4.08 PRODUCT OF DEPTH&VELOCITY = 1.02 STREET FLOW TRAVELTIME (MIN) = .20 TC(MIN) = 12.72 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.087 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8298 SUBAREA AREA(ACRES) = .00 SUBAREA RUNOFF(CFS) = .00 SUMMED AREA(ACRES) = .80 TOTAL RUNOFF (CFS) = 1.50 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .25 HALFSTREET FLOODWIDTH(FEET) 3.55 FLOW VELOCITY(FEET/SEC.) = 4.08 DEPTH*VELOCITY = 1.02 **************************************************************************** FLOW PROCESS FROM NODE 27.20 TO NODE 27.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.72 RAINFALL INTENSITY(INCH/HR) = 2.09 TOTAL STREAM AREA(ACRES) = .80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.50 **************************************************************************** FLOW PROCESS FROM NODE 26.10 TO NODE 26.20 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 300.00 UPSTREAM ELEVATION = 1176.00 DOWNSTREAM ELEVATION = 1164.00 ELEVATION DIFFERENCE = 12.00 TC = .359*[( 300.00**3)/( 12.00)J**.2 = 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) 1.51 TOTAL AREA(ACRES) = .60 AREA "8-22.5" 6.695 2.973 .8472 TOTAL RUNOFF(CFS) = 1.51 C& "&-4" **************************************************************************** FLOW PROCESS FROM NODE 26.20 TO NODE 27.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) 6.70 RAINFALL INTENSITY(INCH/HR) = 2.97 103 \d\ e e e TOTAL STREAM AREA(ACRES) = .60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.51 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 15.75 6.70 2.973 2 28.12 12.72 2.087 3 31. 86 14.68 1. 929 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE 31. 86 21.30 14.68 AS FOLLOWS: Tc (MIN.) = .*************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 21. 00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.6 UPSTREAM NODE ELEVATION = 1156.30 DOWNSTREAM NODE ELEVATION = 1138.50 FLOWLENGTH(FEET) = 560.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA (CFS) = 31.86 TRAVEL TIME (MIN.) = .68 TC(MIN.) = 15.37 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE (CFS) = TOTAL AREA (ACRES) = Tc (MIN.) = 15.37 31. 86 21. 30 ============================================================================ END OF RATIONAL METHOD ANALYSIS TO TRACT 24186 - UNE "A" ,of \\0 e . e **************************************************************************** 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: KEITH INTERNATIONAL, INC. - INLAND EMPIRE 22690 CACTUS AVENUE, SUITE 300 MORENO VALLEY, CA 92507 (909) 653-0234 FAX (909) 653-5308 ************************** DESCRIPTION OF STUDY ************************** * PALOMA DEL SOL * * TRACT 24186 - STORM DRAIN - LINE "C" * * 10 YEAR HYDROLOGY * ************************************************************************** FILE NAME: 24186C10.DAT TIME/DATE OF STUDY: 17:38 5/21/1996 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 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 1-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 **************************************************************************** FLOW PROCESS FROM NODE 24.50 TO NODE 40.20 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "C-1.0" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 400.00 UPSTREAM ELEVATION = 1203.00 DOWNSTREAM ELEVATION = 1196.70 ELEVATION DIFFERENCE = 6.30 TC = .359*[( 400.00**3)/( 6.30)]**.2 = 9.051 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.518 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8395 SUBAREA RUNOFF(CFS) = 1.48 TOTAL AREA(ACRES) = .70 TOTAL RUNOFF(CFS) = 1. 48 \'\\ 105 e e e **************************************************************************** FLOW PROCESS FROM NODE 24.50 TO NODE 40.20 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.05 RAINFALL INTENSITY(INCH/HR) = 2.52 TOTAL STREAM AREA(ACRES) = .70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.48 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.20 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "C-1.2" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1206.00 DOWNSTREAM ELEVATION = 1196.70 ELEVATION DIFFERENCE = 9.30 TC = .359*[( 700.00**3)/( 9.30)]**.2 = 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) = 6.36 TOTAL AREA (ACRES) = 3.50 11.714 2.185 .8322 6.36 TOTAL RUNOFF(CFS) = **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.20 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.71 RAINFALL INTENSITY (INCH/HR) = 2.18 TOTAL STREAM AREA(ACRES) ~ 3.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.36 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TASLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 6.40 9.05 2.518 2 7.65 11. 71 2.185 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 7.65 4.20 AS FOLLOWS: Tc (MIN.) = 11. 71 (DC, ,\1/ e e e **************************************************************************** FLOW PROCESS FROM NODE 40.20 TO NODE 41. 00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "C-1.6" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1196.70 280.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1185.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSSFALL(DECIMAL) .017 OUTSIDE STREET CROSSFALL(DECIMAL) .064 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 7.91 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.69 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.17 PRODUCT OF DEPTH&VELOCITY = 1.91 STREETFLOW TRAVELTIME (MIN) = .90 TC(MIN) 12.62 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.097 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8300 SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) = .52 SUMMED AREA(ACRES) = 4.50 TOTAL RUNOFF(CFSl 8.17 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.69 FLOW VELOCITY(FEET/SEC.) = 5.34 DEPTH*VELOCITY = 1.97 **************************************************************************** FLOW PROCESS FROM NODE 40.20 TO NODE 41. 00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 12.62 RAINFALL INTENSITY (INCH/HR) = 2.10 TOTAL STREAM AREA(ACRES) = 4.50 PEAK FLOW RATE (CFS) AT CONFLUENCE = 8.17 **************************************************************************** FLOW PROCESS FROM NODE 41.10 TO NODE 41.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "C-1.5" ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 440.00 UPSTREAM ELEVATION = 1198.00 DOWNSTREAM ELEVATION = 1185.00 ELEVATION DIFFERENCE = 13.00 TC = .359*[( 440.00**3)/( 13.00)]**.2 = 8.291 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.643 SOIL CLASSIFICATION IS "C" /07 ,<':J e e e CONDOMINIUM DEVELOPMENT SUBAREA RUNOFF(CFS) = TOTAL AREA (ACRES) = RUNOFF COEFFICIENT = .8418 4.45 2.00 TOTAL RUNOFF(CFS) = 4.45 **************************************************************************** FLOW PROCESS FROM NODE 41.10 TO NODE 1 41.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.29 RAINFALL INTENSITY(INCH/HR) = 2.64 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE (CFS) AT CONFLUENCE = 4.45 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER. 1 2 FLOW RATE RUNOFF (CFS) 9.82 11. 70 TABLE ** TIME (MIN. ) 8.29 12.62 INTENSITY (INCH/HOUR) 2.643 2.097 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA (ACRES) = AS FOLLOWS: Tc (MIN.) = 12.62 ESTIMATES ARE 11. 70 6.50 **************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 6 36.00 IS CODE = >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "C-U" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1185.00 140.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1180.00 DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) .017 OUTSIDE STREET CROSS FALL (DECIMAL) .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 11.79 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 16.06 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.00 PRODUCT OF DEPTH&VELOCITY = 2.14 STREETFLOW TRAVELTIME(MIN) = .47 TC(MIN) = 13.08 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.056 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8289 SUBAREA AREA (ACRES) = .10 SUBAREA RUNOFF (CFS) SUMMED AREA(ACRES) = 6.60 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: .17 11. 87 log \\1\ e e e DEPTH (FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 16.06 FLOW VELOCITY(FEET/SEC.) = 5.04 DEPTH*VELOCITY = 2.15 C.B. "C-5" FLOW PROCESS FROM NODE 36.00 TO NODE 36.80 IS CODE = **************************************************************************** 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.08 RAINFALL INTENSITY (INCH/HR) = 2.06 TOTAL STREAM AREA(ACRES) = 6.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.87 FLOW PROCESS FROM NODE 40.10 TO NODE 40.30 IS CODE = **************************************************************************** 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "C-1.1" ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 450.00 UPSTREAM ELEVATION = 1206.00 DOWNSTREAM ELEVATION = 1196.70 ELEVATION DIFFERENCE = 9.30 TC = .359*[( 450.00**3)/( 9.30)]**.2 8.986 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.528 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8397 SUBAREA RUNOFF(CFS) 3.40 TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) = 3.40 FLOW PROCESS FROM NODE 40.30 TO NODE 36.10 IS CODE = **************************************************************************** 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1196.70 400.00 = 20.00 1180.00 ============================================================================ AREA "C-1.3" DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK 18.00 INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 4.66 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .33 HALFSTREET FLOODWIDTH(FEET) = 10.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.28 PRODUCT OF DEPTH&VELOCITY = 1.42 STREET FLOW TRAVELTIME(MIN) = 1.56 TC(MIN) = 10.54 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.315 lor " ~r.:J e e e SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8352 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) SUMMED AREA (ACRES) = 2.90 TOTAL RUNOFF(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .35 HALFSTREET FLOODWIDTH(FEET) 11.56 FLOW VELOCITY(FEET/SEC.) = 4.55 DEPTH*VELOCITY = 1.60 2.51 5.91 C.B. "C-4" **************************************************************************** FLOW PROCESS FROM NODE 36.10 TO NODE 36.80 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 10.54 RAINFALL INTENSITY(INCH/HR) = 2.32 TOTAL STREAM AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.91 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. * * PEAK FLOW RATE TASLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 15.48 10.54 2.315 2 17.12 13.08 2.056 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 17.12 9.50 13.08 AS FOLLOWS: Tc (MIN.) = **************************************************************************** FLOW PROCESS FROM NODE 36.80 TO NODE 37.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ;;;========================================================================= DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.5 UPSTREAM NODE ELEVATION = 1172.00 DOWNSTREAM NODE ELEVATION = 1156.60 FLOWLENGTH(FEET) = 480.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) 17.12 TRAVEL TIME(MIN.) = .70 TC(MIN.) 13.78 **************************************************************************** FLOW PROCESS FROM NODE 36.80 TO NODE 37.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 36.30 TO NODE 36.20 IS CODE = 2 I/O \\\0 e e e >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "C-3.4" ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 420.00 UPSTREAM ELEVATION = 1193.00 DOWNSTREAM ELEVATION = 1188.00 ELEVATION DIFFERENCE = 5.00 TC = .359*[( 420.00**3)/( 5.00)]**.2 = 9.761 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.416 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8374 SUBAREA RUNOFF(CFS) 2.43 TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 2.43 FLOW PROCESS FROM NODE 36.20 TO NODE 36.70 IS CODE = **************************************************************************** 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1188.00 450.00 = 20.00 1177.20 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "C-3" DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 3.88 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .33 HALFSTREET FLOODWIDTH(FEET) = 10.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.56 PRODUCT OF DEPTH&VELOCITY = 1.18 STREET FLOW TRAVELTIME (MIN) = 2.10 TC(MIN) 11.87 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.169 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8318 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF (CFS) = 2.89 SUMMED AREA(ACRES) = 2.80 TOTAL RUNOFF(CFS) 5.31 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .37 HALFSTREET FLOODWIDTH(FEET) 12.69 FLOW VELOCITY(FEET/SEC.) = 3.47 DEPTH*VELOCITY = 1.28 FLOW PROCESS FROM NODE 36.70 TO NODE 36.60 IS CODE = **************************************************************************** 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1177.20 250.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1167.00 ============================================================================ AREA "C.3.3" }1/ \\'\ e . e DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 5.49 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.56 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.23 PRODUCT OF DEPTH&VELOCITY = 1.48 STREET FLOW TRAVELTIME (MIN) = .99 TC(MIN) = 12.85 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.076 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8295 SUBAREA AREA(ACRES) = .20 SUBAREA RUNOFF (CFS) = .34 SUMMED AREA(ACRES) = 3.00 TOTAL RUNOFF(CFS) 5.66 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.56 FLOW VELOCITY(FEET/SEC.) = 4.36 DEPTH*VELOCITY = 1.53 FLOW PROCESS FROM NODE 36.70 TO NODE 36.60 IS CODE = **************************************************************************** 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 12.85 RAINFALL INTENSITY (INCH/HR) = 2.08 TOTAL STREAM AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.66 FLOW PROCESS FROM NODE 37.50 TO NODE 37.40 IS CODE = **************************************************************************** 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "C-4.1" ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 1191.00 DOWNSTREAM ELEVATION = 1178.00 ELEVATION DIFFERENCE = 13.00 TC = .359*[( 500.00**3)/( 13.00)]**.2 8.952 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.533 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8398 SUBAREA RUNOFF(CFS) = 5.74 TOTAL AREA (ACRES) = 2.70 TOTAL RUNOFF(CFS) = 5.74 FLOW PROCESS FROM NODE 37.40 TO NODE 36.60 IS CODE = **************************************************************************** 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< /Il-- AREA "C-4" \\\ e e e ============================================================================ UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1178.00 360.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1167.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 8.07 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .33 HALFSTREET FLOODWIDTH(FEET) = 10.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.71 PRODUCT OF DEPTH&VELOCITY = 1.23 STREET FLOW TRAVELTIME(MIN) = 1.62 TC(MIN) = 10.57 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.312 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8352 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) 4.63 SUMMED AREA(ACRES) = 5.10 TOTAL RUNOFF(CFS) 10.38 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.56 FLOW VELOCITY(FEET/SEC.) = 4.00 DEPTH*VELOCITY = 1.40 **************************************************************************** FLOW PROCESS FROM NODE 37.40 TO NODE 36.60 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.57 RAINFALL INTENSITY(INCH/HR) = 2.31 TOTAL STREAM AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.38 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 15.03 14.98 TABLE ** TIME (MIN. ) 10.57 12.85 INTENSITY (INCH/HOUR) 2.312 2.076 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 15.03 8.10 AS FOLLOWS: Tc(MIN.) = 10.57 **************************************************************************** FLOW PROCESS FROM NODE 36.60 TO NODE 37.20 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "C-304" ============================================================================ If 3 ~~ e e e UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1167.00 120.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1165.00 DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 15.13 ***STREETFLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = .49 FLOODWIDTH(FEET) = 20.00 FULL HALF-STREET VELOCITY(FEET/SEC.) = 3.98 SPLIT DEPTH (FEET) = .25 SPLIT FLOODWIDTH(FEET) = 5.94 SPLIT VELOCITY(FEET/SEC.) = 2.07 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) .49 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.98 PRODUCT OF DEPTH&VELOCITY = 1.97 STREET FLOW TRAVELTIME(MIN) = .50 TC(MIN) = 11.07 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.253 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8338 SUBAREA AREA(ACRES) = .10 SUBAREA RUNOFF(CFS) .19 SUMMED AREA(ACRES) = 8.20 TOTAL RUNOFF (CFS) 15.22 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .49 HALFSTREET FLOODWIDTH(FEET) 20.00 FLOW VELOCITY (FEET/SEC.) = 3.98 DEPTH*VELOCITY = 1.97 **************************************************************************** FLOW PROCESS FROM NODE 36.60 TO NODE 37.20 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 11.07 RAINFALL INTENSITY (INCH/HR) = 2.25 TOTAL STREAM AREA (ACRES) = 8 . 20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.22 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 46.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "C-5" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNI FORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 900.00 UPSTREAM ELEVATION = 1206.50 DOWNSTREAM ELEVATION = 1173.00 ELEVATION DIFFERENCE = 33.50 TC = .303*[( 900.00**3)/( 33.50)J**.2 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "C" 8.895 2.542 Iff \",p e . e COMMERCIAL DEVELOPMENT SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = RUNOFF COEFFICIENT = .8828 4.04 1.80 TOTAL RUNOFF(CFS) = 4.04 **************************************************************************** FLOW PROCESS FROM NODE 46.00 TO NODE 37.20 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "C-G" ============================================================================ UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1173.00 730.00 = 38.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1165.00 DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK 36.00 INTERIOR STREET CROSS FALL (DECIMAL) = .020 OUTSIDE STREET CROSS FALL (DECIMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5.56 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 13.53 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.80 PRODUCT OF DEPTH&VELOCITY = 1.17 STREET FLOW TRAVELTIME (MIN) = 4.34 TC(MIN) 13.24 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.042 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8796 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 3.50 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .44 HALFSTREET FLOODWIDTH(FEET) 14.66 FLOW VELOCITY(FEET/SEC.) = 3.08 DEPTH*VELOCITY = 1.36 3.05 7.09 **************************************************************************** FLOW PROCESS FROM NODE 46.00 TO NODE 37.20 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 13.24 RAINFALL INTENSITY (INCH/HR) = 2.04 TOTAL STREAM AREA(ACRES) = 3.50 PEAK FLOW RATE (CFS) AT CONFLUENCE = 7.09 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 21.15 20.89 TABLE ** TIME (MIN. ) 11. 07 13.24 INTENSITY (INCH/HOUR) 2.253 2.042 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 1/5 ,,"v '\ e . e PEAK FLOW RATE(CFS) = TOTAL AREA(ACRES) = 21. 15 11.70 Tc (MIN.) = 11. 07 C.B. "C-2" FLOW PROCESS FROM NODE 37.20 TO NODE 37.00 IS CODE = 10 **************************************************************************** ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 35.00 TO NODE 36.40 IS CODE = ********.******************************************************************* 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "C-3.3" ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 420.00 UPSTREAM ELEVATION = 1193.00 DOWNSTREAM ELEVATION = 1188.00 ELEVATION DIFFERENCE = 5.00 TC = .359*[( 420.00**3)/( 5.00)]**.2 9.761 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.416 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8374 SUBAREA RUNOFF(CFS) 2.02 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF (CFS) = 2.02 FLOW PROCESS FROM NODE 36.40 TO NODE 36.50 IS CODE = **************************************************************************** 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "C-3.1" UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1188.00 450.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1177.20 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 3.18 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .31 HALFSTREET FLOODWIDTH(FEET) = 9.31 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.53 PRODUCT OF DEPTH&VELOCITY = 1.10 STREETFLOW TRAVELTIME(MIN) = 2.12 TC(MIN) = 11.88 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.167 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8318 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) SUMMED AREA(ACRES) = 2.30 TOTAL RUNOFF (CFS) END OF SUBAREA STREETFLOW HYDRAULICS: 2.34 4.37 //10 "V> e e e DEPTH (FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.56 FLOW VELOCITY(FEET/SEC.) = 3.36 DEPTH*VELOCITY = 1.18 **************************************************************************** FLOW PROCESS FROM NODE 36.50 TO NODE 37.30 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "C-3.2" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1177.20 350.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1165.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSSFALL(DECIMAL) .017 OUTSIDE STREET CROSS FALL (DECIMAL) .064 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 5.21 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.56 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.01 PRODUCT OF DEPTH&VELOCITY = 1.41 STREET FLOW TRAVELTIME(MIN) = 1.45 TC(MIN) 13.34 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.034 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8283 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 1.68 SUMMED AREA(ACRES) = 3.30 TOTAL RUNOFF(CFS) = 6.05 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .35 HALFSTREET FLOODWIDTH(FEET) 11.56 FLOW VELOCITY (FEET/SEC.) = 4.66 DEPTH*VELOCITY = 1.63 **************************************************************************** FLOW PROCESS FROM NODE 36.50 TO NODE 37.30 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.34 RAINFALL INTENSITY (INCH/HR) = 2.03 TOTAL STREAM AREA(ACRES) = 3.30 PEAK FLOW RATE (CFS) AT CONFLUENCE = 6.05 **************************************************************************** FLOW PROCESS FROM NODE 37.30 TO NODE 2 37.30 IS CODE = ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "FF-6" ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1197.00 DOWNSTREAM ELEVATION = 1165.00 117 \025 e . e ELEVATION DIFFERENCE = 32.00 TC = .303*[( 1000.00**3)/( 32.00)]**.2 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8823 SUBAREA RUNOFF(CFS) = 4.31 TOTAL AREA(ACRES) = 2.00 9.562 2.443 4.31 TOTAL RUNOFF(CFS) **************************************************************************** FLOW PROCESS FROM NODE 37.30 TO NODE 37.30 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.56 RAINFALL INTENSITY (INCH/HR) = 2.44 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.31 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 8.65 9.56 2.443 2 9.64 13.34 2.034 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 9.64 5.30 AS FOLLOWS: Tc (MIN.) = 13.34 C.B. "C-3" **************************************************************************** FLOW PROCESS FROM NODE 37.20 TO NODE 37.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) ( INCH/HOUR) 1 29.16 11. 07 2.253 2 28.74 13.34 2.034 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA(ACRES) = ESTIMATES ARE 29.16 17.00 AS FOLLOWS: Tc (MIN.) = 11. 07 **************************************************************************** FLOW PROCESS FROM NODE 36.80 TO NODE 37.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY 11'6 'VA. -- e - NUMBER 1 2 (CFS) 42.92 42.97 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = (MIN. ) 11.07 13.78 (INCH/HOUR) 2.253 1. 998 13.78 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATES ARE = 42.97 26.50 AS FOLLOWS: Tc (MIN.) = END OF STUDY SUMMARY: PEAK FLOW RATE (CFS) = 42.97 Tc(MIN.) = TOTAL AREA(ACRES) = 26.50 13.78 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS 111 TO TRACT 24131 - UNE "B" \~ e e e **************************************************************************** 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: KEITH INTERNATIONAL, INC. - INLAND EMPIRE 22690 CACTUS AVENUE, SUITE 300 MORENO VALLEY, CA 92507 (909) 653-0234 FAX (909) 653-5308 ************************** DESCRIPTION OF STUDY * PALOMA DEL SOL * TRACT 24186 - STORM DRAIN - LINE "D" * 10 YEAR HYDROLOGY ************************** * * * ************************************************************************** FILE NAME: 24186D10.DAT TIME/DATE OF STUDY: 17:45 5/21/1996 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 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 1-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 .90 SLOPE .8888 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 31. 00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "0-1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 450.00 UPSTREAM ELEVATION = 1191.00 DOWNSTREAM ELEVATION = 1186.00 ELEVATION DIFFERENCE = 5.00 TC = .359*[( 450.00**3)/( 5.00)]**.2 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) 4.74 TOTAL AREA(ACRES) = 2.40 10.173 2.361 .8363 4.74 C.B. "0-1" TOTAL RUNOFF(CFS) = 17-0 \Zk - . e **************************************************************************** FLOW PROCESS FROM NODE 31. 00 TO NODE 32.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.9 UPSTREAM NODE ELEVATION = 1180.00 DOWNSTREAM NODE ELEVATION = 1170.40 FLOWLENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 4.74 TRAVEL TIME (MIN.) = .34 TC(MIN.) 10.51 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = TOTAL AREA (ACRES) = Tc (MIN.) = 10.51 4.74 2.40 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS TO TRACT 24187 - UNE "D" \2.1.. J2.. J e e -- - HYDROLOGY MAP \28 e e e CATCH BASIN DESIGN CALCULATIONS & GUTTER CAPACITY ANALYSIS \ 1-\ "; -_' -:!1< --:'" . ~h.,_' .'~ .r. _ e e e HYDRAUUC DESIGN, SUMP CATCH BASIN Project: i12ACT "2-41 B~ l"ALDMA:t>El... GO!- Catch Basin Number: '1\ -I' lo-year Discharge (from Rational Method) (cfs): 1.9 lOo-year Discharge (from Rational Method) (cfs): 11.4 Carryover from C.B. No. (cfs): <fi Total Design Discharge (cfs): 11. .4 \18,\.0" (! 7 rA. I & t 5t. oCt> 1/53.1? 0.93 Fr. lJse City of Los Angeles (Department of Public Works) Hydraclic Design Manual, Cbart LL-l5 Maximum Poncling Depth (ft): 4. Low pi. /....0. LoW pr. w = 7' Discharge Intercepted (cfs): ItA aHECtt:. WEt". E6lIJATI,I\J qCAp::: 3.087 W /)/.5 ~Af' :: 3.0B7(rXO.93/i"" :: /9.4 ;;>12.4- .: a,st.. !\lIfT!: : E.t'1E~,," ''1 O\lfl!l"l"ow WII..I. Cl?o':7" o~ 4:. ~NO t'Jt: , P\C~@ UP B'f c.~. 'A-1., 'A-IO' 0#1.. '1>,-3' . ellEe/( 5LJM" Fo(("'ut.A GCAp:: 3.0 A WO.I?; DD.II ( ~ ()O./} 0.6 -= 7.0 7' -O.~7J 1 (O.CJ3) ~ II.? )> Iz.4 :.0.1<. In.. \~() e HYDRAULIC DESIGN, ON-GRADE CATCH BAS]);" Project: T/2ACT 24/B~ PhLOf11A DeL "5Dt., I I tl: ( J Catch Basin Number: A- Z- q. A-IO IO-year Discharge (from Rational Method) (cfs): 18.blz '" q.3 (i IOO-year Discharge (from Rational Method) (cfs): 1.B.% ., 14..45 e Carryover from C.B. No. = (cfs): 0.00 Total Design Discharge (cis): /4.+5 . , I Flow Depth(ft): D'DD .. O. 4~ ,; !/'O ~ 0.43 Street Slope: /'fJO'D (~N r-4Aia= "Dg/lI~) Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chan LL-/4 W = 2/' C-AP,ocIT'(,.". /3,75j CA 'PAC-flY /0" /1. 7 Discharge Intercepted (cfs): Q,,,,,= 1"3.75 j 0..," 9.3 Carryover to Downstream Point (cfs): Q'0 " 0.7 j Q,o "0.0 R .. C C.r:!.. 'A-3' ~_ A' _A' Facility ecelvmg arryover: U T 't" &IOOC"f'::: ~,I1.. (2-\')0.87 (0.4,)'"5 ~ 1?7 5 c~ e G.1oc/'q':> "?I'2-("2..,t.9S(O.~3)"?= 1/.7 cf'7 123 \~\ e --------- ---------------------- ~ ~ v _ _ _ v _ _ __ 96-A~~-TZ 8E:6T :AOn1S dO 31~O/3~I1 ---------------------------------------------------------------------------- S3IN~d~OJ H113~ :JO~ paJedaJd ~lle~~ads3 TZLT3a # leLJas 88L5Z/9 :a,ea aseala~ ~L'Z 'Ja^ (sae) aJeM,~OS 6u~Jaau~6u3 pa~ue^p~ 88-Z861 ,~6~J~dOJ (J) 39~~J~d ~~~90~d I - SlN3~3l3 JIln~~aAH ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ~~OlS ~~3A DOT lOS l3a ~~Ol~d . 981vZ 1J~~1 . ~OT-~~ aN~ ~Z-~~ .g'J ~Od 'Jl~J H1d3a ~Old . . . . . . . .. ... .. ... . . . . .. . ... AGO 1S ~O NO I ld I ~JS 3 a .......................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . >>>>NOl1~~~OdNI 1ndNI l3ao~ ~Old133~lS<<<< . ...llnd 9NI~Old 133~lS... S3aIS H109 NO AlN3^3 133~lS llId 01 a3~nSS~ ~Old 005Z1'O = (133d)3~IH-~311n9 l~JI~13~~AS 1N~lSNOJ 5Z1EO'0 = (133d)dIl-~311n9 l~JI~13W~AS 1N~lSNOJ OO'Z = (133d)H1aI~-~311n9 l~JI~13~~AS 1N~lSNOJ 05'0 = (133d)H1913H g~nJ l~JI~13W~AS 1N~lSNOJ 000L10'O = (l~~IJ3a)ll~dSSO~J 133~lS l~JI~13~~AS 1N~lSNOJ OO'OZ = (133d)H1aI~-dl~H 133~lS l~JI~13~~AS 1N~lSNOJ 000510'0 = (9NINN~~)~01J~d NOl1JI~d MOld133~lS 39~~3^~ 06.8Z = (SdJ)MOld 133~lS 1N~lSNOJ 000010'0 = (133d/133d)3a~~9 133~lS 1N~lSNOJ ============================================================================ ZL'1 = A1IJOl3^~H1d3a dO 1JnaO~d 6v'E = ('J3S/133d)A1IJOl3^ MOld 39~~3^~ OO'OZ = (133d)H1aIMaOOld 133~lSdl~H 6v.0 = (133d)H1d3aMOld 133~lS ---------------------------------------------------------------------------- :SllnS3~ l3aO~ MOld133~lS ============================================================================ e /711 -z~\ e - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - HYDRAULIC ElE~ENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25788 Serlal # DE1721 Especially prepared for: KEITH CO~PANIES ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 19:39 21-MAY-96 ============================================================================ - -.. - - -.. -.. . - . . . .. ...... ~ DE SCR I PT I ON 0 F S T U DY - - - - -.. - - - - - - - - - - * *. * * . * . - * FLOW DEPTH CALC. FOR C.B. "A-2" AND "A-10" * * TRACT 24186 . . PALOMA DEL SOL 10 YEAR STOR~ * * * - - * * * * - - . . . - * . . . . * * - . - * * * * * * * * * * . * - * * - * . * . * * * . . . * * * . * * . * * * . . * * . * . * * * * * * * * * * * * . * * * * . . * * * - * . * . . * . . * * . . * * . . . . * . * * * . . * . . . * * * . . * * . * * * * * . * . - * . * . * . * * * * * * * . >>>>STREETFlOW ~ODEl INPUT INFOR~ATION<<<< CONSTANT STREET GRADE(FEET/FEET) = 0.010000 CONSTANT STREET FlOW(CFS) = 18.60 AVERAGE STREETFlOw FRICTION FACTOR(MANNING) = 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 FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOWDEPTH(FEET) = 0.43 HALF STREET FLOODWIDTH(FEET) = 18.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.10 PRODUCT OF DEPTH&VELOCITY = 1.34 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- e 1~5 e~ e . - HYDRAUUC DESIGN, SUMP CATCH BASIN Project: Il2ACT VII B~ f'ALDMA ':De... 6CX- '1l_"1.' Catch Basin Number: n - ~ lo-year Discharge (from Rational Method) (cfs): 1. Z. IOO-year Discharge (from Rational Method) (cfs): 9. S Carryover from C.B. No. (cfs): tP - Total Design Discharge (cfs): ,. S Ma:dmum Panding Depth (ft): Low pt. e ''3 +1~. 5 5 Low pt t! CD. C.B 7an f\II"rcvs Dr.::: II 7~. 75" I A-?/ = /I 75. <J(p Ol/klt" 0.79' Cse City of Los Angeles (Department of Public Works) Hydra~lic Design ~lanual, Chart LL-15 w= /1,1; Discharge Intercepted (cfs): 9. ~ MEa. WE/~ EBuATI,/IJ ({GAP" 3,087 'tV /)l5 41clwf' :: 3.0~7(tI'x..O.79l" ~ Z?fJ '79.l7 .: o,J:t.. -1: OvEP'<jl'i;ElJ TO tfANf)L.E (;M~I?GENCY fLow~", FJfO~ c.8. 'A 'Z' ~ 'ft-IO'. I r.7 €f1ERGfAlC'( E5cAPE 1$ OVeR 1fff tl: of S~AJ tvllIRCI./S D~.D()wv To c . f!J . III - 4' . C..IIECI( 51JI'I f fo((t4l/LA Q'Ap::: 3.0 A WO.I; DO.b 0./} 0.6 '" 3.0(1/ ; 0.{"7) ( II) ~.7') )0 ~ .7 :. 0.1< . =' 2<,.1.. /J), \~ e e e HYDRAUUC DESIGN, SUMP CATCH BASIN Project: Ti2Ac., 24/8Ce> PAl-OMA Del- SC>L- Catch Basin Number: I A- 4' la-year Discharge (from Rational Method) (cfs): /5.7 lOa-year Discharge (from Rational Method) (cfs): 24.8 Carryover from C.B. No. - = (cfs): 0.0 Total Design Discharge (cfs): 24.8 Maximum Ponding Depth (ft): FbNDIAJ(" WIL.l. OCC-<JR.. TO ~/w (g Cvv De"-S/'l'C.- 'i"'-- " " " 0/ / j,.o'~""," 6 Cop. + 4- '-D. +"?'S "'flY' /.03 Use City of Los Angeles (Depanment of Public Works) Hydraulic Design ~lanual, Chart LL-15 FOri!. D,..,,,,, NET'if.- UNE" j CJfeW... 73t171I er;vPr/lDNS: If;W =11' IZ.Jc.HT.:s,t>e-~ ct;: 3.0 AW".'3t>O.", 013,,, z\o.h ,~ Q"" . ~.o 0' ~0.93')CII:) . t!.O~ "' 3B.D7 ~ ~ Discharge Intercepted (cfs): zJ:f.8 /..eFT SIDe" D"S aMP;:' 3.0(37 w lS" Q O'i':: 3.0(37(11)('.03] "35 SZl cF5 )( CATCI-I 13~N IS ltPP1!J:;'f(IMKTel..Y 5Z'% ovt:!12Srz..eD RXZ- EY'I-( ~c..y r-LC"V-' -m IT'. IT S ESc::A:Pc (s over<. T'l+-6 0.11..- DE'- S1tc. iZ/w If) .n~ 1'Ae./C. c;.ITe:- INTO C.3. A-7'_ .I /2.1 \ 3S" e . . INLET ., A-4.\" &100 - o. q C.fS 6) \0 :=. '2.'0 C,.fs iJ".>s 0070 13uL\<'\IJGI) ~O"SICtl~'" 3.'1 'I- I. S ,., 5.l} CP7 \' tilA'C poND ~UiV. Ilbb.O \\(,5.15 T.G. OfUlI N~,. c=J (,," (PE^. f'DIZ... "?<O' CI"\P. (~' eM;;" ~ o. '50 S6(.'Pr.) Cllte.1C OII..IfICG.: ~-;. 0.& A~ -"> h~ (9~(.>(^)Y/c..+.+ DI" 0.'1 /~ =- 1.0 c,fs eA. OPe'(oJ,M(,1 \tv (1.0/ (O.b' o.c;)Y" ti'H =- 0.11 I w<;e...:o 11(,,5,00+ 0.11 + 0.2-0 ""' 11<'5.~2- C~QX.. wel fL ~:-:'3.0B' L-~.S -") n"'[&/(3.0t?lL.)17f~ &:; 17.'1/1.1 '" l.o tF<" 0.. OfUlIN6, 1.- ~ 1.00' h ~ l 1.0 / O. o~n " \'00'> jt{?> ~ 0.41' W'7l!-:' \1&>5.00 + 0.4, = \1105.4-1 f\ff~oX. (Jl)tlDII'JC1) ~t"W. Illc'?SO L.. 111010.0 ".. 01::- hlne; ~f-kTL<-O Tol' WILL fl!.oVIP6 APOITloNA~ CA~Aul". Go Iz.g e . e HYDRAULIC DESIGN, SUMP CATCH BASIN Project: Ti2AC.T 241 B(,., PALOM A ']:::>E:L <SPl- I ) ~ I I Catch Basin Number: A-5 Cf" A-(P la-year Discharge (from Rational Method) (cfs): Z, '?/2 .,. /3.0 e 4o.1./z.,. 20.1 e. laO-year Discharge (from Rational Method) (cfs): Carryover from C.B. No. - = (cfs): 0.0 Total Design Discharge (cfs): ZO./ Maximum Ponding Depth (ft): L-f)I-J 'POltoIT e <I:. 17+04'.7h TYL.MAN Sr. l.t:JIN PblNl IN L.P. &F" C.75.',5 = 1/77. "D = 1/76.81 ~Ni 0.7'1/ Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL-15 FOI< i)",..." j USE: VoJafi:.. e:z;>v..110N (LePT -SIPe-) ~ W = II' Qc.6:1". '" ~.Ofi7 IN D '.S'" Discharge Intercepted (cfs): ZD./ QCIIP " ~.oe7(f/)(D.nYS:. 23.[3 o::s r EM~/<4.ENc..Y e.sc.o.Pe 1.5 !3e "PI cw::.Et) uP 'By c.~. OVE'J2. f2/w liJTO 'PArR..1L SITe;- A/Ji:> J A-7 ~ CI/l:CI(., "iUYlP fDRtlJIJLf\ : ~UI;P " 3.0 A W 0./3 0 D." -:: '3.001)< 0.'1) (lI)oJ3(O.7'tt' ~ 1. C, . 1.- eft-; \"$1 17-1 fr-lA(. PoIIID. ~Il. 111.0.0 ~1~ ~O O(l€N 1 NIi '7 : I e II\! LET \I A - (0. I ., lX,oo = 5 2. ~ &\0 :::.. 3. I GF'7 Uc,e '7010 (SlJ L.lG-ltJ tAl l'lNM e C~ 0lf..1l"1"~ CK~l!X Wf., it. QDe">,C,I\l::: ?~ ~ I.I?::: 7.fJ Cf7 \\SQ.,5 T.e;;. lID" 11.." (" ell. Fo~ ~l,," eM P ~<<.e^ < 0.0:;0 s.6l.ff. / Q"' 0.(, A ~11 n" [Q/~bA)Y/1-0 ~ ~ 1. 'b / (,,, I.") a=c- eA.. oPeNIJJ" h" [I."? /(o.t.,~ o.'7J1'/v4:4-" 0.2...4' w~e ~ 11<;'1.00 + 0.2..."1 + 0.2..'7 " It,?c'!.'?4- ~ ~ 3.0'31 L.... \t1l.c; h~ [o/l3.0/01'L)r/~ ~:; 1.f>/lP" 1."3 (.1"-, ~^. oPoJ,N6I L:;. 1.00' 2..j VI :;. [U/(3.0l$1 ~ /.00) J ~ = 0.7fo' WSf..:;. \ l'7Q. 00 + O.S(p' =- 117~. '7{o f\fP(l.~. "bNPltJ~ e>l,eY. l\s1.(oo NO re. e L.. \IlPO.O ... oK.. GIll<Tt::.D Tot' WI!.-\.. F~c)VIOt: App\liorJA"l.... cM'I\C-\Tl. J ~o e e e " 'I I tJLET A-I 8-100 = '}.1 Cfe; ex 10 = SA- c.f? Use.. 50'70 bl! I ~;n~) GoeSte:.t.\ = 9.1 y.. I. S :: I 3. B C-fc, ,....,. IlSO.,1 ~"._:.y?! G," o.c. 1IIJl-y.. TOr .:r '\-'12." ~ 11'.... 1/4'1.40t llOn~~2DF.<;. ," Rei 1144. '70 IIIV. U'Se weiR. €.6Wfn'l>~ ,...'!A)( - 'fDtJ 0 E:LEiV. ,. '30.1.D Flow lI~E IN U;T ~ 4~.4-0 I1fJlllX" Q.30' R\ I_I.? v\" '1.0Bl L rl L~ G../ ('3.051" rt') :: l~.'b/ (3.081 x. o.'bd.7) , ::: {po ZP; f((o\JIDt <jlPE OfeNIt-lc. ,l.;T t\lor(:fl\ W '" 4-' -(p" /JeT O(JaJ\N6! ,. lk 70Ll1lt 7IOes>. r I" BA:lt,l M. 1/ II /I I 4.'10 - ~1' l/'L - '1 ::: ,:n '1-7.00'" z.)C..?;~ ~ (,.(,1' ') (P."LC;' oK. /1./ e IfIlLET '.q-- €>" E ffi:.(.TI liE 6/tAle OVI:'NIIIlG: HZ-IIcu\. lIsE. 'Z. <0 'Yo -glJl..~ltJG, -=ro= t 3"x 'fi'tR,r<7 ANi'!:: 'l. 'h.r, " .. O. f,0 l t101. ) QDeSICir0 "" 3c(.4" 1:z..S ::. It'l.3 c~ &100" 3'1.4- Cf'? &..1 0 = '2.5:1 c.~ t" 111Z.50 If:... ........ fv'lA')( POND WSIO '" 1114.00 J' I' f.b. 111'0.00 F.~. hi 1113.50 f.6. q" LMoO. f'Rot1 C,") '7t' c.tI\p (q OPf>NIN6.0 e "1;0'/ ({C p l f }/~IU(P IN1/. ItJ~ CkPACIT'i : ~1o U066lrJ4 ~ I :. ().~ A (V'2.jhi AI" 1'5.'10)< o.eo. 0.50 -= fo."J&> ~.F. ~I = 1114.00- 1\73.70 = o. '5 0 ' -= 0.(0. (P.?(" .1 ~4A.o.SO "'Z.I.l c..F7 Q'Z. " 9 ,,[ 0.(, ~ A '/. ~hl-] A'Z.=- Q15 SF. 'I Yj 2" 1114.0 - II T2.'70 - t.~ " 1.125/ = ~.[ O.fo~ 0.7'7.KVIP4.+-I.I'l.7J "?4s Cf? e ~ Tn~L. = '!..1.1 + ,4.'7 ... "liP. 'Z. U'<, / 4~.? ~ .'. oK \~ /32- e e e HYDRAUUC DESIGN, SUMP CATCH BASIN Project: 1""'IaAGT Z4IB~ PALO,vlA DE'L- SoL- I 0' Catch Basin Number: A - 1 lO-year Discharge (from Rational Method) (cfs): Tl lOO-year Discharge (from Rational Method) (cfs): //./ Carryover from C.B. No. Total Design Discharge (cfs): , (. f Maximum Ponding Depth (ft): Lo.,.; 'PoINT" IN € LfEl.JA ";'~ Lf)t<J ?Olw-r IN L... D. C$ /t'"'1 = (cfs): 0.0 -= //=.00 -== //11. II f)NI% ~ 0.89 I Use City of Los Angeles (Depanment of Public Works) Hydraulic Design Manual, Chart LL-l5 It W = 71 ~\( WEIR EB.UAriON C(CAf' ~ ?o~n "" D1.5" , s -: ,.061 (1) (O.B~) . :; (~.l G~ Discharge Intercepted (cfs): II. / o'/f e:lI1 E"eG.EiN"c. yo eSc..o.P If FbIZ. TIt1~ .sLIM F' , s ~ THe: <E: AN() , S -pI C-/Lep VP ON CI'bOI PA1VVLA W"\Y. CR~e." 7uI'1 P ff>RrJlUI.A Qc~p::: 3.0 A IN 0.17> Oo.l, ., 3.0 (711 0."7) (1Y-13(O.S1)o." '" lip. ~ c,f~ '"7 II. I :. DK \4tl rn e e e INLET" "A-,'" &\00 '" '3.,\ (/\'C, ~'O '" '2.."3 c.f5 Ll se. '501. I" BAA @. (P" D.C. tII~. 1111.10 tl 6\ll..~ltJc. ) G.OeSl'1o\l == "3."1 '/. I. S =- ~.OJ Cf'7 MAi.. fO~D To I \118. ~~ iof ryllol 7 fl.}..J ltrl/~" '1'~'" ~ \23'12." w 3Y; r 1173.50 INoJ, U <;E.. WI:: n(.. E.6.Wl'\Tio,...J .. f loV \ 02. '710e ,. \ A.' " IN::;; ""T -0 . I"lA"X.. PoND f-'l...l<V. 1177.~S PLow l..ItoJE INlt:-r. 11/1./0 I,rnlA)( = 0.75 Q -= 30fJl L hi.':> L= Q/(3.o131"v{~) = 5.9/ (3.031" 0,1'5"';) I = 'Z..'i 4- O(?eNlN6 f^C.\Nq v10fll1tfA<;,T. r I" 1Wt( '? eA. ., ' - I/,} = '3.00 Net OfeNIN6 ., 4.00 - 2" ,'IL' I ' 3.00 >z..'14- .'.oj(' J3~ e . e HYDRAUliC DESIGN, ON-GRADE CATCH BASIN Project: nACo-T Z4IBG. PA<..D..,p. Catch Basin Number: I A _ 14 1 100year Discharge (from Rational Method) (cis): 6./ De:t.. S"c.... lOO-year Discharge (from Rational Method) (cfs): "!. S- Carryover from C.B. No. - = (cis): 0.0 Total Design Discharge (cfs): '7,5 I I Flow Depth (ft): D,oo'" 0.38 .) D,o '" 0.33 Street Slope: 4: 00 '7. C D€?T1I BeFoe€" v: c... (cotJSSooV''ITWriL.V'......"Jj) Cse City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart /....L-/4- / w =2/ CA~.rn;",,= q. 7 c~ j ~IT~o = 7.'j CFs Discharge Intercepted (cfs): q,ot> -,; 9.!; crs j 41'0 = 1D.1 CR-S Carryover to Downstream Point (cis): <?...~ 0.0 j Iii. = 0.0 Facility Receiving Carryover: - B.1oo '"'' = ,.\1. l '2.\,\0.'65 (0 .-;10)1.'7 ~ 9.7 c..=, 6. 10 Cl\l' :: '3.' 2. (21)0.85 (0. "n)"5 ~ 1." c~ 135 \42.. e ~ ~ ~ ~ ~ ~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - . - - - HYDRAULIC ELEMENTS - I PROGRAM PACKAGE Copyright 1982-88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Ser1al # DE1721 Especially prepared for: KEITH COMPANIES ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 19:45 21-MAY-96 ( C ) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * * * * * *. *. * * * * * * * *. . . * *.. * * DE SCR I P T I ON OF 5T UDY .. * * *.. . . * . * *. *. . *. ..... . * . FLOW DEPTH CALC. FOR C.B. "A-14" . TRACT 24186 . PALOMA DEL SOL 100 YEAR STORM * * * * * * * . * * * * . * . * . . . . . . . . . . * . . . * * . * * * * . . . . * * . . * * * . . . . . * . * . * . * . * * . * . . . . . . . . . . . * * . * * . . * * * * . . . * . . . . . . . * . . . . . . * * * . * . . * . * * . * . . * . * . . * * * . . . * . . * . * * . . * . . . . . * . . . * . >>>>STREETFLOW MODEL INPUT INFORMATION<<<< CONSTANT STREET GRADE(FEET/FEET) = 0.040000 CONSTANT STREET FLOW(CFS) = 9.50 AVERAGE STREET FLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 22.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.50 e 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 ============================================================================ STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOWDEPTH(FEET) = 0.38 HALFSTREET FLOODWIDTH(FEET) = 12.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.22 PRODUCT OF DEPTH&VELOCITY = 1.96 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- e ~~ t~~ e ~ ~ ~ A A A A A ~ A _ A A ~ A ~ A _ _ A A A A A _ A ~ A _ ~ _ ~ _ _ _ A A A ~ A _ _ ~ ~ _ ~ _ A _ ~ _ A ~ ~ A _ A A _ A _ A A A A ~ _ ~ _ _ _ _ A R _ - HYDRAULIC ELEMENTS - I PROGRAM PACKAGE 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: 19:46 21-MAY-96 (C) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * * * * * * * * * * * * * * * * * * * * * * * * * * DE S CR I PT I ON OF S T U DV * * * * * * * * * * *. * * * * * * * *. * * * * * . FLOW DEPTH CALC. FOR C.B. "A-14" . TRACT 24186 . PALOMA DEL SOL 10 YEAR STORM * * * . * * * * . * * . * * * * * . * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * . * * * * * * * * * * * * * * * . . * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * . * * * * * . * * * * * * * * * * * * * * * >>>>STREETFLOw MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.040000 CONSTANT STREET FLOW(CFS) = 6.10 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 22.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.50 e 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) = 0.33 HALFSTREET FLOODWIDTH(FEET) = 10.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.93 PRODUCT OF DEPTH&VELOCITY = 1.60 ============================================================================ e 131 \44, e I /VODE 14.8 t 0/00:::: 305 CF5 Q /0 - /'1.4- cr5 A~€A = /3.9 AcofE7 DeS/61J (5. "8-1" 4 "(3_2-" TO INT~IfCEfT now> /Yf5e1) ON T~/l3ur"ffl..Y NEI1:S C.8. 11/3 - /' e c.8. "/3 -l" e M'EA.: /0. 0 ACfi'E7 GIOD = 30.5" /0.0//3.9 - 2/.1 CF$ &./0 = /9.1-)< 10.0//3.'1 :: /4.0 cf<7 Melt:: 3.9 AcA'try (X/OO = 30.5 ~ 3.'1//3.1 ::: 9.6 Cfs &10 ~ /9.1} "3.'11/3.1 :: 5.4 cf7 /38 l4c~ e e e HYDRAUUC DESIGN, ON-GRADE CATCH BASIN Project: 11<.IIC7 24/BfL> Catch Basin Number: ' I!J - I ' IO-year Discharge (from Rational Method) (cfs): /4.0 IOO-year Discharge (from Rational Method) (cfs): 2/. '} Carryover from C.B. No. = (cfs): {i - Total Design Discharge (cfs): 2/.9 Flow Depth (ft): Dloo =" 0.45 I % "" 0. 40' Street Slope: 4:52 '70 (CIl1..A8.R0 5T1<E&T) Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart L L - I 4 , W = 35 Discharge Intercepted (cfs): GIOO = /9.3 j QIO '" /f.o Carryover to Downstream Point (cfs): Q/oo" 2. ~ cFS Facility Receiving Carryover: I i5 - 5 I QIO == 0.0 GIOO, CAP. '" 3.12 (35) 0.135 (0. 4-5/ S == /9.3 c.f'5, Q :: 3./2 (35)0.85(0.40)'"5 ;:. /~.Z cFs "7/f.O 10, elr? /3'1 14' e HYDRAuLIC ELE~ENTS - I PROGRA~ PACKAGE Copyright 1982-88 Advanced Enoineering Soft~are (aes) Ver. 2.7A Release Date: 6/25788 Serlal # OE1721 Especially prepared for: KEITH CO~PANIES ---------------------------------------------------------------------------- TI~E/DATE OF STUDY: 10:12 5-SEP-96 ( C ) ============================================================================ * * * * * * * * * * * * * * * *. * * * * * * * * * DE SC R I PT ION 0 F S T ~i D Y * * * * * * * * * * * * * * * * * * * * * * * * * * . FLO~ DEPTH CALC. FOR C.B. "B-1" . TRACT 24186 100 YEAR Q . PALO.A DEL SOL * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * . * * * * * * * * * * * * * . * * * * * * * * * * * . . . * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * . * * * . * * * * * * * * * * * * * * * . * * * * * * * * * * >>>>STREETFLOW ~ODE_ I~:UT I~FOR~ATIO~<<<< ---------------------------------------------------------------------------- CO\STANT STREET GRADE(FEET/FEET) = 0.0452CO CONSTANT STREET ~~OW(CPS) = 21.90 AVERAGE STREETFLC~ ~RICTICN FACTC~(~A~NING) = 0.015CCO CONSTANT SY~~ETRICAL STREET ~ALF-WIDT~(FEET) = 20.00 CC~STANT SY~~ETRICAL STREET CROSSFALL(DECI~AL) = 0.017eOO CONSTANT SY~~ETRICAL CURa "oIGT~(FEET) = 0.50 e CONSTANT SY~~ETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SY~~ETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLO~ ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ============================================================================ STREETFLOW ~ODEL RESUcTS: STREET FLOWDEPTH(~EET) = 0.45 HALFSTREET FL000WIDTH(FEET) = 19.44 AVERAGE PLOW VELOCITY(FEET/SEC.) = 6.51 PRODUCT OF DEPT,&VELCCITY = 2.95 ============================================================================ . /W \~, e ~ ~ - - - - - - - ~ ~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ~ - - - - - - - - - - - - - - - - . - - - - - - - - - - - - HYDRAuLIC ELE~ENTS - I PROGRA~ PACKAGE Copyright 1982-88 Advanced En9ineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serlal # DE1721 Especially prepared for: KEITH CO.~PANIES ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 10:22 5-SEP-96 (C) ============================================================================ ~ * * * * * * * * * * * . *. * *. * . . * * * * * 0 E SCR I PT I ON OF 5T U DY . * * * . * * . .. * * . * . . . * * * * * * * * * ) FLOW DEPTH CALC. FOR C.B. "B-1" . TRACT 24186 10 YEAR Q . PALOMA DEL SOL * * * . . * . . . * . . . * . * * * * * * . . * * * * * * * . . . . * * . * * * * . . * * . * . * * * * * * * . . * * * * * . * * * * . * * * * * * . . . * * . . * . * . * * . . . * * * * * . * * * * * . * * * . * . * * * * * * . . . * * * * * * * * * * * * * * * * * * * * * * * . * * * * * * * * * * * * >>>>STREETFLC~ ~ODEL INPUT INFOR~ATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.045200 CONSTANT STREET FLO~(CFS) = 14.00 AVERAGE S;REETFLO~ FRICTION FACTOR(~ANNING) = 0.015000 CONSTANT SY~~ETRICAL STREET hALF-~IDTK(FEE;) = 20.00 CONSTANT SY~~ETRICAL STREET CROSSFALL(DECI~AL) = 0.017000 CONSTANT SYM~ETRICAL CURB hEIGTK(FEET) = 0.50 . CONSTANT SY~~ETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SY~~ETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SY~~ETRICAL GUTTER-riIKE(FEET) = 0.12500 FLO~ ASSL~ED TO FILL STREET ON ONE SIDE, A;D THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREETFLO~ ~ODEL RESULTS: STREET FLO~DEPTK(FEET) = 0.40 HAlFSTREET FLOOD~IDTH(FEET) = 16.06 AVERAGE cLOW VELJCITY(FEET/SEC.) = 5.97 PRODuCT OF DEPTH&VELOCITY = 2.36 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- e 14-1 \4i> e e ,e HYDRAUliC DESIGN, ON-GRADE CATCH BASIN Project: Tf<ACT UJ&C, Catch Basin Number: '13 - Z ' lo-year Discharge (from Rational Method) (cfs): '3. t lOO-year Discharge (from Rational Method) (cfs): l3. & Carryover from C.B. No. = (cfs): (,j Total Design Discharge (cis): ~. to Row Depth (ft): 0'00 == 0.30' 1)/0 = 0. 30' Street Slope: 4. 52% (CALABRO STtfEET) Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart L L - J 4- , W = 21 Discharge Intercepted (cfs): QIOO =- 8.0 j a,o::: 5. 4 CarrYover to Downstream Point (cfs): rz5 Facility Receiving Carryover: N/A 0</00, CAP == 3.12 Q/o, CAP =' 3./2 o gS /. '5 (2/ ). (O.3h) . == ~ '1(0 (2/)o.8S(a30/5 = C,.82. as c~ 14Z- "/8.(, '75.4- \4tl e _ _ A _ . _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ . _ _ _ _ _ _ _ _ _ _ _ . _ _ . _ _. _. _ _ _ _ _ . _ _ _ _ _ . . _ _ . _ . _ _ _ _ _ _ " " . _ . HYDRAuLIC ELEMENTS - I P,OGRA~ PACKAGE (C) Copyrignt 198~-88 Advanced Engineering ?oftware Saes) Ver. 2.7A Re,ease Date: 6/25/88 Serlai # DE172~ Especially prepared for: KEITH CO~PANIES ---------------------------------------------------------------------------- TI~E/DATE OF STUDY: 10:24 5-SEP-96 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * * * * * * * * * * * * * * * * * * * * * * * . * * DE SC RIP T I ON OF S T lJY .. * * * * * * * * * . * . * * * * * * * * * * * * · FLOW DEPTH CALC FOR C.B. "B-2" * . TRACT 24186 100 YEAR Q . . PALOMA DEL SOL . . * * * * * * * * * * * . * * * * * * * * * * * . * * . * * * . * * * * * * * * . * * * * * * * * . . * * * * . . * * * * * * * * . * * * * * * . * * * . * * * * * * * * * * * * . * * * * * * * * * * * * * * * . . * * * * * * * * * * * * * . * * * * * * . . * * * * . * . . . * . . * * . * * * * . * >>>>STREETFLOW ~CDEL INPUT INFOR~ATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.045200 CONSTANT STREET FLO~(CFS) = 8.60 AVERAGE STREETFLOW FRICTION FACTOR(~AN~ING2 = 0.015000 CONSTANT SY~~ETRICAL STREET HALF-~IDTH(FEEi) = 20.00 CONSTANT SY~~ETRICAL STREET CROSSFALL(OECI~AL) = 0.017000 CONSTA~T SY~~ETRICAL C~RB HEIGTH(FEET) = 0.50 CONSTANT SY~METRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SY~~ETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SY~~ETRICAL G0TTER-HIKE(FEET) = 0.12500 FLON ASS0~ED TO FILL STREET ON O~E SIDE. AND T~EN SPLITS e ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW ~ODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOWDEPTH(FEET) = 0.36 riALFSTREET FLOODWIDTH(FEET) = 13.81 AVERAGE FLJ~ VELOCITV(FEET/SEC.) = 4.84 ~RODuCT OF DEPTH&VELOCITY = 1.73 ----.------------------------------------------------------------------------ ----.------------------------------------------------------------------------ ,e 143 \~ e ~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - _. _. __ - - - - _. A_A _ _ _. _.. MYDRALLIC ELE~cNTS - I PROGRA~ vACKAGE (C) Copyright :982-83 Advanced Engineering Software (aes) Ver. 2.7A Reiease Date: 6/25/88 Serlai # vE1721 Especiaiiy prepared for: KEITH CO~PANIES TI~E/DATE OF STUDY: 10:25 5-SEP-96 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . . * . * * . . * . . * * . . * * * * * * * * * * * DESCRIPTION OF "B-2" 10 YEAR Q STUDY * * * * * * * * * * * * * * * * * * * . * . . * * * · FLOW DEPTH CALC. FOR C.B. . TRACT 24186 . PALOMA DEL SOL * . * . * * * * * * * * * * * * * * * * * * * * * . * * * * * * * * * * . . . * * . * * * . * * * * * * * * . * * * * * * * * * * * . * * * . * * * . . . * * * . * * * * * * * . . * * * * * * * * * * * * * * * * * * * * * * * * * * * . * * * . . * * * . * * * * * * * * * * * * * * . * * * * * . * * * . * >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.045200 CO~STANT STREET FLO~(CFS) = 5.40 AVERAGE STREETFLO~ FRICTION FACTOR(~ANNING) = 0.015000 CONSTANT SYMMETRICA~ STREET HALF-WIDTH(FEET) = 20.00 CONSTANT SY~~ETRICAL STREET CROSSFALL(DECI~AL) = 0.017000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.50 e CONSTANT SY~METRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLO~ ASSUMED TO FILL STREET ON ONE SIDE, AND TeEN S?LITS ============================================================================ STREETFLO~ MODEL RESLLTS: ---------------------------------------------------------------------------- STREET FLO.DEPTH(FEET) = 0.30 HALFSTREET FLOODWIDTH( EET) = 10.44 AVERAGE FLO~ VELOC;TY( EET/SEC.) = 5.0j PRODuCT OF DEPTH&VELOC TY = 1.50 ========================== ------------------------------------------------- ------------------------------------------------- e )44- ~Sl e e e HYDRAULIC DESIG:\, ON-GRADE CATCH BASIN Project: TR.ACT 24/8fo Catch Basin Number: '8-~ I PA~t<1A DEL :SOl.- la-year Discharge (from Rational Method) (cfs): 1.5 laO-year Discharge (from Rational Method) (cfs): '3. a Carryover from C.B. No. '/7-Z) = (cfs): 23 (1fl/t3./,/PcD IN h'rVL'D"~Y) Total Design Discharge (cfs): 3.B o I I Flow Depth .(ft): n ,,0.20 . D ~ o. 'l:z... VIeD ...) 10 Street Slope: 4. 00 ~ (IN V€ET7CAL- ctlF:-VE / ON CALA6120 ~T~~) Lse City of Los Angeles (Depanment of Public Works) Hydraulic Design Manual, Chan l-/.. - 14- \V = 14' CA'PAC'T'(,,,,~ 4.4 j cAPAuTY,O~?O Discharge Intercepted (cfs): 9,a>= 3.8 j Q,o" /.5 Carryover to Downstream Point (cfs): 41<<J '" 0.0 ..; 4/. =0.0 Facility Receiving Carryover: N/A QCM '00 =- 3./2. (14-)0.65" (o:z.a)/~ ::: 4.4 GCl'oP '0 ::: '3.I"l.. ll't')O.8S( 0.2.1..) /.S =- ;.0 /45 NOTE: C.8. "[3-4" HIlS BEEtV INC/(tA5ED TV zi' IN 71fE EllEN r nowt; FROM GIlLAT/AlA STtieer GET AcRosS 71IE CRexvAJ OF CAtAeRo STRUT To C:5. "13-q.'~ b.~ e ~ - ~ - ~ ~ ~ ~ ~ - - ~ ~ ~ - ~ ~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - HYDRAULIC ELEMENTS - I PROGRAM PACKAGE Copyright 1982-88 Advanced Engineering Software (aes) Ver.2.7A Release Date: 6/25788 Senal # DEl721 Especially prepared for: KEITH COMPANIES ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 20:14 21-MAY-96 (C) ============================================================================ . * * * *... * * *. *.. ... * * *.. * *. 0 E SCR I PT I ON OF STUDY . *. * * * .. ... * .. * *. * * * * . * . . . * FLOW DEPTH CALC. FOR C.B. "B-4" * TRACT 24186 * PALOMA DEL SOL 100 YEAR STORM . . . . . . * * * * . . * . * . * * . . * . * * . . . . . . . . * . * . . . * * . * . . . . * . . * . . . . . . * * * . * * . * * * * . * * . . * * * . * . . . * * * * * . . * . * * . . * * . * . . * * . * . . . * * * * * . . . * * * * * * . * * . . . * * * . * * * * * * * * * * . . * * * * . * * * * . >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.040000 CONSTANT STREET FLOW(CFS) = 3.80 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 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 ON ONE SIDE. ANO THEN SPLITS ============================================================================ STREETFLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOWDEPTH(FEET) = 0.28 HALF STREET FLOODWIDTH(FEET) = 9.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.27 PRODUCT OF DEPTH&VELOCITY = 1.20 ============================================================================ e /4-4> \.~~ e A A A _ _ _ _ _ _ _ _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - HYDRAULIC ELEMENTS - I PROGRAM PACKAGE Copyright 1982-88 Advanced Engineerin9 Software (aes) Ver. 2.7A Release Date: 6/25/88 Serlal # DE1721 Especially prepared for: KEITH COMPANIES ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 20:15 21-MAY-96 (C) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . * * * * * * * * * * * * * * *. *. *.... * * DE SCR I PT I ON OF 5T UDY . * . *.... . *. *... *. .... ... . * . FLOW DEPTH CALC. FOR C. B. "B-4" . . TRACT 24186 . PALOMA DEL SOL 10 YEAR STORM . . * . . . . . . . * * * . . . . . . . . . . . . . . . . . . . . . . . * . . * . . . . . . . . . . . . . . . . * . . . . . . . . . . . . . . * * . . . . . . . . . . . * . . . . . . . . . . * . . * . . . . . . . . . . . . . . . . . . . . . . . . . . . . . * * * . . . . * . . . . . * . * . . . . * * . * >>>>STREETFLOW MODEL I~PUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.040000 CONSTANT STREET FLOW(CFS) = 1.50 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 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 ON ONE SIDE. AND THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREETFLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOWDEPTH(FEET) = 0.22 HALF STREET FLOODWIDTH(FEET) = 5.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.31 PRODUCT OF DEPTH&VELOCITY = 0.74 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- e 141 ts<\. - HYDRAUUC DESIGN, ON-GRADE CATCH BASIN Project: fILl/c., Z4-leNJ f',4LoIY1I1 PEL Siot... Catch Basin Number: , 8-5 IO-year Discharge (from Rational Method) (cfs): IOO-year Discharge (from Rational Method) (cfs): Carryover from C.B. No. . e;,~,' /'2. r5 '2 I. '1- (INUU/J/#.tT FoB. ~LlNf e.p-.. B-1) = (cis): 2.3crs Total Design Discharge (cfs): l./.4- e Flow Depth (it): P'OO'" O.5Z' ; lJ,o.= 0.43' Street Slope: 4:~o "l. Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chan L l- 14- W = :35' ~ Discharge Intercepted (cfs): '21.4 QIo 'Z.s Carryover to Downstream Point (cfs): 15 Facility Receiving Carryover: r-I/A /,5 ~fOOUt9= 3. 12. (35)o.llS Co.sz.) ::: '24.0 .>21.4 ()l,0 tM> :. "!..I'L (35) ~85 (o.4-?Ji5 = /8.' ~/Z.5 \ - f4-B \$'" - - ~ - - - - - - - - - - - - - - - - HYDRAULIC ELE~ENTS - I PROGRA~ PACKAGE (C) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25788 Serlal # DE1721 Especially prepared for: KEITH CO~PANIES ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 20:05 21-MAY-96 ============================================================================ * * * * * * * * * * * * * * * * * * *. * * * * * * DE SCR I PT I ON OF STUDY *.. *. * * .. . * *.. * * . *.. * * * . * * . FLOW DEPTH CALC. FOR C.B. "B-5" . TRACT 24186 . PALOMA DEL SOL 100 YEAR STORM * * . * * . . * * * * * * * * * * * . * * * . * * * . * * * . * * * * * * . * . * . . . * * * . * . * * . . * * . * * * . * * * * * * * * * . . . . . . . * * * * . * * * . * * * * * . . * * * * . * . * * * * * * * * * . * * . . * * * * * * . . . * * * * . . . * * * * * . . . * * * . * * * * * * * * . * . >>>>STREETFLOW MODEL INPUT INFOR~ATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.040000 CONSTANT STREET FLOW(CFS) = 21.40 AVERAGE STREET FLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.030000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.50 e 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 T~EN SPLITS ============================================================================ STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- NOTE: STREETFLOw EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSU~PTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS. ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOwDEPTH(FEET) = 0.52 HALFSTREET FLOODWIDTH(FEET) = 14.09 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.89 PRODUCT OF DEPTH&VELOCITY = 3.58 ============================================================================ . I+~ \~ e - - - - - - - - - - - - - ~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - HYDRAULIC ELEMENTS - I PROGRAM PACKAGE Copyright 1982-88 Advanced Engineerin9 Software (aes) Ver. 2.7A Release Date: 6/25/88 Serlal # DE1721 Especially prepared for: KEITH COMPANIES ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 20:07 21-MAY-96 (C) ============================================================================ ..a._a____aaaa...._____.__ DESCRIPTION OF STUDY a_a__a_aa...............__ . FLOW DEPTH CALC. FOR C.B. "B-S" . TRACT 24186 * PALOMA DEL SOL 10 YEAR STORM . * * * . * * * * . * * . * * * * * . . . . . . * * * * . * . . * * * * * . * * . * * * * * * . . * * * * . * * * * * * . * * * . . . . . . . * . . * . . * * * * * * * * * * . * * . . . . * * . . . . . * * * * * . * * . . . . . . . . . . . . . * . * * * * * * * . * . * * . * * . * * . . . . . . . * . * * >>>>STREETFLOW MODEL INPUT INFORMATION<<<< CONSTANT STREET GRADE(FEET/FEETl = 0.040000 CONSTANT STREET FLOW(CFS) = 12.50 AVERAGE STREETFLOW FRICTION FACTOR(MANNINGl = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEEI) = 20.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.030000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.50 e CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEETl = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE. AND THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREETFLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOWDEPTH(FEET) = 0.43 HALFSTREET FLOODWIDTH(FEET) = 11.28 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.14 PRODUCT OF DEPTH&VELOCITY = 2.67 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- e It'1 A \~1 . e - HYDRAULIC DESIGN, SUMP CATCH BASIN Project: i12ACT V1IB' PAWMA:oa... 6Q<.... Catch Basin Number: ' C - 2' 10-year Discharge (from Rational Method) (cis): Z /. Z lOO-year Discharge (from Rational Method) (cis): 34.9 Ca..'"ryover from C.B. No. 'e ~s' (ds): (I ilia. W HYDROLOGY) Total Design Discharge (cfs): 34.9 Maximum Pondinl! Depth (ft): MN eL. e. C.8. 'C-Z' : 116'7.79 + O.lO => 1/6'5.99 - -LOw fr: IN CuR6 -8"C.F. -4"t./).;: 116 .7CJ I. ZO tJse City of Los Angeles (Depanmem of Public Works) Hydraclic Design Manual, Chan LL.15 , W = 14 ME~t WEIfl. E&JATI,I\J qCAP == 3,087 'tV /)1.5 41clwf' :: 3.0~7(t4'j"/.ZO l~ ~ '7''-.6 '7;4.' .: o.Jrt.. Discharge lI1tercepted (cis): '? 4 . ~ C.IIEeJ( 5lJ,., f' FOf(trMA QCAp:: 3.0 A wO./,} DO." ( ;'\ )O.I} 0.6 = 3.0 /4 ~O."7/'4 ~.Zo) lo' 44.1- > 74.'7 :.0.1<. l~tJ \.~ ~- e e HYDRAUUC DESIGN, SUMP CATCH BASIN Project: 1"12ACT Z41 B 6 f'AWMA 'I>a... Got- Catch Basin Number: ' C - 3' 10-year Discharge (from Rational Method) (cis): 9'(p lOO-year Discharge (from Rational Method) (cis): /'!J.G Carryover from C.B. No. (cis): <I - Total Design Discharge (cfs): /5.0 Ma:rimum Ponding Depth (ft): r</w EL. - LOW pT. @ C 5 .C-Z ': 11'-5.7' + o. ZO :: 1165. en IN CIJ P.lJ - e,q (.f. - 4" "f). :; /I.b'i,O{:, O,?3 Cse City of Los Angeles (Depanment or Public Works) Hydraclic Design Manual, Cban ll-15 , W = 14 !HEa. V"lEI/I. E&JIIT/l1\J qG,4P == 3.087 W /)l5 41clwf' '" 3.0B7<<fXO.9?,f'- '" "?8.~ ;:-1'j.O .: o.~. Discharge Intercepted (cfs): 15.0 C.IIECI( 5U1"'1" fo~/01&JLA G.'AP:; 3.0 A W 0./3 D 0.11 ( ~ )0./3 0.(, ~ 3.0 /4 ;0.(,7;(14- (o.(,.~) :: ?~.D >/5.0 :.o.k. 15/ \~ - . e HYDRAUUC DESIGN, ON-GRADE CATCH BASIN Project: -r f<.A cr Z. ~ I 8 Co \'ALol"1f\ {){:L SoL Catch Basin Number: '(._4' lO-year Discharge (from Rational Method) (cis): '?&) lOO-year Discharge (from Rational Method) (cis): ~. \ Carryover from C.B. No. = (cis): </J Total Design Discharge (cfs): dlOo Row Depth (ft): o.3B' Street Slope: "3. 3Co % ". \ cl'o , O.~'2.. Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chan L L - \4 , W='Z.\ Discharge Intercepted (cfs): ~'oo -= q. \ Carryover to Downstream Point (cis): ~ Facility Receiving Carryover: QIO -= S.., 0.85 1.5 Qlooct>.f' -= 3.12 ('2.1) (O.3~) ~ 9.1 cFs (9.'OCII<P ':0 3.\2 l2\')o.~5 (o,32..)"S = 1.5 c..F6 /,).- \~ e. ~ _ ~ _ A _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineerin9 Software (aes) Ver. 2.7A Release Date: 6/25/88 Serlal # DE1721 Especially prepared for: KEITH COMPANIES ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 10:06 21-MAY-96 ============================================================================ ...................---..-- DESCRIPTION OF STUDY ..a.a.aa..aaa.a....*.....* . FLO~ DEPTH CALC. FOR C.B. "C-4" . TRACT 24186 . PALOMA DEL SOL 100 YEAR STORM . * * . * . * . * . . * * . * . * * * * * . . * . * * . * * . . . . . . * . * * * . * * . . . . . . * . . . . . . * * . . . . . * . * * * * * * . . . . . . * . * . . . . * . . * * . . * . * * . . . . * . * . . . * * . * * * * * * * . . * . . * * * * . . * . . . . . . . . . . * . . * . * . . * . * . . . * >>>>STREETFLO~ MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.033600 CONSTANT STREET FLO~(CFS) = 9.10 AVERAGE STREETFLO~ FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-~IDTH(FEET) = 20.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.017000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.50 ~ CONSTANT SYMMETRICAL GUTTER-~IDTH(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 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREETFLO~ MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLO~DEPTH(FEET) = 0.38 HALF STREET FLOOD~IDTH(FEET) = 14.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.44 PRODUCT OF DEPTH&VELOCITY = 1.67 ============================================================================ 1'53 e ,,-, e ~ ~ - ~ ~ - - - - - - ~ ~ - - - - - - - - - - - - ~ - " - - - - - - - - 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 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 18:23 21-MAY-96 ============================================================================ *.....*.-.--....-.-.--.-*. DESCRIPTION OF STUDY *..-.-..-._.._..._...__... . FLOW DEPTH CALC. FOR C.B. "C-4" . TRACT 24186 . PALOMA DEL SOL 10 YEAR STORM . . * . * * * . . . . * * * . . * * * - * . * * * * . * * * * * * * * . * * * * * . - . . - * * . * . * . . . * * - * * . * * . * * - * . . * * . . . . . >>>>STREETFLOW MODEL INPUT INFORMATION<<<< * * * * * * * * * * * * * . * * * . * * . . . - . * * . * . * . * * * . * . . * * . . . . . . . . . . * * * * * * . * * . . * * . . . . * - - * * * * * ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.033600 CONSTANT STREET FLOW(CFS) = 5.90 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 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 ON ONE SIDE. AND THEN SPLITS ============================================================================ STREETFLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOWDEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 11.56 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.57 PRODUCT OF DEPTH&VELOCITY = 1.46 ============================================================================ 5f e t~~ e HYDRAULIC DESIGN, ON-GRADE CATCH BASIN Project: I!LA c.. T 2. 4 \ e II f'ALO M1\ Oe<l.. !7oL Catch Basin Number: t C. - S ' 100year Discharge (from Rational Method) (cfs): I\.~ IOO-year Discharge (from Rational Method) (cfs): Ie. 4 Carryover from C.B. No. - = (cfs): ~ Total Design Discharge (cis): ,eA e Row Depth (ft): 6 ::.0. 45'. d 0 "0 'lie ) \0:::' " I Street Slope: ~. '?>(, 10 Use City of Los Angeles (Depanment of Public Works) Hydraulic Design Manual, Chan L L - It , W = ze Discharge Intercepted (cfs):. QIOO -= Ilo.O CX\O : \1.9 Carryover to Downstream Point (cis): ~Oo = 1..t 0.10" ~ \ I Facility Receiving Carryover: c.-1- &'00 CAP ::: ~.I'2- ('2.~)O.~S (0.45)'.S - 1(,.0 C-f/ e Glo CP" - ~. \'2. l '2.~1 0.8e; LO. 40) I.'=> = \ 3.4 Cfc, 15) tG.~ e ~ A _ _ _ A _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ HVDRAULIC ELE~ENTS - I PROGRA~ PACKAGE Copyright 1982-88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25788 Senal # DE1721 Especially prepared for: KEITH COMPANIES ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 09:43 21-MAV-96 (C) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- *. * * *.. * * * * * * * * * * * * * * * * * * * DES CR I P T I ON OF STUDY * * * * . * * *. * * *. * * * * * * *. * * * * * . FLOW DEPTH CALC. FOR C.B. "C-5" . TRACT 24186 . PALOMA DEL SOL 100 VEAR STORM * * * * * * . * * * * * * * * * * * * * * * * * * * * . * . . * * * . * * * * * . * * * * * * * * . * * * * * * * * * * . * * * . . * * * * . * * * . . . >>>>STREETFLOW ~ODEL INPUT INFORMATION<<<< * * * * * * * * * * * * * . . * * * * * * * * . * * * * * . * * * * * * * . * * * * * * * * * * * * * * * * * * * * * * * * * * * * . * * . * * . * * * ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.033600 CONSTANT STREET FLOw(CFS) = 18.40 AVERAGE STREETFLOW FRICTION FACTOR(~ANNING) = 0.015000 CONSTANT SVMMETRICAL STREET HALF-wIDTH(FEET) = 20.00 CONSTANT SV~~ETRICAL STREET CROSSFALL(DECIMAL) = 0.017000 CONSTANT SVMMETRICAL CURB hEIGTH(FEET) = 0.50 e CONSTANT SVMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SVMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SVMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ============================================================================ STREETFLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOWDEPTH(FEET) = 0.45 HALFSTREET FLOODWIDTH(FEET) = 19.44 AVERAGE FLOW VELOCITV(FEET/SEC.) = 5.47 PRODUCT OF DEPTH&VELOCITV = 2.48 ============================================================================ e Jrro \~ e - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ~YDRAULIC ELEMENTS - I PROGRAM PACKAGE Copyright 1982-88 Advanced Engineerin9 Software (aes) Ver. 2.7A Release Date: 6/25788 Senal # DE1721 Especially prepared for: KEITH COMPANIES ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 18:24 21-MAY-96 (C) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * * * * * * * *. * *. *. * . * * * * . *. * *. DE SCR I PT I ON OF 5T UDY .. * * * * . . * ..... . .. . ...... . . . FLOW DEPTH CALC. FOR C.B. "C-5" . TRACT 24186 . PALOMA DEL SOL 10 YEAR STORM * . . . . . . . . . . . . . . . . . * . . . . . . . . . . . . . . . . . * . . . . . . . . * * . . . * . . * . . . . . . . . . * . . . . . . . . . . . . . . . * . * * . . . . * . . * . . . . * . * . * * . . * . . . . . . . . . * . . * . * . . . . . . . . * . * * . * . . * . . . * . . . . . . . . * . * * * >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.033600 CONSTANT STREET FLOW(CFS) = 11.90 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 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 ON ONE SIDE. AND THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREETFLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOWDEPTH(FEET) = 0.40 HALF STREET FLOODWIDTH(FEET) = 16.06 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.07 PRODUCT OF DEPTH&VELOCITY = 2.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- e 15"7 v.< e e e HYDRAUUC DESIGN, SU~fP CATCH BASIN Project: Il2AC-T 24/ S~ PALOMA DEl- '"50L- Catch Basin Number: ~ D -I / lO-year Discharge (from Rational Method) (cfs): 4.7 lOO-year Discharge (from Rational Method) (cfs): 7 '3 Carryover from C.B. No. - = (cfs): 0.0 Total Design Discharge (cfs): 7.-:; Maximum Ponding Depth (ft): P!:>tJD'AJt:" \V1l.(.. 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