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Home My WebLink AboutHydrology(Dec.22,2000) I" i I I I I I I I I I I I I I I I I I I R F-::;~~.~Vr-D =a.v.J1:$~r . c. APR 1 3 2001 I CITY OF TEMEGUlA I ENGINEERING DEPARTMENT HYDROLOGY AND HYDRAUllCS REpORT FOR PALOMA DEL SOL Storm Drain for Tract 24136 Prepared For: Newland Communities 27393 Ynez Road Temecula, California 92591 Prepared By: . . . CONSULTING Contact Persons: John McCarthy, RCE 47583 Jessica Mosquera December 22, 2000 Jn 15-401438 \ I I TABLE OF CONTENTS I PAGE NO. I I. INTRODUCTION 2 I II. HYDROLOGY 4 I III. HYDRAULICS 7 I I EXHIBITS PAGE NO. I "A" VICINITY MAP 3 I "B" SOILS MAP 4 I "e" ULTIMATE CONDITION HYDROLOGY MAP Map Pocket I APPENDIX I "A" lOO-YEAR HYDROLOGY (RATIONAL METHOD) CALCULATIONS I "B" STORM DRAIN HYDRAULIC ANALYSIS "e" CATCH BASIN CALCULATIONS I I I I 1 I -z.- I I I I I I I I I I I I I I I I I I I I. INTRODUCTION This report includes the hydraulic calculations performed in conjunction with the design of on- site drainage plans for Tract No. 24136 in the City of Temecula. The development site is located east of Interstate Route 15 and south of Rancho California Road, as shown on Exhibit "A". The project includes the installation ofthe proposed storm drain lines "B", "D" and "E" which will tie into existing storm drain laterals from the main storm drain Line VV-stage III and Line VV -stage IV along De Portola Street. The data provided in the following reports was used for the design of the storm drain improvements: "Hydrology and Hydraulics Report for Line VV- Stage III, Margarita Road" dated March 2000, by RBF Consulting "Hydrology and Hydraulics Report for Storm Drain Infrastructure Improvements for De Portola Road and Campanula Way" dated March 2000 by RBF Consulting The primary objective of this report is as follows: 1. Delineate the drainage areas tributary to the onsite catch basins in Tract No. 24136. 2. Based on the proposed drainage patterns, ground slope, land use and soil type and, using the Riverside County Rational Method, perform hydrologic calculations of the off-site and on-site runoff to determine ultimate condition 100-year design flows for the sizing of the drainage facilities. 3. Based on the hydrology results and physical site requirements, design the catch basins and storm drain laterals to convey the computed design discharges. 2 ~ I I I I I I I I I I I I I I I I I 1 ,I T.T. 24134 311 D.U. T.T.24132 214D.U. T.T.24133 693 D.U. T.T.24135 325 D.U. Phase 1 Boundary T.T.24131 440 D.U. 2.~I;;c._1 :Z41~(,.-.. T.T.25417 590 D.U. : ,y. " ," I'" ~ T.T.25418 --' .. \ O'L, . ~ ~ .' ' - .. t o Storm Drain Pipe Alignment 8 Direction of flow o Pipe Identification m=-- 1200' PALOMA DEL SOL, WEST Tract 24136 Storm Drain Schematic - ~ ~'Beit4.'WiUi.= CJ'lt>ot ~~tco 'A.. I I I 1 I I 1 I I I I 1 I I I I I I I II. HYDROLOGY Hydrology Methodolo!!V Ultimate Condition Hydrologic calculations for the development of ultimate condition discharges for the storm drain improvements were performed using the Riverside County Rational Method from RCFC & WCD Hvdrolo!!V Manual, dated April 1978. The lOa-year design discharge was computed by generating a hydrologic "link-node" model which divides the area into drainage subareas, each tributary to a concentration point or hydrologic "node" point determined by the proposed layout. 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 "C" soils, with some Group "B". 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 Hvdrolo!!V Manual, is included as Exhibit "B". 2. The runoff coefficients specified are: 1/4 acre residential lots, condominium and commercial; to describe the proposed development characteristics. Condominium land use is used for multi-family development and single family residential lots with approximately 4,500 square foot lot size to represent a realistic runoff for the proposed density. 3. Initial subareas were drawn to be less than lO-acres in size and less than 1,000 feet in length, per County guidelines. 4. Pipe travel times were computed based on preliminary computer-estimated pipe sizes. A minimum pipe size of l8-inches was specified, and 95 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), which was used for the on-site developed and ultimate off-site developed conditions. For the lOa-year analysis, the data specifies a lOO-year, lO-minute rainfall intensity of 3. 60 inches/hour and 100-year, 60-minute rainfall intensity of 1.40 inches/hour. For the 10-year analysis, the data specifies a lO-year, lO-minute rainfall intensity of 2.36 inches/hour and a 10- year, 60 minute rainfall intensity of 0.88 inches/hour. 4 ~ CD tD > ~ o - , z o " ... ::I: c: in i;) in o c: ~ c " ~ Z Gl ,.. m " Pl ::I: ~ Z Gl ~ ~ I I I I I I I I I I I I I I I I I I I Results Input and output files of the 100-year discharge rational method calculations are included in Appendix" A". Watershed boundaries, sub-areas, and 1 OO-year discharges at key locations are illustrated on the Hydrology Map, Exhibit "C". 6 "'\ I I I I I I I I I I I I I I I I I I I I III. HYDRAULICS Storm Drain Hydraulics 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 flow conditions. The computer program, Haested Methods. Los Angeles County Flood Control District. Water Surface and Pressure Gradient Analysis Program No. F05l5P9 (WSPG), was used to analyze the systems. The program is capable of analyzing systems of pipes under partial, full or pressure flow conditions, was used for design. The computer results and input listing for the hydraulic analysis are included as Appendix "B". Pipe size and slope were determined by designing a system which allows for freeboard below the street flow line while minimizing excavation depth and pipe size. An entrance loss coefficient of 0.2 and Manning's roughness coefficient of 0.013 were used to describe the catch basin inlet and RCP friction losses. The data provided in the following reports was used for the design of the storm drain improvements: "Hydrology and Hydraulics Report for Line VV- Stage III, Margarita Road" dated March 2000 "Hydrology and Hydraulics Report for Storm Drain Infrastructure Improvements for De Portola Road and Campanula Way" dated March 2000 The downstream controls which were obtained from the above reports are as follows: Line B: sta 11 +51.13, invert lO61.20, water surface elevation 1065.53 Line D: sta 11 +08.29, invert 1062.52, water surface elevation 1066.70 Line E: sta 11 +04.29, invert 1096.70, water surface elevation 1101.65 Catch Basin Design Catch basins, shown on the Hydrology Map, have been designed to collect storm runof from Tract Number 24136. Catch basins placed in "sump" conditions are sized based on a lOO-year design discharge according to County guidelines. The remaining on-grade basins were also designed for the 100-year discharge. Design charts from the City of Los Angeles Bureau of Engineering were used for the sizing of catch basins. Catch basin calculations are included in Appendix "C". H:\pdata\15401438\Office\ WpwinIPalomaDelSolReport.wpd 7 ~ I I I I I I I I I I I I I I I I I I I . . . CONSULTING Appendix A 100- Year Hydrology Caculations (Rational Method) l\ I I I I I I I I I I I I I I I I I I I Date: 12/21/00 File name: VV3100.RES Page 1 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-99 Advanced Engineering Software (aes) Ver. I.SA Release Date: 01/01/99 License ID 1264 Analysis prepared by: Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** * PALOMA DEL SOL * REF IN 15-100129 . . . . ************************************************************************** FILE NAME: G:\GRP13\PDATA\15100129\HYDRO\VV3100.DAT TIME/DATE OF STUDY: 15:14 3/20/2000 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 FOR FRICTION SLOPE 0.90 10-YEAR STORM 10-MINUTE INTENSITY (INCH/HOURJ = 2.360 10-YEAR STORM 60-MINUTE INTENSITY (INCH/HOURJ = 0.880 100-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) = 3.600 100-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = 1.400 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF IOO-YEAR INTENSITY-DURATION CURVE = 0.5271139 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10D.00 I-HOUR INTENSITY(INCH/HOUR) = 1.4000 SLOPE OF INTENSITY DURATION CURVE = 0.5271 RCFC&t'i'CD HYDROLOGY MANUAL "C"-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES **************************************************************************** FLOW PROCESS FROM NODE 606.20 TO NODE 615.00 IS CODE ~ 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ====================~======================================================= ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[{LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 900.00 UPSTREAM ELEVATION = 1178.00 DOWNSTREAM ELEVATION = 1164.00 ELEVATION DIFFERENCE = 14.00 TC = 0.359*(( 900.00**3Jj( 14.00JJ**.2 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFFICFS) 13.85 TOTAL AREA(ACRES) = 5.10 F- 110 12.550 3.194 ~ .8502 TOTAL RUNOFF(CFS) = 13.85 **************************************************************************** FLOW PROCESS FROM NODE 618.10 TO NODE 618.00 IS CODE = 8 ---------------------------------------------------------------------------- \0 I I I I I I I I I I I I I I I I I I I Date: 12/21/00 File name: VV3100.RES Page 2 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 3.194 ============================================================================ 100 YEAR RAINFALL INTENSITY (INCH!HOUR) = SOIL CLASSIFICATION IS "elf CONDOMINIUM DEVELOPMENT RUNOFF SUBAREA AREA(ACRES) 5.10 TOTAL AREA(ACRES) 10.20 TCIMINI = 12.55 COEFFICIENT = .8502 SUBAREA RUNOFF (CFS) TOTAL RUNOFF(CFS) = 13.85 27.70 vllo.d FLOW PROCESS FROM NODE 622.50 IS CODE = **************************************************************************** 6 615.00 TO NODE >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET} 1163.00 600,00 = 20,00 1144.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSS FALL (DECIMAL) 0.017 OUTSIDE STREET CROSS FALL (DECIMAL) 0.017 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 **TRAVELTIME COMPUTED USING MEAN FLOW{CFS) 31.85 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.44 HALFSTREET FLOODWIDTH(FEET} = 18.27 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.39 PRODUCT OF DEPTH&VELOCITY = 2.38 STREET FLOW TRAVELTIME(MIN) = 1.86 TC(MIN) = 14.41 100 YEAR RAINFALL INTENSITY (INCH!HOUR) = 2.970 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8471 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF{CFS) SUMMED AREA(ACRES} = 13.50 TOTAL RUNOFF (CFS) END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = 0.46 HALFSTREET FLOODWIDTH{FEET) 19.42 FLOW VELOCITY{FEET/SEC.) = 5.41 DEPTH*VELOCITY = 2.49 8.30 36.00 j::-\laA ~ ft..cvJ ,0 'ilL d4 1'2.>10 te/~ G~I) f!/d-) e:,-~ FLOW PROCESS FROM NODE 622.50 TO NODE 622.50 IS CODE = **************************************************************************** 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.35 RAIN INTENSITY (INCH!HOUR) = 2.98 TOTAL AREA(ACRES} = 13.12 TOTAL RUNOFF(CFS) = 35.00 Avy\cvv\'1- 0 t..uA up b~~ (> I ) e' a . E. - :.? FLOW PROCESS FROM NODE 622.50 TO NODE 617.60 IS CODE = **************************************************************************** 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW}<<<<< ============================================================================ DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.} = 15.6 UPSTREAM NODE ELEVATION = 1140.00 DOWNSTREAM NODE ELEVATION = 1117.00 FLOWLENGTH(FEET} = 410.00 MANNING'S ESTIMATED PIPE DIAMETER (INCH) = 24.00 PIPEFLOW THRU SUBAREA(CFS} = 35.00 N = 0.015 NUMBER OF PIPES ~ 1 \\ I I I I I I I I I I I I I I I I I I I Date: 12/21/00 File name: VV3100.RES TRAVEL TIME(MIN.) 14.79 page 3 0.44 TC (MIN. ) **************************************************************************** FLOW PROCESS FROM NODE 617.60 TO NODE 617.60 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.} 14.79 RAINFALL INTENSITY (INCH/HR) = 2.93 TOTAL STREAM AREA{ACRES) = 13.12 PEAK FLOW RATE(CFSl AT CONFLUENCE = 35.00 **************************************************************************** FLOW PROCESS FROM NODE 617.30 TO NODE 617.60 IS CODE ~ 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**31/(ELEVATION CHANGE}]**.2 INITIAL SUBAREA FLOW-LENGTH = 900.00 UPSTREAM ELEVATION = 1152.00 DOWNSTREAM ELEVATION = 1122.00 ELEVATION DIFFERENCE = 30.00 TC = 0.359*[( 900.00**31/1 30.00)]**.2 100 YEAR RAINFALL INTENSITY{INCH/HOUR) = SOIL CLASSIFICATION IS "e" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF{CFS) 6.50 TOTAL AREA(ACRES} = 2.20 F- /1. <? 10.776 3.461 ~ .8535 -frL. ;]4 I ~\o fi t IU.{,\" up loa TOTAL RUNOFF (CFS) = 6.50 **************************************************************************** FLOW PROCESS FROM NODE 617.60 TO NODE 3 617.60 IS CODE = >>>>>COMPUTE PIPEFLQW 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 9.9 INCHES PIPEFLOW VELOCITY(FEET!SEC.) = 6.6 UPSTREAM NODE ELEVATION = 1119.00 DOWNSTREAM NODE ELEVATION ~ 1118.00 FLOWLENGTH(FEET) = 60.00 MANNING'S N = 0.015 ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA (CFS) 6.50 TRAVEL TIME (MIN. I ~ 0.15 TC (MIN. 1 10,93 1 **************************************************************************** FLOW PROCESS FROM NODE 617.60 TO NODE 617.60 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.) 10.93 RAINFALL INTENSITY (INCH/HR) = 3.44 TOTAL STREAM AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.50 t-i7 e;-4 \1.,. I I I I I I I I I I 1 I I I I I I I I Date: 12/21/00 File name: VV310Q.RES Page 4 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (erS) 1 35,00 2 6.50 INTENSITY ( INCH/HOUR) 2.929 3.435 Tc (MIN. ) 14.79 10.93 AREA (ACRE) 13 .12 2,20 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 32.36 10.93 3.435 2 40.54 14.79 2.929 COMPUTED CONFLUENCE ESTIMATES ARE PEAK FLOW RATE(CFS) ~ 40.54 TOTAL AREA (ACRES) : 15.32 AS FOLLOWS: Tc (MIN.) :::: 14. 79 **************************************************************************** FLOW PROCESS FROM NODE 617.60 TO NODE 3 617.00 IS CODE ~ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.1 INCHES PIPEFLOW VELOCITY(FEET!SEC.) = 16.9 UPSTREAM NODE ELEVATION = 1119.00 DOWNSTREAM NODE ELEVATION = 1108.00 FLOWLENGTH(FEET) = 170.00 MANNING'S N = 0.015 ESTIMATED PIPE DIAMETER (INCH) 24.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) 40.54 TRAVEL TIME{MIN.) = 0.17 TC(MIN.) 14.96 **************************************************************************** FLOW PROCESS FROM NODE 617.00 TO NODE 1 617.00 IS CODE ~ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< =============================:==:=========================================== TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN. ) 14.96 RAINFALL INTENSITY (INCH!HRj = 2.91 TOTAL STREAM AREA(ACRES) = 15.32 PEAK FLOW RATE(CFS) AT CONFLUENCE = 40.54 **************************************************************************** FLOW PROCESS FROM NODE 617.70 TO NODE 617.60 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ==================::::=========================================:=============== ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[ (LENGTH**3)!(ELEVATION CHANGE}]**.2 INITIAL SUBAREA FLOW-LENGTH:::: 800.00 UPSTREAM ELEVATION = 1152.00 DOWNSTREAM ELEVATION = 1123.00 (-11 \?J I I I I I I I I I I I I I I I I I I I Date: 12/21/00 File name: VV31QO.RES Page 5 ELEVATION DIFFERENCE 29.00 TC = 0.359*[( 800.00**3}j( 29.00)]**.2 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "e" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) 10.71 TOTAL AREA(ACRES) = 3.50 10.109 3.579 = .8548 10.71 TOTAL RUNOFF(CFS) = FLOW PROCESS FROM NODE 622.50 TO NODE 6 **************************************************************************** 617.00 IS CODE = >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET} 1140.00 600.00 = 20.00 1108.00 ============================================================================ DOWNSTREAM ELEVATION = CURB HEIGHT (INCHES) = 6. DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK INTERIOR STREET CROSSFALL(DECIMAL} 0.017 OUTSIDE STREET CROSSFALL(DECIMAL) 0.017 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 11.44 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET} = 0.38 HALFSTREET FLOODWIDTH(FEET} = 14.80 AVERAGE FLOW VELOCITY(FEET!SEC.J = 5.77 PRODUCT OF DEPTH&VELOCITY = 2.21 STREETFLOW TRAVELTIME(MIN} = 1.73 TC(MIN} = 11.84 100 YEAR RAINFALL INTENSITY (INCH!HOUR) = 3.293 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8861 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) SUMMED AREA(ACRES} = 4.00 TOTAL RUNOFF (CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOODWIDTH(FEET) 14.80 FLOW VELOCITY(FEET!SEC.) = 6.14 DEPTH*VELOCITY = 2.35 1. 46 12.17 ~'IIo, 1 '1"1"1.. ;14 I ~Io 1/L.C0 Pi t"-e9 uP f!>'1 c..e> [.. <:? FLOW PROCESS FROM NODE 617.40 TO NODE 617.00 IS CODE = 3 **********************************************************************~***** >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.2 INCHES PIPEFLOW VELOCITY(FEET!SEC.) = 7.6 UPSTREAM NODE ELEVATION = 1106.00 DOWNSTREAM NODE ELEVATION = 1105.00 FLOWLENGTH(FEET) = 60.00 MANNING'S N = 0.015 ESTIMATED PIPE DIAMETER(INCH) 21.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) 12.17 TRAVEL TIME (MIN.) = 0.13 TC (MIN.) 11. 97 FLOW PROCESS FROM NODE 617.00 TO NODE 1 **************************************************************************** 617.00 IS CODE ~ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN.) = 11.97 \I>v I I I 1 I I I I I 1 I I I I I I I I I Date: 12/21/00 File name: VV3100.RES Page 6 RAINFALL INTENSITY (INCH!HR) 3.27 TOTAL STREAM AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.17 **************************************************************************** FLOW PROCESS FROM NODE 635.00 TO NODE 617.80 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGEl]**.2 INITIAL SUBAREA FLOW-LENGTH = 150.00 UPSTREAM ELEVATION = 1119.00 DOWNSTREAM ELEVATION = 1106.00 ELEVATION DIFFERENCE = 13.00 TC = 0.303*(( 150.00**3}j( 13.00)]**.2 3.668 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100 YEAR RAINFALL INTENSITY (INCH!HOUR) = 5.188 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8907 SUBAREA RUNOFF(CFS) 1.39 TOTAL AREA (ACRES) = 0.30 TOTAL RUNOFF (CFS) 1.39 **************************************************************************** FLOW PROCESS FROM NODE 617.80 TO NODE 3 617.00 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 3.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.1 UPSTREAM NODE ELEVATION = 1106.00 DOWNSTREAM NODE ELEVATION = 1105.00 FLOWLENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER (INCH) 18.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) 1.39 TRAVEL TIME (MIN.) = 0.08 TC (MIN.) 5.08 **************************************************************************** FLOW PROCESS FROM NODE 617.00 TO NODE 1 617.00 IS CODE = >>>>>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.) 5.08 RAINFALL INTENSITY (INCH/HR) = 5.14 TOTAL STREAM AREA (ACRES) = 0.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.39 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CrS) 1 40.54 2 12.17 3 1. 39 To (MIN. ) 14.96 11. 97 5.08 INTENSITY ( INCH/HOUR) 2.912 3.274 5.143 AREA (ACRE) 15.32 4,00 0.30 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA 'Y-I(..;,. 8 ~ \., I I I I I I I I I I I I I I I I I I I Date: 12/21/00 File name: VV3100.RES Page 7 WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. .. PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER ICFSI (MIN. ) (INCH/HOUR) 1 20.33 5.08 5.143 2 45.51 11.97 3.274 3 52.15 14.96 2.912 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) 52.15 Tc (HIN.) ~ 14,96 TOTAL AREA(ACRES) ~ 19,62 FLOW PROCESS FROM NODE 617.00 TO NODE 3.00 IS CODE "" **************************************************************************** 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.1 UPSTREAM NODE ELEVATION = 1105.00 DOWNSTREAM NODE ELEVATION = 1103.00 FLOWLENGTH{FEET) = 80.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) 30.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFSl 52.15 TRAVEL TIME (MIN.) = 0.09 TC (MIN. ) 15.05 FLOW PROCESS FROM NODE 3.00 IS CODE = 10 **************************************************************************** 3.00 TO NODE >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK ~ 1 <<<<< r: 1.O.J 0\DVI ============================================================================ 'fYl- d4 I ?lo **************************************************************************** FLOW PROCESS FROM NODE 622.50 TO NODE 622.50 IS CODE = >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< 7 ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.35 RAIN INTENSITY (INCH!HOUR) = 2.98 TOTAL AREA (ACRES) = 0.38 TOTAL RUNOFF (CFS) = 1. 00 fux...l l:.& "TILJ41% Ib-i ~ t,/?? FLOW PROCESS FROM NODE 622.50 TO NODE 622.50 IS CODE = **************************************************************************** 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR} = 2.976 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7492 SUBAREA AREA(ACRES) 2.00 SUBAREA RUNOFF (CFS) TOTAL AREA(ACRES) = 2.38 TOTAL RUNOFF(CFS) = TC(MIN) = 14.35 4.46 5,46 p/(o FLOW PROCESS FROM NODE 622.50 TO NODE 622.00 IS CODE = **************************************************************************** 6 \~ I I I I I I I I I I I I I I I I I I I Date: 12/21/00 File name: vv3100.RES Page 8 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = STREET LENGTH(FEET} = STREET HALFWIDTH(FEET) 1142,00 900.00 ~ 20.00 DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. 1129.00 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK INTERIOR STREET CROSS FALL (DECIMAL) 0.017 OUTSIDE STREET CROSSFALL(DEClMAL) 0.017 18,00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 8.26 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.42 HALFSTREET FLOODWIDTH(FEET) = 17.11 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.17 PRODUCT OF DEPTH&VELOCITY = 1.34 STREETFLQW TRAVELTIME(MIN) = 4.74 TC(MIN) = 19.09 100 YEAR RAINFALL INTENSITY{INCH/HOUR) = 2.560 SOIL CLASSIFICATION IS "e" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8403 SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFSl SUMMED AREA (ACRES1 = 4.98 TOTAL RUNOFF (CFS1 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEETl = 0.44 HALFSTREET FLOODWIDTH(FEET1 18.27 FLOW VELOCITY(FEET/SEC.l = 3.74 DEPTH*VELOCITY = 1.65 5.59 11.05 y ~0.l FLOW PROCESS FROM NODE 622.00 TO NODE 622.00 IS CODE ~ **************************************************************************** 1 >>>>>OESIGNATE.INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.} 19.09 RAINFALL INTENSITY (INCH/HR) = 2.56 TOTAL STREAM AREA(ACRES) = 4.98 PEAK FLOW RATE (CFS) AT CONFLUENCE = 11.05 FLOW PROCESS FROM NODE 622.00 IS CODE = 21 **************************************************************************** 620.50 TO NODE >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3l/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 650.00 UPSTREAM ELEVATION = 1136.00 DOWNSTREAM ELEVATION = 1129.00 ELEVATION DIFFERENCE = 7.00 TC = 0.359*[( 650.00**31/( 7.001J**.2 100 YEAR RAINFALL INTENSITY(INCH/HOURl = SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) 4.76 TOTAL AREA (ACRES) = 1.70 11. 859 3.291 ~ .8515 TOTAL RUNOFF (CFS) = 4.76 t -"1 , d FLOW PROCESS FROM NODE 622.00 IS CODE ~ **************************************************************************** 1 622.00 TO NODE \'V I I I I I I I I I I I I I I I I I I 1 Date: 12/21/00 Page 9 File name: VV3100.RES >>>>>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. I 11. 86 RAINFALL INTENSITY (INCH!HRj = 3.29 TOTAL STREAM AREA(ACRESl = 1.70 PEAK FLOW RATE(CFSl AT CONFLUENCE = 4.76 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (erS) 1 11. 05 2 4.76 Tc (MIN. ) 19.09 11.86 INTENSITY ( INCH/HOUR) 2.560 3,291 AREA (ACRE) 4.98 1. 70 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **************************************************~*********************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE H STREAM RUNOFF Tc INTENSITY NUMBER (CFSI (MIN. I lINCH/HOURI 1 11.63 11. 86 3.291 2 14.76 19.09 2.560 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 14.76 Tc (MIN.) = 19.09 TOTAL AREA(ACRES} = 6.68 **************************************************************************** FLOW PROCESS FROM NODE 622.00 TO NODE 1 622.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 19.09 RAINFALL INTENSITY (INCH/HR) = 2.56 TOTAL STREAM AREAIACRESI = 6.68 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.76 **************************************************************************** FLOW PROCESS FROM NODE 622.50 TO NODE 622.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALysrs<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 850.00 UPSTREAM ELEVATION = 1143.00 DOWNSTREAM ELEVATION = 1129.00 ELEVATION DIFFERENCE = 14.00 TC = 0.359*[ (850.00**3)!1 14.00)]**.2 100 YEAR RAINFALL INTENSITY (INCH!HOUR) = SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT j:-~. do 12.127 3.252 = .8510 \% I I I I I I I I I I I 1 I I I I I I I Date: 12/21/00 Page 10 File name: VV3100.RES SUBAREA RUNOFF(CFS} TOTAL AREA (ACRESl = 6.37 2.30 TOTAL RUNOFF(CFS) 6.37 **************************************************************************** FLOW PROCESS FROM NODE 622.00 TO NODE 1 622.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) 12.13 RAINFALL INTENSITY (INCH/HR) = 3.25 TOTAL STREAM AREA{ACRES) = 2.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.37 2 ARE: ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (erS) 1 14.76 2 6.37 Tc (MIN. ) 19.09 12,13 INTENSITY ( INCH/HOUR) 2.560 3.252 AREA (ACRE) 6.68 2.30 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE .. STREAM RUNOFF Tc INTENSITY NUMBER ICFS) (MIN. ) ( INCH/HOUR) 1 15.74 12.13 3.252 2 19.77 19.09 2,560 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE 19.77 8.98 AS FOLLOWS: Tc (MIN.) = 19.09 **************************************************************************** FLOW PROCESS FROM NODE 622.00 TO NODE 6 624.00 IS CODE' >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1129.00 350.00 . 20.00 1119.00 DOWNSTREAM ELEVATION = CURB HEIGHT (INCHES) = 6. DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) 0.017 OUTSIDE STREET CROSSFALL(DECIMAL) 0.017 t::~"1.? SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 20.81 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.40 HALFSTREET FLOODWIDTH(FEET) = 15.95 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.55 PRODUCT OF DEPTH&VELOCITY = 1.83 STREET FLOW TRAVELTIME(MIN) = 1.28 TC(MIN): 20.37 \<\ I I I I I I I I I I I I I I I I I I I Date: 12/21/00 File name: VV3100.RES Page 11 100 YEAR RAINFALL INTENSITY (INCH/HOUR) : 2,474 SOIL CLASSIFICATION IS "en CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8386 SUBAREA AREA(ACRES):; 1.00 SUBAREA RUNOFF(CFS) SUMMED AREA (ACRES) = 9.98 TOTAL RUNOFF(CFS) END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) :; 0.40 HALFSTREET FLOODWIDTH(FEET) 15.95 FLOW VELOCITY(FEET/SEC.l = 4.78 DEPTH*VELOCITY:; 1.92 2.07 21.85 **************************************************************************** FLOW PROCESS FROM NODE 624.00 TO NODE 624.00 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.) 20.37 RAINFALL INTENSITY (INCH/HR) = 2.47 TOTAL STREAM AREA (ACRES) = 9.98 PEAK FLOW RATEiCFS) AT CONFLUENCE = 21.85 **************************************************************************** FLOW PROCESS FROM NODE 624.50 TO NODE 624.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**31/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1131.00 DOWNSTREAM ELEVATION = 1119.00 ELEVATION DIFFERENCE = 12.00 TC = 0.359*[( 1000.00**3)/( 12.00)]**.2 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF (CFS) 17.27 TOTAL AREA(ACRES) = 6.70 1:=-8 13.788 3,039 = .8481 17.27 TOTAL RUNOFF(CFS) = *******************************************************************~******** FLOW PROCESS FROM NODE 624.00 TO NODE 1 624.00 IS CODE = >>>>>OESIGNATE 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.) 13.79 RAINFALL INTENSITY (INCH/HR) = 3.04 TOTAL STREAM AREA (ACRES) = 6.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.27 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 21. 85 2 17.27 Tc (MIN. ) 20.37 13.79 INTENSITY (INCH/HOUR) 2.474 3.039 AREA (ACRE) 9.98 6.70 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 1.P I I I I I I I I I I I I I I I I I I I Date: 12/21/00 Page 12 File name: VV310Q.RES ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE .. STREAM RUNOFF Tc INTENSITY NUMBER ICFSI (MIN. ) I INCH/HOURI 1 32.06 13.79 3,039 2 35.91 20.37 2.474 1'(1.., g.4 I 710 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: -rOrY'l\.,.. PEAK FLOW RATE{CFS) 35.91 Tc (MIN.) ~ 20,37 f7-d TOTAL AREA (ACRESl = 16.68 0.-o..J w tB> ~ t!J-;, it 1."1 '-fIO- d- ****************************************************************************t't. J ~ ~~~ FLOW PROCESS FROM NODE 624.00 TO NODE 1 624.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 20.37 RAINFALL INTENSITY (INCH!HR) = 2.47 TOTAL STREAM AREA(ACRES) = 16.68 PEAK FLOW RATE(CFS) AT CONFLUENCE = 35.91 **************************************************************************** FLOW PROCESS FROM NODE 620.50 TO NODE 620.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED ,INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[ (LENGTH**~)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1145.00 DOWNSTREAM ELEVATION = 1134.00 ELEVATION DIFFERENCE = 11.00 TC = 0.709*(( 1000.00**3)/( 11.00)]**.2 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "c" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7005 SUBAREA RUNOFF(CFS) 4.72 TOTAL AREAIACRESI = 3.20 t=-1 27.708 2.104 TOTAL RUNOFFICFS) 4.72 **************************************************************************** FLOW PROCESS FROM NODE 620.00 TO NODE 8 622.00 IS CODE = >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "en CONDOMINIUM DEVELOPMENT RUNOFF SUBAREA AREA(ACRES) 2.00 TOTAL AREA(ACRES) 5.20 TC(MIN) = 27.71 2.104 ~-1.1 COEFFICIENT = .8302 SUBAREA RUNOFF (CFS) TOTAL RUNOFF(CFS} = 3.49 8.21 ltl .941 ~lo PI CIGLoI. '1? \;>'Gl U? fH ~ f3'~ (kef?) **************************************************************************** FLOW PROCESS FROM NODE 622.00 TO NODE 3 624.00 IS CODE = >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< 1>- I I I I I I I I I I I I I I I I I I I Date: 12/21/00 File name: vv3100.RES Page 13 >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW}<<<<< ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.1 UPSTREAM NODE ELEVATION = 1126.00 DOWNSTREAM NODE ELEVATION = 1116.00 FLOWLENGTH(FEET) = 400.00 MANNING'S N = 0.015 ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA (CFS) 8.21 TRAVEL TIME(MIN.) ~ 0.82 TCIMIN.I 28.53 1 *~************************************************************************** FLOW PROCESS FROM NODE 624.00 TO NODE 624.00 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 (HIN.) 28.53 RAINFALL INTENSITY (INCH/HR) = 2.07 TOTAL STREAM AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.21 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (crs) 1 35.91 2 8.21 Tc (MIN. ) 20.37 28.53 INTENSITY ( INCH/HOUR) 2.474 2.071 AREA (ACRE) 16.68 5,20 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE '* STREAM RUNOFF Tc INTENSITY NUMBER ICFS) (MIN. I lINCH/HOUR) 1 41. 77 20.37 2.474 2 38.27 28.53 2,071 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE 41.77 21. 88 AS FOLLOWS: Te (MIN.) 0;: 20.37 **************************************************************************** FLOW PROCESS FROM NODE 624.00 TO NODE 626.00 IS CODE = 3 >>>>>COMPUTE PIPEFtOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< =====0;:==============================================================0;:======= DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 18.5 UPSTREAM NODE ELEVATION = 1119.00 DOWNSTREAM NODE ELEVATION = 1085.00 FLOWLENGTH(FEET) = 430.00 MANNING'S N = 0.015 ESTIMATED PIPE DIAMETER(INCH) 24.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) 41.77 TRAVEL TIME(MIN,I ~ 0.39 TCIMIN.) 20.76 1J' I I I I I I I I I I I I I I I I I I I Date: 12/21/00 File name: VV3100.RES Page 14 FLOW PROCESS FROM NODE 626.00 IS CODE = **************************************************************************** 8 622.50 TO NODE >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ F- '1 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.450 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = ,7232 SOBAREA AREA(ACRES) 4.40 SUBAREA RUNOFF (CFS) TOTAL AREA (ACRES) 26.28 TOTAL RUNOFF(CFS) = TC(MIN) = 20.76 7.80 49.56 ,n.. 841 '01.0 f11~LkO uP ri?-i ~0 O!V\'\ r.:> 17-,,\ FLOW PROCESS FROM NODE 628.00 IS CODE = **************************************************************************** 3 626.00 TO NODE >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ~~--~------------------------------------------------------~-~-~--~-~~-~---- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.6 UPSTREAM NODE ELEVATION = 1085.00 DOWNSTREAM NODE ELEVATION = 1078.00 FLOWLENGTH(FEET) = 175.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER (INCH) 27.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) 49.56 TRAVEL TIME (MIN.) = 0.18 TC (MIN.) 20.93 FLOW PROCESS FROM NODE 628.00 IS CODE = **************************************************************************** 1 628.00 TO NODE >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN.) 20.93 RAINFALL INTENSITY (INCH/HR) = 2.44 TOTAL STREAM AREA (ACRES) = 26.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 49.56 FLOW PROCESS FROM NODE 636.00 IS CODE = 21 **************************************************************************** 622.50 TO NODE ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< --------------------------------------------------------~------------------- ----------------------~----------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3l/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 850.00 UPSTREAM ELEVATION = 1143.00 DOWNSTREAM ELEVATION = 1111.00 ELEVATION DIFFERENCE = 32.00 TC = 0.359*[ (850.00**3)/( 32.0Q}]**.2 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "e" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) 5.76 TOTAL AREA (ACRES) = 1.90 10.279 3.548 ~ .8545 TOTAL RUNOFF(CFS) = 5.76 F~~O.I FLOW PROCESS FROM NODE 628.50 IS CODE = *~*****************~******************************~************************* 6 636.00 TO NODE t-~ I I I I I I I I I I I I I I I I I I I Date: 12/21/00 File name: VV3100.RES Page 15 >>>>>COMPUTE STREET FLOW TRAVELTIME THRO SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1111. 00 970.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGHT (INCHES) = 6. 1088.00 j::"IO DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK INTERIOR STREET CROSSFALL (DECIMAL) 0.017 OUTSIDE STREET CROSSFALL(DEClMAL) 0.017 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 10.90 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEETj = 0.42 HALFSTREET FLOODWIDTH(FEET) = 17.11 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.18 PRODUCT OF DEPTH&VELOCITY = 1.76 STREETFLOW TRAVELTIME(MIN) = 3.87 TC{MIN) = 14.15 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.998 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8475 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF (CFS) SUMMED AREA(ACRES) = 5.90 TOTAL RUNOFF (CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.46 HALFSTREET FLOODWIDTH (FEET 1 19.42 FLOW VELOCITY(FEET/SEC.l = 4.79 DEPTH*VELOCITY = 2.21 il'L J41 '?b Pi t-\.<';O uP f>'-( 6-6 10,16 15.93 **************************************************************************** FLOW PROCESS FROM NODE 628.50 TO NODE 628.00 IS CODE = 3 >>>>>CQMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---~-------------------~-~---------------------~---------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.6 UPSTREAM NODE ELEVATION = 1084.00 DOWNSTREAM NODE ELEVATION = 1082.00 FLOWLENGTR(FEET) = 60.00 MANNING'S N = 0.015 ESTIMATED PIPE DIAMETER{INCH) 21.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREAICFSI 15.93 TRAVEL TIME(MIN.) = 0.09 TC(MIN.) 14.24 **************************************************************************** FLOW PROCESS FROM NODE 628.00 TO NODE 628.00 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.) 14.24 RAINFALL INTENSITY (INCH/HR) = 2.99 TOTAL STREAM AREA(ACRES) = 5.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.93 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 49.56 2 15.93 Tc (MIN. ) 20.93 14.24 INTENSITY ( INCH/HOUR) 2.439 2.988 AREA (ACRE) 26.28 5.90 7.-A.r I I I I I I I I I I I I I I I I I I I Date: 12/21/00 File name: VV31QQ.RES Page 16 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE '* STREAM RUNOFF Tc INTENSITY NUMBER ICFS) (MIN.) I INCH/HOUR) 1 49.65 14.24 2.988 2 62.56 20,93 2.439 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFSl 62.56 Tc{MIN.) = 20.93 TOTAL AREA(ACRES) = 32.18 **************************************************************************** FLOW PROCESS FROM NODE 628.00 TO NODE 3 629.00 IS CODE = >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.5 UPSTREAM NODE ELEVATION = 1082.00 DOWNSTREAM NODE ELEVATION = 1064.30 FLOWLENGTH(FEET) = 560.00 MANNING'S ESTIMATED PIPE DIAMETER (INCH) 33.00 PIPEFLOW THRU SUBAREA(CFS) 62.56 TRAVEL TIME(MIN.) = 0.64 TC(MIN.) N = 0.015 NUMBER OF PIPES 1 21.58 **************************************************************************** FLOW PROCESS FROM NODE 629.00 TO NODE 1 629,00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN.) 21.58 RAINFALL INTENSITY (INCH/HR) = 2.40 TOTAL STREAM AREA (ACRES) = 32.18 PEAK FLOW RATEICFS) AT CONFLUENCE = 62.56 **************************************************************************** FLOW PROCESS FROM NODE 629.50 TO NODE 629.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*((LENGTH**3l/(ELEVATION CHANGEl]**.2 INITIAL SUBAREA FLOW-LENGTH = 830.00 UPSTREAM ELEVATION = 1074.00 DOWNSTREAM ELEVATION = 1066.00 ELEVATION DIFFERENCE = 8.00 TC = 0.359*[( 830.00**31/( 8.00)]**.2 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF (CFS) = 4.20 r: - \4. "5 13.371 3.089 = .8488 75 I I I I I I I I I I I I I I I I I I I Date: 12/21/00 File name: VV31QO.RES page 17 TOTAL AREA (ACRES) ~ 1.60 4.20 TOTAL RUNOFF(CFS} **************************************************************************** FLOW PROCESS FROM NODE 630.00 TO NODE 629.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "e" CONDOMINIUM DEVELOPMENT RUNOFF SUBAREA AREA(ACRES) 5.90 TOTAL AREA (ACRES) 7.50 TC(MINj = 13.37 3.089 t: H'.1 COEFFICIENT = .8488 SUBAREA RUNOFF(CFS) TOTAL RUNOFF(CFS) = 1Yl.- 0.41 ~Io 15.47 19.66 jJlC'l.-ep UP 17-1 c.t> M Ot f'Ot-tola... ************************** ***** '* **** ****************************** ***** ***** (f(OP' to f~ __~~~~_~~~=~::_~~~~_~~~~___~=:~~~_~~_~~~~___~=:~~~_=:_=~~~_:___=____________ f);.J(,- LOQ'1":Ja ?>t.o) >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ==========:=:==~============================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) 13.37 RAINFALL INTENSITY (INCH/HR) = 3.09 TOTAL STREAM AREA(ACRES) = 7.50 PEAK FLOW RATE (CFS) AT CONFLUENCE = 19.66 2 ARE: ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 62.56 2 19.66 Tc (MIN.) 21.58 13.37 INTENSITY ( INCH/HOUR) 2.400 3.089 AREA (ACRE) 32.18 7.50 *********************************WARNING********************************** IN THIS COMPUTER ~ROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE .. STREAM RUNOFF Tc INTENSITY NUMBER ICFSI (MIN. I ( INCH/HOURI 1 58.44 13.37 3.089 2 77.84 21.58 2.400 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) 77.84 Tc(MIN.) = 21. 58 TOTAL AREA (ACRES) = 39.68 'ko vJ 0'l0 /1\ 1'11- d4 I '?Io 1-lC( OIWLc&'i ***********************************************~***~**~********************* FLOW PROCESS FROM NODE 629.00 TO NODE 11.20 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< =~=======================================~================================== DEPTH OF FLOW IN 45.0 INCH PIPE IS 35.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.4 UPSTREAM NODE ELEVATION = 1064.20 DOWNSTREAM NODE ELEVATION = 1064.00 FLOWLENGTH(FEET) = 40.00 MANNING1S N 0.013 1J, I I I I I I I I I I I I I I I I I I 1 Date: 12/21/00 File name: vv3100.RES Page 18 ESTIMATED PIPE DIAMETER(INCH} PIPEFLOW THRU SUBAREA (CFS) TRAVEL TIME (MIN.) == 0.08 45.00 77.84 TC(MIN.) NUMBER OF PIPES = 1 21.66 **************************************************************************** FLOW PROCESS FROM NODE 11.20 TO NODE 11.20 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.) 21.66 RAINFALL INTENSITY (INCH!HR) = 2.40 TOTAL STREAM AREA(ACRES} = 39.68 PEAK FLOW RATE(CFS) AT CONFLUENCE = 77.84 **************************************************************************** FLOW PROCESS FROM NODE 0.00 TO NODE 11.20 IS CODE = 21 >>>>>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 = 1068.00 DOWNSTREAM ELEVATION = 1066.00 ELEVATION DIFFERENCE = 2.00 TC = 0.303*[ (340.00**3)/( 2.00)]**.2 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "c" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8879 SUBAREA RUNOFF (CFS) 1. 37 TOTAL AREA (ACRES) = 0.40 f)-1 8.715 3.871 TOTAL RUNOFF (CFS) 1.37 **************************************************************************** FLOW PROCESS FROM NODE 11.20 TO NODE 11. 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. I 8.71 RAINFALL INTENSITY (INCH/HR) = 3.87 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.37 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CrS) 1 77.84 2 1. 37 Tc (MIN. ) 21.66 8.71 INTENSITY ( INCH/HOUR) 2.396 3.871 AREA (ACRE) 39.68 0.40 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. 2-'\. I 1 I I I I I I I I I I I 1 I I 1 I I Date: 12/21/00 File name: VV31QO.RES Page 19 .. PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc NUMBER ICFS) (MIN. ) 1 32.70 8.71 2 78,69 21. 66 INTENSITY ( INCH/HOUR) 3.871 2.396 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE 78.69 40.08 AS FOLLOWS: Tc(MIN.) = 21.66 **************************************************************************** FLOW PROCESS FROM NODE 11.20 TO NODE 11. 00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>CQMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 45.0 INCH PIPE IS 31.6 INCHES PIPEFLOW VELOCITY{FEET/SEC.) ~ 9.5 UPSTREAM NODE ELEVATION ~ 1064.00 DOWNSTREAM NODE ELEVATION = 1063.80 FLOWLENGTH{FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) 45.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) 78.69 TBAVEL TIME{MIN.} = 0.05 TC(MIN.) 21.71 **************************************************************************** FLOW PROCESS FROM NODE 11. 00 TO NODE 11.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 1. 00 IS CODE = 7 ----------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC{MIN} = 12.74 BAIN INTENSITY{INCH/HOUR) = 3.17 TOTAL AREA(ACRES) = 13.00 TOTAL RUNOFF(CFS} = 35,26 ~tto", 34184 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 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 16.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.6 UPSTREAM NODE ELEVATION = 1139.60 DOWNSTREAM NODE ELEVATION = 1112.00 FLOWLENGTH(FEET) = 650.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH} 24.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) 35.26 TRAVEL TIME (MIN.) = 0.69 TC (MIN.) 13.43 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ;~================~~=============:====================================~===== TOTAL NUMBER OF STREAMS = 2 TVVAC-1 ~Ocl.vD 103'0- 7fb I I I I I I I I I I I I I I I I I I I Date: 12/21/00 File name: VV3100.RES Page 20 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 13.43 RAINFALL INTENSITY{INCH!HRj = 3.08 TOTAL STREAM AREA(ACRES) = 13.00 PEAK FLOW RATE(CFSj AT CONFLUENCE = 35.26 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.10 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*( (LENGTH**3)/(ELEVATION CHANGE) ]**.2 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1140.00 DOWNSTREAM ELEVATION = 1113.00 ELEVATION DIFFERENCE = 27.00 TC = 0.303*[( 700.00**3)/( 27.00)]**.2 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "c" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8884 SUBAREA RUNOFF (CFS) 5.76 TOTAL AREA (ACRES) = 1.60 0-\ 7.987 4.053 TOTAL RUNOFF (CFS) 5.76 **************************************************************************** FLOW PROCESS FROM NODE 2.10 TO NODE 2.00 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 6.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.} = 10.6 UPSTREAM NODE ELEVATION = 1113.00 DOWNSTREAM NODE ELEVATION = 1112.00 FLOWLENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER (INCH) 18.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFSj 5.76 TRAVEL TIME (MIN.) ~ 0.03 TC IMIN.) 8.02 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 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.) = 8.02 RAINFALL INTENSITY(INCH/HR} = 4.04 TOTAL STREAM AREA(ACRES) = 1.60 PEAK FLOW RATE (CFS) AT CONFLUENCE: 5.76 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 35.26 2 5.76 Tc (MIN. ) 13.43 8.02 INTENSITY {INCH/HOUR} 3.081 4.044 AREA (ACRE) 13 .00 1. 60 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA ~'\. I I I I I I I I I I I I I I I I I I I Date: 12/21/00 File name: VV3100.RES Page 21 WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE .. STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 26,81 8.02 4.044 2 39,65 13.43 3.081 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 39,65 14.60 AS FOLLOWS: Tc (MIN.) = 13.43 *****************************************************~********************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRO SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< -----------------~---------------~------------------------------------------ ---------------------------------------------------------------------------- DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.2 INCHES PIPEFLOW VELOCITY{FEET/SEC.l = 17.5 UPSTREAM NODE ELEVATION = 1112.00 DOWNSTREAM NODE ELEVATION = 1108.00 FLOWLENGTH(FEET) = 75.00 MANNING'S ESTIMATED PIPE DIAMETER (INCH) 24.00 PIPEFLOW THRU SUBAREA (CFS) 39.65 TRAVEL TIME(MIN.) = 0.07 TC(MIN.) N = 0.013 NUMBER OF PIPES 1 13.50 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM NUMBER 1 STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) (MIN. I (INCH/HOURI 39.65 13,50 3.073 AREA (ACRE) 14.60 ** MEMORY STREAM NUMBER 1 BANK # RUNOFF (CFSI 52.15 AREA (ACRE) 19.62 1 CONFLUENCE DATA ** Tc INTENSITY (MIN.) (INCH/HOURI 15.05 2.902 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) ( INCH/HOUR) 1 86.44 13 .50 3.073 2 89.59 15.05 2.902 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE 89.59 34.22 AS FOLLOWS: Tc{MIN.) = 15.05 ?f> I I I I I I I I I I I I I I I I I I I Date: 12/21/00 File name: VV3100.RES page 22 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 12 >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 20.5 UPSTREAM NODE ELEVATION = 1108.00 DOWNSTREAM NODE ELEVATION = 1082.00 FLOWLENGTH(FEET) = 550.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER (INCH) 33.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) 89.59 TRAVEL TIME(MIN.) = 0.45 TC(MIN.} 15.50 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 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.) 15.50 RAINFALL INTENSITY (INCH/HRl = 2.86 TOTAL STREAM AREA(ACRES) = 34.22 PEAK FLOW RATE(CFS} AT CONFLUENCE = 89.59 **************************************************************************** FLOW PROCESS FROM NODE 4.10 TO NODE 4.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[{LENGTH**3)/(ELEVATION CHANGE1]**.2 INITIAL SUBAREA FLOW-LENGTH = 730.00 UPSTREAM ELEVATION = 1140.00 DOWNSTREAM ELEVATION = 1110.00 ELEVATION DIFFERENCE = 30.00 TC = 0.303'[( 730.00"31!( 30.00IJ",2 = 8.020 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.044 SOIL CLASSIFICATION IS "c" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8884 SUBAREA RUNOFF(CFS) 3.95 TOTAL AREA{ACRESl = 1.10 TOTAL RUNOFF(CFS) 9"? 3.95 **************************************************************************** FLOW PROCESS FROM NODE 4.20 TO NODE 4.30 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1110.00 575.00 = 44.00 DOWNSTREAM ELEVATION = CURB HEIGHT (INCHES) = 6. 1082.00 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 42.00 0-4 ?V I I I I I I I I I I 1 I I I I I I I I Date: 12/21/00 File name: VV31QO.RES Page 23 INTERIOR STREET CROSSFALL(DEClMALj OUTSIDE STREET CROSSFALL(DEClMAL) 0.020 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 5.55 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET} = 0.32 HALFSTREET FLOODWIDTH(FEETj = 9.80 AVERAGE FLOW VELOCITY(FEET/SEC.) 5.14 PRODUCT OF DEPTH&VELOCITY = 1.66 STREET FLOW TRAVELTIME(MIN) = 1.86 TC(MIN) = 9.88 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.622 SOIL CLASSIFICATION IS "e" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8872 SUBAREA AREA (ACRES) = 1.00 SUBAREA RUNOFF (CFS) SUMMED AREA (ACRES) = 2.10 TOTAL RUNOFF (CFS) END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = 0.35 HALFSTREET FLOODWIDTH (FEET) 11.13 FLOW VELOCITY(FEET/SEC.) = 5.28 DEPTH*VELOCITY = 1.84 3.21 7.17 **************************************************************************** FLOW PROCESS FROM NODE 4.30 TO NODE 4.00 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 7.8 INCHES PIPEFLOW VELOCITY (FEET/SEC. 1 = 9.7 UPSTREAM NODE ELEVATION = 1083.00 DOWNSTREAM NODE ELEVATION = 1082.00 FLDWLENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER (INCH) 18.00 NUMBER OF pIPES 1 PIPEFLOW THRU SUB~REA(CFS) 7.17 TRAVEL TIME (MIN. ) ~ 0.05 TC (MIN.) 9.94 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 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.) 9.94 RAINFALL INTENSITY (INCH/HR) = 3.61 TOTAL STREAM AREA(ACRES) = 2.10 PEAK FLOW RATE (CFS) AT CONFLUENCE = 7.17 **************************************************************************** FLOW PROCESS FROM NODE 617.80 TO NODE 4.40 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[ (LENGTH**3)/(ELEVATION CHANGE)}**.2 INITIAL SUBAREA FLOW-LENGTH = 590.00 UPSTREAM ELEVATION = 1106.00 DOWNSTREAM ELEVATION = 1083.00 ELEVATION DIFFERENCE = 23.00 TC = 0.303*[ (590.00**3)/( 23.00}]**.2 17~l- 7.443 'P I I I I I I I I I I 1 I I I I I I Date: 12/21/00 File name: VV3100.RES Page 24 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.206 SOIL CLASSIFICATION IS "e" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8888 SUBAREA RUNOFF (CFS) 4.86 TOTAL AREA (ACRES) = 1.30 TOTAL RUNOFF (CFSl 4.86 **************************************************************************** FLOW PROCESS FROM NODE 4.40 TO NODE 4.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>CQMPUTE 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 6.4 INCHES PIPEFLQW VELOCITY(FEET/SEC.) = 8.7 UPSTREAM NODE ELEVATION = 1083.00 DOWNSTREAM NODE ELEVATION = 1082.00 FLOWLENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) 4.86 TRAVEL TIME(MIN.) = 0.06 TC(MIN.} 7.50 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 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.) 7.50 RAINFALL INTENSITY (INCH/HR) = 4.19 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE (CFS) AT CONFLUENCE = 4.86 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 89.59 2 7,17 3 4.86 Tc {MIN. I 15.50 9.94 7.50 INTENSITY {INCH/HOURI 2,858 3.612 4.189 AREA (ACREI 34.22 2.10 1.30 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. .. PEAK FLOW RATE TABLE .. STREAM RUNOFF Tc INTENSITY NUMBER {CFSI (MIN. I ( INCH/HOURI 1 53.63 7.50 4.189 2 68.79 9.94 3.612 3 98.58 15.50 2,858 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 98.58 Tc(MIN. ) = 15.50 TOTAL AREA(ACRES) = 37.62 II **************************************************************************** I ~ I I I I I I I I I I I I I I I I I I I Date: 12/21/00 File name: VV31QQ.RES Page 25 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE :: 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLQW)<<<<< ===========================::=::=========::==================================== DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.l = 14.4 UPSTREAM NODE ELEVATION = 1082.00 DOWNSTREAM NODE ELEVATION = 1069.00 FLOWLENGTH(FEET) = 725.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH} 39.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) = 98.58 TRAVEL TIME(MIN.) = 0.84 TC(MIN,) 16.34 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 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.) 16.34 RAINFALL INTENSITY(INCH/HR) = 2.78 TOTAL STREAM AREA(ACRES) = 37.62 PEAK FLOW RATE(CFS) AT CONFLUENCE = 98.58 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.10 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ----------------------------------------------------------------------~----- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[ (LENGTH**3}/(ELEVATION CHANGE) ]**.2 INITIAL SUBAREA FLOW-LENGTH = 725.00 UPSTREAM ELEVATION = 1082.00 DOWNSTREAM ELEVATION = 1069.00 ELEVATION DIFFERENCE = 13.00 TC = 0.303*[( 725.00**31/( 13.00)]**.2 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "c" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8875 SUBAREA RONOFF(CFS) 2.63 TOTAL AREA (ACRES) = 0.80 D~" 9.441 3.711 TOTAL RUNOFF (CFS) 2.63 **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 5.00 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 5.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.7 UPSTREAM NODE ELEVATION = 1069.00 DOWNSTREAM NODE ELEVATION = 1068.50 FLOWLENGTH(FEET) = 30.00 MANNING1S N = 0.013 ESTIMATED PIPE DIAMETER (INCH) ~ 18.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) 2.63 TRAVEL TIME(MIN.) = 0.09 TC(MIN.) 9.53 **************************************************************************** ?A I I I I I I 1 I I I I I I I I I I I I Date: 12/21/00 File name: VV3100.RES Page 26 FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 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.) 9.53 RAINFALL INTENSITY (INCH!HR) = 3.69 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE (CFS) AT CONFLUENCE = 2.63 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (erS) 1 98.58 2 2.63 Tc (MIN. ) 16.34 9,53 INTENSITY (INCH/HOUR) 2.779 3.693 AREA (ACRE) 37.62 0.80 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. .. PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) ( INCH/HOUR) 1 60.12 9.53 3.693 2 100.56 16.34 2.779 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) ; ESTIMATES ARE 100.56 38.42 AS FOLLOWS: Tc (MIN.) = 16.34 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW}<<<<< ============================================================================ DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.7 UPSTREAM NODE ELEVATION = 1068.50 DOWNSTREAM NODE ELEVATION = 1067.00 FLOWLENGTH(FEET) = 100.00 MANNING'S ESTIMATED PIPE DIAM:ETER( INCH) 42.00 PIPEFLOW THRU SUBAREA (CFSl 100.56 TRAVEL TIME(MIN.} = 0.12 TC(MIN.) N = 0,013 NUMBER OF PIPES 1 16.46 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 635.00 TO NODE 636.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ~-6 I I I I I I I I I I I I I I I I I I I Date: 12/21/00 File name: VV3100.RES Page 27 ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3l/(ELEVATION CHANGEl)**.2 INITIAL SUBAREA FLOW-LENGTH = 620.00 UPSTREAM ELEVATION = 1120.25 DOWNSTREAM ELEVATION = 1111.00 ELEVATION DIFFERENCE = 9.25 TC = 0.359*[( 620.00**3)/( 9.25}]**.2 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "e" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) 4.70 TOTAL AREA(ACRES) = 1.60 r:--I<5. '7 10,903 3.440 = ,8533 TOTAL RUNOFF(CFS) = 4.70 **************************************************************************** FLOW PROCESS FROM NODE 636.00 TO NODE 637.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1111. 00 970.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. 1084.00 -v-I<5'\ DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSSFALL(DECIMAL) 0.017 OUTSIDE STREET CROSSFALL(DEClMAL) 0.017 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 7.20 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.36 HALFSTREET FLOODWIDTH(FEET) = 13.64 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.23 PRODUCT OF DEPTH&VELOCITY = 1.53 STREET FLOW TRAVELTIME(MIN} = 3.82 TC(MIN) = 14.73 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.936 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8466 SUBAREA AREA(ACRES} = 2.00 SUBAREA RUNOFF(CFS) SUMMED AREA (ACRES) = 3.60 TOTAL RUNOFF (CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.40 HALFSTREET FLOODWIDTH(FEET) 15.95 FLOW VELOCITY(FEET/SEC.) = 4.23 DEPTH*VELOCITY = 1.70 4.97 9.67 UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) = 1070.00 DISTANCE FROM CROWN TO ~~~ N~-r <(A&~ 18.00 2 **TRAVE IME COMPUTED USING MEAN ODEL RESULTS: FLOWDEPTH(FEET) = 0.38 ICFS) 16.69 ?Y I I I ******************************* C:IMyFilesltemplateslaes2. wpd **3)/( 9.25)J**,2 10.903 ENSITY(INCH/HOUR) = 3.440 Page: 27 (~-Jl"=e? ') I March 7, 2001 (6:58PM) TC = 0.359*[( 620. 100 YEAR RAINFALL I SOIL CLASSIFICATION I CONDOMINIUM DEVELOPMEN SUBAREA RUNOFF(CFS) TOTAL AREA (ACRES) = RUNOFF COEFFICIENT 4.70 .60 I \ 4.70 *************************** FLOW PROCESS FROM NODE 6 I I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1111.00 970.00 = 20.00 1084,00 I DISTANCE FROM CROWN TO CROSS FALL G INTERIOR STREET CROSSFALL(DECIMAL) OUTSIDE STREET CROSSFALL(DECIMAL) 18.00 ?e;e' ~/f7~;' ~l?e SPECIFIED NUMBER OF HALFSTREETS 1 I **TRAVELTIME COMPUTED U MEAN STREETFLOW MODEL RESULTS, STREET FLOWDEPTH(FEET) = 0.36 HALFSTREET FLOODWIDT FEEr) = 13.64 AVERAGE FLOW VELOCIT (FEET/SEC.) = PRODUCT OF DEPTH&VE OCITY = 1.53 STREET FLOW TRAVELTIME(MIN 3.82 TC(MIN) = 7.20 I I 100 YEAR RAINFALL INTE SITY(INCH/HOUR) = 2.936 SOIL CLASSIFICATION IS 'C" CONDOMINIUM DEVELOPMEN COEFFICIENT = .8466 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) 4,97 SUMMED AREA(ACRES) = 3.60 TOTAL RUNOFF(CFS) 9.67 END OF SUBAREA STREE FLOW HYDRAULICS, DEPTH (FEET) = 0.40 HALFSTREET FLOODWIDTH(FEET) 15.95 FLOW VELOCITY(FEET/SEC.) = 4.23 DEPTH*VELOCITY = 1.70 I I **************************************************************************** FLOW PROCESS FROM NODE 638.00 TO NODE 634.20 IS CODE = 6 ---------------------------------------------------------------------------- I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1098.00 1150.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. 1070.00 I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK 18.00 INTERIOR STREET CROSSFALL(DEClMAL) 0.017 OUTSIDE STREET CROSSFALL(DEClMAL) 0.017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 16.69 STREETFLOW MODEL RESULTS, STREET FLOWDEPTH(FEET) = 0.38 HALFSTREET FLOODWIDTH(FEET) = 14.80 AVERAGE FLOW VELoCITY(FEET/SEC.) = 4.21 PRODUCT OF DEPTH&VELoCITY = 1.61 STREETFLOW TRAVELTIME(MIN) = 4.55 TC(MIN) = 19.28 I I 100 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "C" 2.547 I ~1. I I March 7, 2001 (6:58PM) C:IMyFilesltemplateslaes2,wpd Page: 28 (eE'i~::> CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT ~ .8400 SUBAREA AREA (ACRES) ~ 6.60 SUBAREA RUNOFF (CFS) 14,12 SUMMED AREA(ACRES) = 10.20 TOTAL RUNOFF(CFS) 23.79 Lll."lq:? 1,..1'ro t:.>ia> 1/_1 END OF SUBAREA STREETFLOW HYDRAULICS, I DEPTH (FEET) = 0.42 HALFSTREET FLOODWIDTH(FEET) 17.11 1, I q:? l\..l~~ _0, ,....,_"2. FLOW VELOCITY(FEET/SEC.) = 4.56 DEPTH'VELOCITY = 1.92 'v ~ v-~ 4-,g,g;.-.;. ~l?1 1'"0 Cl!!> t **************************************************************************** I I FLOW PROCESS FROM NODE 634.20 TO NODE 634.20 IS CODE = 7 I ---------------------------------------------------------------------------- >>.>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ I USER-SPECIFIED VALUES ARE AS FOLLOWS, TC(MIN) ~ 19.28 RAIN INTENSITY (INCH/HOUR) = 2.55 TOTAL AREA(ACRES) ~ 6.90 TOTAL RUNOFF (CFS) = 11,90 **************************************************************************** I FLOW PROCESS FROM NODE 634.20 TO NODE 634.20 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ I 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "CU CONDOMINIUM DEVELOPMENT RUNOFF SUBAREA AREA (ACRES) 0.90 TOTAL AREA (ACRES) 7.80 TC(MIN) ~ 19.28 2.547 'F- )S . '2- I COEFFICIENT = .8400 SUBAREA RUNOFF (CFS) TOTAL RUNOFF(CFS) ~ 1. 93 13.83 ----=- ,Of",-- \I-l.r"'o c.e;. \7- \ I **************************************************************************** FLOW PROCESS FROM NODE 634.20 TO NODE 634,00 IS CODE = 3 ---------------------------------------~-----------~-----------------~------ I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<<<< ============================================================================ I DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.9 INCHES PIPEFLOW VELOCITY(FEET/SEC,) ~ 6.8 UPSTREAM NODE ELEVATION ~ 1064.50 DOWNSTREAM NODE ELEVATION = 1063.00 FLOWLENGTH(FEET) = 180.00 MANNING'S N ~ 0.013 ESTIMATED PIPE DIAMETER (INCH) 24.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) 13.83 TRAVEL TIME(MIN.) = 0.44 TC(MIN.) 19.72 I **************************************************************************** I FLOW PROCESS FROM NODE 634.00 TO NODE 634.00 IS CODE ~ 1 -----------------------------------------------------------------------~---- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE, TIME OF CONCENTRATION (MIN. I 19.72 RArNFALL INTENSITY (INCH/HR) ~ 2.52 TOTAL STREAM AREA(ACRES) ~ 7.80 PEAK FLOW RATE (CFS) AT CONFLUENCE ~ 13,83 I **************************************************************************** I FLOW PROCESS FROM NODE 634.40 TO NODE 634.40 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ I USER-SPECIFIED VALUES ARE AS FOLLOWS, I '?~ I I I I I I I I I I I I I I I I I I I March 7, 2001 (6:58PM) TC(MIN) = 19.28 TOTAL AREA (ACRES) C:IMyFilesltemplateslaes2. wpd RAIN INTENSITY (INCH/HOUR) = 2.55 3.30 TOTAL RUNOFF(CFS) = Page: 29 (1Z-e:!.}I~-P"") 7.10.~ )..\-..rtO c,,~ 17-3 4.~ ~ ~ '"-"1 Frzo"" ?'S!> v-~ 4-.3> ~ 1'1..t>.....t!>'1 pjZ.o>V\ 06*'; (~ -Pc>lt..:r~^,") **************************************************************************** FLOW PROCESS FROM NODE 634.40 TO NODE 634,00 IS CODE = 3 -------------------------~-------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBk~EA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<<<< ============================================================================ DEPTH OF FLOW IN 18.0 INCH PIPE IS 12,3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5,5 UPSTREAM NODE ELEVATION = 1064.00 DOWNSTREAM NODE ELEVATION = 1063.00 FLOWLENGTH(FEET) = 130,00 MANNING'S ESTIMATED PIPE DIAMETER (INCH) 18.00 PIPEFLOW THRU SUBAREA(CFS) 7.10 TRAVEL TIME(MIN.) = 0.39 TC(MIN.) N = 0,013 NUMBER OF PIPES 1 19.67 **************************************************************************** FLOW PROCESS FROM NODE 634,00 TO NODE 634.00 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.) 19.67 RAINFALL INTENSITY (INCH/HR) = 2.52 TOTAL STREAM AREA (ACRES) = 3.30 PEAK FLOW RATE (CFS) AT CONFLUENCE = 7.10 **************************************************************************** FLOW PROCESS FROM NODE 634.30 TO NODE 634.30 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS, TC(MIN) = 19.40 RAIN INTENSITY (INCH!HOUR) = 2.54 TOTAL AREA (ACRES) = 0,01 TOTAL RUNOFF(CFS) = 9.10 - **************************************************************************** FLOW PROCESS FROM NODE 634.30 TO NODE 634.30 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ) ============================================================================ + ~ A 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2,539 '?.>i?n/Z.~ SOIL CLASSIFICATION IS "cn COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8828 SUBAREA AREA (ACRES) 1.60 SUBAREA RUNOFF(CFS) TOTAL AREA (ACRES) 1.61 TOTAL RUNOFF (CFS) = TC(MIN) = 19.40 3.59 12.69 ..::. lc1fAL.. lv-l-rv e.e-. O~ '2... **************************************************************************** FLOW PROCESS FROM NODE 634.30 TO NODE 634.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 4,2 UPSTREAM NODE ELEVATION = 1062.80 DOWNSTREAM NODE ELEVATION = 1062.70 ~o....- I II I I I I I I I I I I I I I I I I I March 7. 2001 (6:58PM) C:IMyFilesltemplateslaes2,wpd FLOWLENGTH(FEET) 40.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER (INCH) 27.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA (CFS) 12.69 TRAVEL TIME(MIN.) = 0.16 TC(MIN.) 19.56 Page: 30 (R.~I"""-o') 1 **************************************************************************** FLOW PROCESS FROM NODE 634.00 TO NODE 634.00 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.) 19.56 RAINFALL INTENSITY (INCH/HR) = 2.53 TOTAL STREAM AREA(ACRES) = 1.61 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.69 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 13.83 2 7.10 3 12.69 Tc (MIN. ) 19.72 19.67 19.56 INTENSITY (INCH/HOUR) 2.517 2.520 2.528 AREA (ACRE) 7.80 3.30 1. 61 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK STREAM NUMBER 1 2 3 FLOW RATE ~UNOFF (CFS) 33.46 33.54 33.55 TABLE ** Tc (MIN. ) 19.56 19.67 19.72 INTENSITY (INCH/HOUR) 2.528 2.520 2.517 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 33.55 12.71 AS FOLLOWS, Tc(MIN.) = 19.72 **************************************************************************** FLOW PROCESS FROM NODE 634.00 TO NODE 6.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 27.0 INCH PIPE IS 19,7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.8 UPSTREAM NODE ELEVATION = 1068.00 DOWNSTREAM NODE ELEVATION = 1067.00 FLOWLENGTH(FEET) = 60,00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER{INCH) 27.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA (CFS) 33.55 TRAVEL TIME{MIN.) = 0.09 TC(MIN.) 19.82 1 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 11 ----------------------------------------------------------------------~----- ~ I I. March 7, 2001 (6:58PM) C:IMyFiiesltemplateslaes2.wpd >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM Page: 31 (~,~~ MEMORY<<<<< I ============================================================================ I ** MAIN STREAM NUMBER 1 STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOURI 33.55 19.82 2.510 AREA (ACRE) 12.71 I ** MEMORY STREAM NUMBER 1 BANK # RUNOFF (CFS) 100.56 3 CONFLUENCE DATA ** Tc INTENSITY (MIN. I (INCH/HOUR) 16.46 2.768 AREA (ACRE I 38.42 I *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** I I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 128.43 124.74 TABLE ** Tc (MIN. I 16.46 19.82 INTENSITY ( INCH/HOUR) 2,768 2.510 I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 128.43 51.13 AS FOLLOWS, Tc(MIN,) = 16.46 **************************************************************************** I FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 12 ---------------------------------------------------------------------------- I >>>>>CLEAR MEMORY BANK # 3 <<<<< ============================================================================ I ****************** ********************************************************* I 7.10 TO NODE 7,20 IS CODE = I I ASSUMED INITI SUBAREA UNIFORM DEVELOPMENT IS MMERCIAL TC = K*[(LENGTH**31/(EL ATION CHANGE}] **.2 INITIAL SUBAREA FLOW-LEN H = 610.00 UPSTREAM ELEVATION = 10 .00 DOWNSTREAM ELEVATION = 1 8.00 ELEVATION DIFFERENCE = r .00 TC = 0.303*[( 610.00**3}/( 12.00} 100 YEAR RAINFALL INTENSITY ( CHI SOIL CLASSIFICATION IS ncn COMMERCIAL DEVELOPMENT SUBAREA RUNOFF(CFSI TOTAL AREA (ACRES) = 8.649 3.886 ~~ )Jell 17 A-l...e- I = .8880 3.11 I FLOW PROCESS FROM NO 7.30 IS CODE = 6 \ \1 , , A.\ I II I I I I I I I I I I I I I I I I I Date: 12/21/00 File name: VV3100.RES Page 31 ============================================================================ ****************************** FLOW PROCESS FRO 6.00 IS CODE - 12 >>>>>CLEAR MEMORY- BAN ~~ 'f'tzeVlc1lb =================================================================11J1~===== **************************************************************************** FLOW PROCESS FROM NODE 7.10 TO NODE 7.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[ (LENGTH**3)/(ELEVATION CHANGEJ]**.2 INITIAL SUBAREA FLOW-LENGTH = 610.00 UPSTREAM ELEVATION = 1090.00 DOWNSTREAM ELEVATION = 1078.00 ELEVATION DIFFERENCE = 12.00 TC = 0.303*[( 610.00**3)/{ 12.00) ]**.2 100 YEAR RAINFALL INTENSITY (INCH/HOUR} = SOIL CLASSIFICATION IS "c" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8880 SUBAREA RUNOFF (CFS) 3.11 TOTAL AREA (ACRES) = 0.90 e- t 8.649 3.886 TOTAL RUNOFF(CFS} 3.11 **************************************************************************** FLOW PROCESS FROM NODE 7.20 TO NODE 7.30 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1078.00 580.00 = 30.00 DOWNSTREAM ELEVATION = CURB HEIGHT (INCHES) = 6. 1073.00 c>;r DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK INTERIOR STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSS FALL (DECIMAL) 0.020 20.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTIME COMPUTED USING MEAN FLOW{CFS) 4.10 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.38 HALFSTREET FLOODWIDTHIFEET) = 12.63 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.39 PRODUCT OF DEPTH&VELOCITY = 0.91 STREETFLOW TRAVELTIME(MIN) = 4.04 TC(MIN) = 12.69 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.175 SOIL CLASSIFICATION IS "c" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8857 SUBAREA AREA(ACRES} = 0.70 SUBAREA RUNOFF(CFS) SUMMED AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = 0.40 HALFSTREET FLOODWIDTH(FEET) 13.52 FLOW VELOCITY(FEET/SEC.) = 2.61 DEPTH*VELOCITY = 1.03 1. 97 5.07 . **************************************************************************** FLOW PROCESS FROM NODE 7.30 TO NODE 7.00 IS CODE = 3 ---------------------------------------------------------------------------- A."V I I I I I I I I 1 I I I I I I I I I I Date: 12/21/00 File name: VV3100.RES Page 32 >>>>>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 7.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.9 UPSTREAM NODE ELEVATION = 1073.00 DOWNSTREAM NODE ELEVATION = 1072.00 FLOWLENGTH(FEET) = 60.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER{INCH) 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) 5.07 TRAVEL TIME (HIN.) = 0.15 TC (MIN. ) 12.84 1 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 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.) 12.84 RAINFALL INTENSITY(INCH/HR) = 3.16 TOTAL STREAM AREA(ACRES) = 1.60 PEAK FLOW RATE (CFS) AT CONFLUENCE = 5.07 **************************************************************************** FLOW PROCESS FROM NODE 7.40 TO NODE 7.50 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*( (LENGTH**3J/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 625.00 UPSTREAM ELEVATION = 1090.00 DOWNSTREAM ELEVATION = 1078.00 ELEVATION DIFFERENCE = 12.00 TC = 0.303*(( 625.00**3)/{ 12.00)]**.2 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8879 SUBAREA RUNOFF(CFS) 2.40 TOTAL AREA(ACRES) = 0.70 l-3 8.776 3.857 TOTAL RUNOFF (CFS) 2.40 **************************************************************************** FLOW PROCESS FROM NODE 7.50 TO NODE 7.60 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1078.00 600.00 ~ 30.00 DOWNSTREAM ELEVATION = CURB HEIGHTIINCHES) ~ 6. 1073.00 e-'1 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK INTERIOR STREET CROSSFALL(DEClMAL} 0.020 OUTSIDE STREET CROSS FALL (DEClMALI 0.020 20.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.36 HALFSTREET FLOODWIDTH(FEET) = 11.74 3.22 ","? I I I I I I I I I I I I I I I I I I I Date: 12/21/00 File name: VV31QO.RES Page 33 AVERAGE FLOW VELOCITY(FEET/SEC.} = 2.15 PRODUCT OF DEPTH&VELOCITY = 0.78 STREET FLOW TRAVELTIME(MIN) = 4.64 TC(MIN) = 13.42 100 YEAR RAINFALL INTENSITY (INCH!HOUR) = 3.083 SOIL CLASSIFICATION IS "en COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8854 SUBAREA AREA (ACRES) = 0.60 SUBAREA RUNOFF(CFS) SUMMED AREA(ACRES) = 1.30 TOTAL RUNOFF (CFS) END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = 0.38 HALFSTREET FLOODWIDTH (FEET) 12.63 FLOW VELOCITY(FEET!SEC.) = 2.35 DEPTH*VELOCITY = 0.89 1.64 4.03 **************************************************************************** FLOW PROCESS FROM NODE 7.60 TO NODE 7.00 IS CODE "" 3 >>>>>COMPUTE PIPEFLQW 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 5.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.3 UPSTREAM NODE ELEVATION = 1073.00 DOWNSTREAM NODE ELEVATION = 1072.00 FLOWLENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA (CFS) 4.03 TRAVEL TIME(MIN.) == 0.06 TC(MIN.l 13.48 1 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 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.) 13.48 RAINFALL INTENSITY (INCH/HR) = 3.08 TOTAL STREAM AREA (ACRES) = 1.30 PEAK FLOW RATE (CFS) AT CONFLUENCE = 4.03 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 5.07 2 4.03 Tc (MIN. I 12.84 13,48 INTENSITY (INCH/HOURI 3.156 3.076 AREA (ACRE) 1. 60 1. 30 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. .. PEAK FLOW RATE TABLE .. STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) ( INCH/HOURl 1 8.92 12.84 3.156 2 8.98 13.48 3.076 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: N'v I I I I I I I I I I I I I I I I I I I Date: 12/21/00 File name: VV3100.RES Page 34 PEAK FLOW RATE(CFSj TOTAL AREA(ACRES) = 8.92 2.90 Tc (MIN.) = 12.84 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.3 INCHES PIPEFLOW VELOCITY (FEET/SEC. 1 = 5.1 UPSTREAM NODE ELEVATION = 1072.00 DOWNSTREAM NODE ELEVATION = 1070.50 FLOWLENGTH(FEET) = 280.00 MANNING'S ESTIMATED PIPE DIAMETER (INCH) 21.00 PIPEFLOW THRU SUBAREA (CFS) 8.92 TRAVEL TIME(MIN.} = 0.92 TC(MIN.) N = 0.013 NUMBER OF PIPES 1 13.75 **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 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.) 13.75 RAINFALL INTENSITY (INCH/HR) = 3.04 TOTAL STREAM AREA(ACRES) = 2.90 PEAK FLOW RATE(CFSJ AT CONFLUENCE = 8.92 **************************************************************************** FLOW PROCESS FROM NODE 8.10 TO NODE 8.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>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 = 1112.50 DOWNSTREAM ELEVATION = 1103.00 ELEVATION DIFFERENCE = 9.50 TC = 0.359*[( 550.00**31/( 9.50)]**.2 100 YEAR RAINFALL INTENSITY lINCH/HOURI = SOIL CLASSIFICATION IS "Bit CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF (CFS) 18.41 TOTAL AREA (ACRES) = 6.20 e~5 10.093 3.583 = .8287 TOTAL RUNOFF(CFSI = 18.41 **************************************************************************** FLOW PROCESS FROM NODE 8.20 TO NODE 8.30 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1103,00 500.00 = 30,00 DOWNSTREAM ELEVATION = CURB HEIGHT (INCHES) = 6. 1089.50 c~~ DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK INTERIOR STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 20.00 A;;; I I I I I I I I I 1 I I I I I I I I I Date: 12/21/00 File name: VV3100.RES Page 35 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 30.43 STREETFLQW MODEL RESULTS: STREET FLOWDEPTH{FEET}::: 0.47 HALFSTREET FLOODWIDTH(FEET)::: 17.09 AVERAGE FLOW VELOCITY(FEET/SEC.)::: 5.01 PRODUCT OF DEPTH&VELOCITY ::: 2.34 STREET FLOW TRAVELTIME(MIN) = 1.66 TC(MIN) = 11.76 100 YEAR RAINFALL INTENSITY(INCH/HOUR)::: 3.306 SOIL CLASSIFICATION IS "s" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT::: .8242 SUBAREA AREA(ACRES}::: 8.80 SUBAREA RUNOFF(CFS) SUMMED AREA (ACRES) ::: 15.00 TOTAL RUNOFF (CFS) END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) ::: 0.52 HALFSTREET FLOODWIDTH{FEET) 19.76 FLOW VELOCITY(FEET/SEC.) ::: 5.27 DEPTH*VELOCITY = 2.75 23.98 42,38 **************************************************************************** FLOW PROCESS FROM NODE 8.30 TO NODE 8.40 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM NODE ELEVATION = 1083.00 DOWNSTREAM NODE ELEVATION = 1071.00 CHANNEL LENGTH THRU SUBAREA (FEET) = 700.00 CHANNEL SLOPE = 0.0171 CHANNEL BASE (FEET) = 2.00 "2" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH (FEET) = 2.00 CHANNEL FLOW THRU SUBAREA (CFS) = 42.38 FLOW VELOCITY(FEET/SEC} = 9.74 FLOW DEPTH(FEET} 1.06 TRAVEL TIME(MIN..) = 1.20 TC(MIN.) = 12.95 **************************************************************************** FLOW PROCESS FROM NODE 8.30 TO NODE 8.40 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "B" CONDOMINIUM DEVELOPMENT RUNOFF SUBAREA AREA(ACRES) 13.00 TOTAL AREA (ACRESj 28.00 TC(MIN) = 12.95 3,141 Q-1 COEFFICIENT = .8212 SUBAREA RUNOFF{CFS) TOTAL RUNOFFICFSj = 33.53 75,91 **************************************************************************** FLOW PROCESS FROM NODE 8.40 TO NODE 8.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 45.0 INCH PIPE IS 34.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.3 UPSTREAM NODE ELEVATION = 1071.00 DOWNSTREAM NODE ELEVATION = 1070.50 FLOWLENGTH(FEET) = 100.00 MANNING'S ESTIMATED PIPE DIAMETER (INCH) 45.00 PIPEFLOW THRU SUBAREA {CFS} 75.91 TRAVEL TIME(MIN.} = 0.20 TC(MIN.) N = 0.013 NUMBER OF PIPES 1 13 .15 bfe, I I I I I I I I I 1 I I I I I I I I I Date: 12/21/00 File name: VV3100.RES Page 36 **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE == 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CQNFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ~=========================================================================== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN.) 13,15 RAINFALL INTENSITY (INCH/HR) = 3.12 TOTAL STREAM AREA(ACRES) = 28.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 75.91 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (eFS) 1 8.92 2 75.91 Tc IMIN.) 13,75 13 .15 INTENSITY ( INCH/HOURI 3.043 3.116 AREA (ACREI 2.90 28,00 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFSI 84.44 83.07 TABLE ** Tc (MIN. I 13 .15 13.75 INTENSITY ( INCH/HOUR) 3.116 3.043 COMPUTED CONFLUENCE PEAK FLOW RATE(CFSI TOTAL AREA (ACRES) = ESTIMATES ARE 84.44 30.90 AS FOLLOWS: Tc (MIN.I ~ 13 .15 **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE =- 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 51.0 INCH PIPE IS 37.9 INCHES PIPEFLOW VELOCITY (FEET/SEC. I ~ 7.5 UPSTREAM NODE ELEVATION = 1070.50 DOWNSTREAM NODE ELEVATION = 1069.00 FLOWLENGTH(FEET) = 440.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER (INCH) 51.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) 84.44 TRAVEL TIME (MIN.) = 0.98 TC (MIN.) 14.14 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 9.10 TO NODE 9.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< tW I I I I I I I I I I I I I I I I I I I Date: 12/21/00 File name: VV3100.RES Page 37 ===:=~====================================================================== ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*((LENGTH**3l/(ELEVATION CHANGEl] **.2 INITIAL SUBAREA FLOW-LENGTH = 950.00 UPSTREAM ELEVATION = 1079.00 DOWNSTREAM ELEVATION = 1070.00 ELEVATION DIFFERENCE = 9.00 TC = 0.709*[( 950.00**3)j( 9.001J**.2 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "e" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6998 SUBAREA RUNOFF{CFS) 12.01 TOTAL AREA (ACRES) = 8.20 27.969 2.093 TOTAL RUNOFF (CFS) 12.01 **************************************************************************** FLOW PROCESS FROM NODE 9.20 TO NODE 9.20 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. ) 27.97 RAINFALL INTENSITY (INCH/HR) = 2.09 TOTAL STREAM AREA (ACRES) = 8.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.01 **************************************************************************** FLOW PROCESS FROM NODE 7 . 30 TO NODE 9.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*((LENGTH**31/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 620.00 UPSTREAM ELEVATION = 1073.00 DOWNSTREAM ELEVATION = 1070.00 ELEVATION DIFFERENCE = 3.00 TC = 0.303*[( 620.00**3)/( 3.00)]**.2 11.524 100 YEAR RAINFALL INTENSITY (INCH!HOUR) = 3.341 SOIL CLASSIFICATION IS "c" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8863 SUBAREA RUNOFF(CFS) 2.07 TOTAL AREAIACRES) = 0.70 TOTAL RUNOFFICFS) 2.07 **************************************************************************** FLOW PROCESS FROM NODE 9.20 TO NODE 9.20 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 TIME OF CONCENTRATION (MIN.) 11.52 RAINFALL INTENSITY (INCH/HR) = 3.34 TOTAL STREAM AREA(ACRES) = 0.70 PEAK FLOW RATE{CFS) AT CONFLUENCE = 2.07 2 ARE: ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 12.01 Tc (MIN. ) 27.97 INTENSITY ( INCH/HOUR) 2.093 AREA (ACRE) 8,20 (:-6 C-4 '\ A~ I I I I I I I I I I I I I I I I I I I Date: 12/21/00 File name: vv3100.RES Page 38 0.70 2 2.07 11.52 3,341 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE TABLE ** RUNOFF Tc ICFSI IMIN. I 7.02 11,52 13.31 27.97 INTENSITY ( INCH/HOUR) 3.341 2.093 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 13.31 8.90 AS FOLLOWS: TC(MIN.} = 27.97 **************************************************************************** FLOW PROCESS FROM NODE 9.20 TO NODE 9.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.9 INCHES PIPEFLOW VELOCITY{FEET/SEC.) = 9.1 UPSTREAM NODE ELEVATION = 1070.00 DOWNSTREAM NODE ELEVATION = 1069.00 FLOWLENGTH(FEET) = 50.00 MANNING'S ESTIMATED PIPE DIAMETER (INCH) 18.00 PIPEFLOW THRU ~UBAREA(CFS) 13.31 TRAVEL TIMEIMIN.I' 0.09 TC(MIN.I N . 0.013 NUMBER OF PIPES 1 28.06 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK ~ 3 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM NUMBER 1 ** MEMORY STREAM NUMBER 1 STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) IMIN.) (INCH/HOUR) 13.31 28.06 2.090 AREA (ACRE) 8.90 BANK #- RUNOFF (CFSI 84.44 3 CONFLUENCE DATA ** Tc INTENSITY (MIN.) (INCH/HOUR) 14.14 3.000 AREA (ACRE) 30,90 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF ICFSI 91.15 72.14 .TABLE ** Tc (MIN. I 14.14 28.06 INTENSITY ( INCH/HOUR) 3.000 2.090 bt\ I I I I I I I I I I I I I I I I I I I Date: 12/21/00 File name: vv3100.RES Page 39 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRE8) ; ESTIMATES ARE 91.15 39.80 AS FOLLOWS: TcIMIN.) . 14.14 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 3 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 60.0 INCH PIPE IS 44.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.9 UPSTREAM NODE ELEVATION = 1069.00 DOWNSTREAM NODE ELEVATION 1068.50 FLOWLENGTH(FEET) = 290.00 MANNINGtS ESTIMATED PIPE DIAMETER (INCH) 60.00 PIPEFLOW THRU SUBAREA (CFS) 91.15 TRAVEL TIME(MIN.) = 0.82 TC(MIN.) N . 0.013 NUMBER OF PIPES 1 14.96 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 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.) 14.96 RAINFALL INTENSITY (INCH/HR) = 2.91 TOTAL STREAM AREA(ACRES) = 39.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 91.15 **************************************************************************** FLOW PROCESS FROM NODE 4.30 TO NODE 10.10 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 780.00 UPSTREAM ELEVATION = 1082.00 DOWNSTREAM ELEVATION = 1069.00 ELEVATION DIFFERENCE = 13.00 TC = 0.303*[( 780.00**31/( 13.00)]**.2 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "c" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8872 SUBAREA RUNOFF(CFS) 6.11 TOTAL AREA(ACRES) = 1.90 9.864 3.626 TOTAL RUNOFF (CFS) 6.11 **************************************************************************** FLOW PROCESS FROM NODE 10.10 TO NODE 10.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< e,IO ~C;7 I I I I I I I I I I I I I I I I I I I Date: 12/21/00 File name: VV3100.RES Page 40 ============================================================================ ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.5 UPSTREAM NODE ELEVATION = 1069.00 DOWNSTREAM NODE ELEVATION = 1068.50 FLOWLENGTH(FEET) = 40.00 MANNING1S N = 0.013 ESTIMATED PIPE DIAMETER (INCH) 18.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) 6.11 TRAVEL TIME (HIN.) = 0.10 TC (MIN. ) 9.97 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 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.) 9.97 RAINFALL INTENSITY (INCH/HR) = 3.61 TOTAL STREAM AREA (ACRES) = 1.90 PEAK FLOW RATE (CFS) AT CONFLUENCE = 6.11 **************************************************************************** FLOW PROCESS FROM NODE 7.60 TO NODE 10.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3}/(ELEVATION CHANGE}]**.2 INITIAL SUBAREA FLOW-LENGTH = 820.00 UPSTREAM ELEVATION = 1072.00 DOWNSTREAM ELEVATION = 1069.00 ELEVATION DIFFERENCE = 3.00 TC = 0.303*[( 82b.00**3)/( 3.00}]**.2 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8853 SUBAREA RUNOFF(CFS) 2.44 TOTAL AREA(ACRES) = 0.90 C-q 13 . 629 3.058 TOTAL RUNOFF (CFS) 2,44 **************************************************************************** FLOW PROCESS FROM NODE 10.20 TO NODE 10.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED P!PESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ESTIMATED PIPE DIAMETER (INCH) I~CREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.6 UPSTREAM NODE ELEVATION = 1069.00 DOWNSTREAM NODE ELEVATION = 1068.50 FLOWLENGTH{FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER (INCH) 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA (CFS) 2.44 TRAVEL TIME (MIN.) = 0.09 TC (MIN.) 13.72 1 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLOENCE<<<<< '$\ 1 I I I I I I I I I I I I I I I I I I Date: 12/21/00 File name: VV3100.RES page 41 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION (MIN.) 13.72 RAINFALL INTENSITY (INCH/HR) = 3.05 TOTAL STREAM AREA(ACRES} = 0.90 PEAK FLOW RATE(CFS} AT CONFLUENCE = 2.44 3 ARE: ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (erS) 1 91. 15 2 6,11 3 2,44 Tc (MIN. ) 14.96 9.97 13.72 INTENSITY ( INCH/HOUR) 2,912 3,606 3.047 AREA (ACRE) 39.80 1. 90 0.90 *********************************WARNING*************~******************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. .. PEAK FLOW RATE TABLE .. STREAM RUNOFF Tc INTENSITY NUMBER ICFS) (MIN. ) ( INCH/HOUR) 1 68.63 9.97 3.606 2 91. 21 13.72 3.047 3 98.41 14.96 2.912 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) 98,41 Tc (MIN.) = 14.96 TOTAL AREA (ACRES) = 42.60 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 6.00 IS CODE ~ 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 45.0 INCH PIPE IS 34.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.8 UPSTREAM NODE ELEVATION = 1068.50 DOWNSTREAM NODE ELEVATION = 1068.00 FLOWLENGTH(FEET) = 60.00 MANNING'S ESTIMATED PIPE DIAMETER (INCH) 45.00 PIPEFLOW THRU SUBAREA (CFS) 98.41 TRAVEL TIME(MIN.) = 0.09 TC(MIN.) N = 0.013 NUMBER OF PIPES 1 15,05 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK ~ 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM NUMBER 1 STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) 98.41 15.05 2.902 AREA (ACRE) 42.60 ** MEMORY BANK * STREAM RUNOFF 1 CONFLUENCE DATA ** Tc INTENSITY AREA ?z" I I I I I I I I I I I I I I I I I I I Date: 12/21/00 File name: VV31QO.RES Page 42 NUMBER 1 (CFS) 125.30 (MIN. ) 16.46 (INCH/HOUR) 2.768 (ACRE) 51.12 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) ( INCH/HOUR) 1 212.96 15.05 2.902 2 219.17 16.46 2,768 COMPUTED CONFLUENCE PEAK FLOw RATE(CFSj TOTAL AREA (ACRES) = ESTIMATES ARE 219.17 93,72 AS FOLLOWS: Tc (MIN.) = 16.46 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE; 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ;;=======;=;================================================================ **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 11.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< =================================;========================================== DEPTH OF FLOW IN 63.0 INCH PIPE IS 49.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.1 UPSTREAM NODE ELEVATION = 1068.00 DOWNSTREAM NODE ELEVATION = 1066.00 FLOWLENGTH(FEET) = 300.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) 63.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) 219.17 TRAVEL TIME(MIN.) = 0.41 TC(MIN.} 16.87 **************************************************************************** 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.) = 16.87 RAINFALL INTENSITY (INCH/HR) = 2.73 TOTAL STREAM AREA(ACRES) = 93.72 PEAK FLOW RATE(CFS} AT CONFLUENCE = 219.17 **************************************************************************** FLOW PROCESS FROM NODE 0.00 TO NODE 11.10 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ======================================================;===================== ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC ~ K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 320.00 UPSTREAM ELEVATION = 1067.00 0.-8 53 I I I I I I I I I I I I I I I I I I I Date: 12/21/00 File name: VV3100.RES page 43 DOWNSTREAM ELEVATION 1066.00 ELEVATION DIFFERENCE 1.00 TC '" 0.303*[( 320.00**3)/( 1.00)]**.2 100 YEAR RAINFALL INTENSITY (INCH/HOUR) '" SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF (CFS) 1.30 TOTAL AREA(ACRES) = 0.40 9.653 3.668 = .8874 TOTAL RUNOFF(CFS} 1.30 **************************************************************************** FLOW PROCESS FROM NODE 11.10 TO NODE 11.00 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 3.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.} = 5.4 UPSTREAM NODE ELEVATION = 1066.50 DOWNSTREAM NODE ELEVATION = 1066.00 FLOWLENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER{INCH) 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA (CFS) 1.30 TRAVEL TIME(MIN.) = 0.06 TC(MIN.) 9.72 1 **************************************************************************** FLOW PROCESS FROM NODE 11. 00 TO NODE 11.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VAL~ES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN. ) 9.72 RAINFALL INTENSITY (INCH/HR) = 3.66 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE (CFS) AT CONFLUENCE = 1.30 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 219.17 2 1. 30 Tc (MIN. ) 16.87 9.72 INTENSITY (INCH/HOUR) 2.732 3.655 AREA (ACRE) 93.72 0.40 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFSI (MIN, I (INCH/HOUR) 1 127.48 9.72 3.655 2 220.14 16.87 2.732 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRESJ '" ESTIMATES ARE 220.14 94.12 AS FOLLOWS: Tc(MIN.) = 16.87 9\ I I I I I I I I I I I I I I I I I I I Date: 12/21/00 File name: VV3100.RES Page 44 FLOW PROCESS FROM NODE 11.00 TO NODE **************************************************************************** 11.00 IS CODE = 11 >>>>>CQNFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM NUMBER 1 STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY (ers) (MIN.) (INCH/HOUR) 220.14 16.87 2.732 ** MEMORY STREAM NUMBER 1 BANK # RUNOFF (CFS) 78.69 2 CONFLUENCE DATA ** Tc INTENSITY (MIN.) (INCH/HOURI 21.71 2.393 AREA (ACRE) 94.12 AREA (ACRE) 40.08 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFSI (MIN. ) ( INCH/HOUR) 1 281.32 16.87 2,732 2 271.47 21. 71 2,393 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRESl = ESTIMATES ARE 281. 32 134.20 AS FOLLOWS: Tc (MIN.) = 16.87 FLOW PROCESS FROM NODE 11.00 TO NODE **************************************************************************** 3 12.00 IS CODE = >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 81.0 INCH PIPE IS 63.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.4 UPSTREAM NODE ELEVATION = 1066.00 DOWNSTREAM NODE ELEVATION = 1065.00 FLOWLENGTH(FEET) = 350.00 MANNING'S ESTIMATED PIPE DIAMETER{INCH) 81.00 PIPEFLOW THRU SUBAREA(CFS) 281.32 TRAVEL TIME(MIN.) = 0.62 TCIMIN.) N = 0.013 NUMBER OF PIPES 1 17.50 FLOW PROCESS FROM NODE 12.00 TO NODE **************************************************************************** 12.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 13 .10 TO NODE **************************************************************************** 13.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[ (LENGTH**3J/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 850.00 UPSTREAM ELEVATION = 1107.50 S-l ?C I I I I I I I I I I I I I I I I I I I Date: 12/21/00 File name: VV3100.RES Page 45 DOWNSTREAM ELEVATION 1090.00 ELEVATION DIFFERENCE 17.50 TC = 0.303*[ (850.00**3)/( 17.50)]**.2 100 YEAR RAINFALL INTENSITY (INCH!HOUR) = SOIL CLASSIFICATION IS "e" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) 2.58 TOTAL AREA(ACRES) = 0.80 9.787 3.641 ; .8873 TOTAL RUNOFF (CFS) 2.58 **************************************************************************** FLOW PROCESS FROM NODE 13.10 TO NODE 13.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.641 SOIL CLASSIFICATION IS "c" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8364 SUBAREA AREA(ACRES) 7.00 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) 7.80 TOTAL RUNOFF (CFS) = TC(MIN) = 9.79 s- 1.6 21. 32 23.90 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 20.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1090,00 470.00 ; 38.00 DOWNSTREAM ELEVATION = 1080.00 CURB HEIGHT(INCHES) = 6. DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CRQSSFALL (DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL} 0.020 S~J- 36,00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 24.95 STREETFLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE" BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = 0.56 HALFSTREET FLOODWIDTH(FEET) = 21.75 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.15 PRODUCT OF DEPTH&VELOCITY = 2.89 STREETFLOW TRAVELTIME(MIN) = 1.52 TC(MIN} = 11.31 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.374 SOIL CLASSIFICATION IS "Cn COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8864 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) SUMMED AREA(ACRES) = 8.50 TOTAL RUNOFF (CFS) END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = 0.56 HALFSTREET FLOODWIDTH(FEET) 21.75 FLOW VELOCITY(FEET/SEC.) = 5.36 DEPTH*VELOCITY = 3.01 2.09 26.00 **************************************************************************** FLOW PROCESS FROM NODE 15.10 TO NODE 15,00 IS CODE; 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.374 :J~~ ~ I I I I I I I I I I I I I I I I I I I Date: 12/21/00 File name: VV31QO.RES Page 46 SOIL CLASSIFICATION IS SINGLE-FAMILY(1/4 ACRE SUBAREA AREA(ACRES) TOTAL AREA (ACRES) TC(MIN) ~ 11.31 "e" LOT) RUNOFF COEFFICIENT = .8322 2.40 SUBAREA RUNOFF(CFS) 10.90 TOTAL RUNOFF (CFSl = 6.74 32.74 s-~ FLOW PROCESS FROM NODE 8 **************************************************************************** 15.00 TO NODE 20.00 IS CODE = >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.374 SOIL CLASSIFICATION IS "C" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8322 SUBAREA AREA(ACRES) 4.00 SUBAREA RUNOFF (CFS) TOTAL AREA(ACRES) 14.90 TOTAL RUNOFF (CFS) = TC(MIN) ~ 11.31 11.23 43.97 S-4 FLOW PROCESS FROM NODE 6 **************************************************************************** 20.00 TO NODE 30.00 IS CODE = >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH{FEET) DOWNSTREAM ELEVATION = 1070.00 CURB HEIGHT(INCHES) = 6. ============================================================================ 1080.00 470.00 = 38.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK 36.00 INTERIOR STREET CROSSFALL (DECIMAL) 0.020 OUTSIDE STREET CROSS FALL (DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 44.81 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) = 0.66 HALFSTREET FLOODWIDTH(FEET) = 26.88 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.10 PRODUCT OF DEPTH&VELOCITY = 4.05 STREETFLOW TRAVELTIME(MIN) = 1.28 TC(MIN) = 12.59 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.188 SOIL CLASSIFICATION IS "c" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8858 SUBAREA AREA (ACRES) = 0.60 SUBAREA RUNOFF(CFS) SUMMED AREA (ACRES) = 15.50 TOTAL RUNOFF (CFS) END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH{FEET) = 0.68 HALFSTREET FLOODWIDTH(FEET) 27.45 FLOW VELOCITY(FEET/SEC.} = 5.97 DEPTH*VELOCITY = 4.03 1. 69 45.66 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 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.) 12.59 RAINFALL INTENSITY (INCH/HR) = 3.19 7-':5 51r I I I I I I I I I I I I I I 1 I I I I I Date: 12/21/00 File name: VV3100.RES Page 47 TOTAL STREAM AREA (ACRES) = 15.50 PEAK FLOW RATE (CFS) AT CONFLUENCE = 45.66 **************************************************************************** FLOW PROCESS FROM NODE 13.20 TO NODE 25.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*( (LENGTH**3l/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 620.00 UPSTREAM ELEVATION = 1090.00 DOWNSTREAM ELEVATION = 1077.00 ELEVATION DIFFERENCE = 13.00 TC = 0.303*[{ 620.00**3)/( 13.00)]**.2 100 YEAR RAINFALL INTENSITY (INCH/HOUR) "" SOIL CLASSIFICATION IS "c" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8880 SUBAREA RUNOFF(CFS) 2.77 TOTAL AREA {ACRES} = 0.80 S-lo 8.595 3.899 TOTAL RUNOFF (CFS) 2.77 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 30.00 IS CODE "" 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1077.00 810.00 ~ 38.00 DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. 1070.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK 36.00 INTERIOR STREET CROSSFALL(DECIMAL} 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTIME COMPUTED USING MEAN FLOW{CFS} 4.10 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.38 HALFSTREET FLOODWIDTH(FEET} = 12.62 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.39 PRODUCT OF DEPTH&VELOCITY = 0.91 STREETFLOW TRAVELTIME(MIN) = 5.64 TC(MIN) = 14.23 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.989 SOIL CLASSIFICATION IS "c" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8850 SUBAREA AREA (ACRES) = 1.00 SUBAREA RUNOFF(CFS) SUMMED AREA(ACRES) "" 1.80 TOTAL RUNOFF(CFS) END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH{FEET) = 0.41 HALFSTREET FLOODWIDTH(FEET) 14.33 FLOW VELOCITY(FEET/SEC.) = 2.49 DEPTH*VELOCITY = 1.03 2,64 5.41 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS COOE ~ 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.) = 14.23 S-1 ~ I I I I I I I I I I I I I I I I I I I Date: 12/21/00 File name: VV31QO.RES Page 48 RAINFALL INTENSITY{INCH/HR) 2.99 TOTAL STREAM AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.41 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 45.66 2 5.41 Tc (MIN.) 12.59 14.23 INTENSITY ( INCH/HOUR) 3.188 2.989 AREA (ACRE) 15.50 1.80 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE .. STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) ( INCH/HOUR) 1 50,45 12.59 3.188 2 48,22 14.23 2.989 1DfJ:h..- 0..0V-> i tJ WWVl-e ~ COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA{ACRES) = ESTIMATES ARE 50.45 17 .30 AS FOLLOWS: Tc (MIN.) = 12.59 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 12.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COM~UTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW}<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.0 INCHES PIPEFLOW VELOCITY{FEET/SEC.) = 9.2 UPSTREAM NODE ELEVATION = 1066.00 DOWNSTREAM NODE ELEVATION = 1065.00 FLOWLENGTH{FEET) = 120.00 MANNING'S ESTIMATED PIPE DIAMETER{INCH) 36.00 PIPEFLOW THRU SUBAREA (CFS) 50.45 TRAVEL TIME(MIN.} = 0.22 TC(MIN.) N = 0.013 NUMBER OF PIPES 1 12.81 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM NUMBER 1 STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) (HIN.) (INCH/HOUR) 50.45 12.81 3.160 AREA (ACRE) 17.30 ** MEMORY STREAM NUMBER 1 BANK # RUNOFF (CFS) 281.32 AREA (ACRE) 134.20 1 CONFLUENCE DATA ** Tc INTENSITY (MIN. ) (INCH/HOUR) 17.50 2.680 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ~'l\. I I I I I I I I I I I I I I I I I I I Date: 12/21/00 File name: VV3100.RES page 49 ************************************************************************** H PEAK FLOW RATE TABLE ** STREAM RUNOFF To INTENSITY NUMBER ICFS) IMIN, I I INCH/HOUR) 1 256.38 12.81 3.160 2 324.12 17.50 2.680 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE 324.12 151.50 AS FOLLOWS: Tc (MIN.) = 17.50 ============================================================================ END OF STUDY SUMMARY; PEAK FLOW RATE(CFS) = TOTAL AREA(ACRES) = 324.12 151.50 Tc (MIN.) = 17.50 ===========================================================================~ 1 END OF RATIONAL METHOD ANALYSIS cp I I I I I I I I I I I I I I I I I I I . . . C[JNSU I..TI N G Appendix B Storm Drain Hydraulic Analysis '-\ I I I I I I I I I Ii I I I I I I I I I ~ CONSULTING JOB 15-'10/'131 SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE PL.ANNING . DESIGN . 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"'''' 0 " 0 0 0 0 0 0 0 0 0 . <OJ 0 Q 0 0 0 0 0 0 0 0 0 . '" - . . . 0 . 0'" 0 0 0 0 0 0 0 0 0 . ",H . "'''' .. ... ... "" ... .. ... ... .. . "'H ... ... "" .. ... .. "" ... ... . ,"n w w w w w w w w w . :I' . t< . " . 0 0 0 0 0 0 0 0 0 0 : !i1 . H H H >" H H H H H . 0 '" " " '" '" '" '" '" '" . "' 0 0 0 0 0 0 0 0 0 . '0 . '" . '" . . 0," H >" H H H H H H H . HQ . ,.'" en \n en \n en en en en <.n . , 0 0 0 0 0 0 0 0 0 . . . . HOJ . 0" 0 0 0 0 0 0 0 0 0 . Ol . "OJ 0 0 0 0 0 0 0 0 0 . 0' 0 0 0 0 0 0 0 0 0 . . . 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . . N to 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . '" t< 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . . . "' . H" 0 0 0 0 0 0 0 0 0 . ",0 '0 . '" ,. . Gl . ~ "' 0 0 0 0 0 0 0 0 0 . . ID 0 0 0 0 0 0 0 0 0 . '" 0 0 0 0 0 0 0 0 0 '" W H o H <D H '" H ,... o -' o '" o w o ~ H H o -' W \n '" ,... ~ \n ~ '" o ... '" H ,... H o -' <D '" o o o o o ~ ~ W ,... '" o o o o o o o o o o o o o '" o '" ... '" ... 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"'OJ ~. OH 0 0 0 0 0 0 0 0 0 . 0" 00 "lln 0 "" 0 " 0 "" 0 "" 0 "" 0 "" 0 "" 0 " 0 "" . '" "' ro H'" . '" "'''' 0, t< 0 '" 0 '" 0 '" 0 '" 0 00 0 00 0 '" 0 '" 0 '" * t<Q "' 0 '" 0 N 0 N 0 N 0 '" 0 N 0 '" 0 '" 0 N . >< H W W W W '" N H H H . N t< . , H . H (J) . ",(J) ~ '" 0 0 0 0 0 0 0 0 0 . t-'C ~ H . ",,,, 0 " 0 0 0 0 0 0 0 0 0 . <OJ 0 Q 0 0 0 0 0 0 0 0 0 . '" - . . . 0 . 0'" 0 0 0 0 0 0 0 0 0 . ",H . '0,", ~ ~ ... ... ... ... ~ ... ... . ,",H ~ ~ ... ... ... ... ~ ... ... . ,"n w w w w w w w w w . :>- . t< . " . 0 0 0 0 0 0 0 0 0 0 ~ ~ . H H .... H H H H H .... . 0 N N N '" N N N N N . "' 0 0 0 0 0 0 0 0 0 . '" * '" * '" . . 0," .... .... H H H H .... H H . HQ . :>-'"' In In en In In In In In In . , 0 0 0 0 0 0 0 0 0 . . . . HID . 0:>- 0 0 0 0 0 0 0 0 0 * (J) . "'" 0 0 0 0 0 0 0 0 0 . 0' 0 0 0 0 0 0 0 0 0 . . . 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . . N N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . '" t< 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . . . '" . H" 0 0 0 0 0 0 0 0 0 . ",0 '0 . '" ,. . Q . ~ "' 0 0 0 0 0 0 0 0 0 . . tIl 0 0 0 0 0 0 0 0 0 . '0 0 0 0 0 0 0 0 0 0 '" ~ H o >-" CO A '" H H o "" N N o A A W H H o " '" '" W H A re\ . \ "', \') o H '" o H H o "" CO N W o o o o ... ... W >-" \n o o o o o o o o o o o 3- ~ 1. 'f ..J: 1'.- \J' 3 ,\ \J"' - ~ - s p . IJ' (i- t; Ii +- - Q - ~ J> II ~, ~'< - ~. \ I" - (j ...l "----/ . cr~ I' u'\ - \I ~ , ~\~ .J:. '" - - ~ I" ~ " \) - - -I> \~\ I I I I I I I I I I I I I I I I I I I Appendix C Catch Basin Calculations CONSULTING , \ ~'V" I I} I I I I I I I I~"':J I I I I I I , , _i"".. "'-1 i J I I HYDRAUliC DESIGN, ON-GRADE CATCH BASIN Project: Tract ZLt I:?b Catch Basin Number: e, - I 100year Discharge (from Rational Method) (cfs): if: ~ IOO-year Discharge (from Rational Method) (cfs): 4.0 - (,ncJvcles I as currycver\'rcll\ '6 Carryover from C.B. No. s-~ = (cfs): I CfS Total Design Discharge (cfs): 8, L Flow Depth (ft): 0, '35 Street Slope: .3 910 - Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL-ILt ' W=21' Discharge Intercepted (cfs): 8. L Carryover to Downstream Point (cfs): .f:) Facility Receiving Carryover: tv, A -.. ..,.{.....:;.-.:'.: ""j.; ", I , ,,' ., .. . , .' .;.... ,.. .~:.' '..... .~.:~o_.._._ '." -.-" . "'. .~.~...\~:;. :/.:' .7.>;',;.. . ....~...:-..~.. ':,..:;-",:..-;;?:~~ I I, I '-...,-" \'b~ HYDRAUUC DESIGN, SUMP CATCH BASIN Project: Tract ZLtl36 Catch Basin Number: e,- 2. lO-year Discharge (from Rational Method) (cfs): II. t lOO-yearDischarge (from Rational Method) (cis): 2.1.1 Carryover from C.B. No. N.A. = (cfs):..eY Total Design Discharge (cis): 2/. 7- Maximum Ponding Depth (ft): 1.10' Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL-15 W = It' Discharge Intercepted (cis): 21. 7- \'fA I I I I I I I I I I I I I I I I I I I Hydraulic Design, Sump Catch Basin Project: PRloYV\t., to.t 5>0{ ) 1n..r.;t 1'10, &41 '?,b Catch Basin Number: fb..:;; 100-year Discharge (from Rational Method) (cfs): 14. v Carryover from C,B. No. - = (cfs): Total Design Discharge (cfs): 14-. v Maximum Ponding Depth (ft): 0 . 0'? f( Use the City of Los Angeles Nomogram- Capacity, Curb Inlet at Sag w= , "1,0 Discharge Intercepted (cfs): i"l. t. u':>\~ e..\'1'1 (k LA II :,VrP" 11..1~ tU!(..'\? Ot'eh.lil".c'..... Cl~--( bo Jt'i"",'""""..... ~t ;)cUo ------r-- - -- l-VI,s i I I \~ I~ .... II I I I I I I I I{ I I I I I I I "Rgbert "Bei1l.. 'William "Frost C&c71ssociates Po.OFESS10NAL ENGINEERS. PLANNERS & SURVEYORS 14j25 AL.70N PARKWAY ~ P.O. 50X \9739 -IRVINE. CA 92718 (7141472-3505. FAX (7141472-8373 ~.~-T-."-~I~io.i;-~t:Sr~f-~jet , /' Q,Co=' ]_8 ~FS JOBNQ Z..5S3oS SCALE CALCULATED BY .- ,":'\,!-;1.- DATE CHECKED 8Y DATE TITLE fCo.tc~~'ll 0-€f) , ,LJsef<CFr" Cot'ccrck OD:;I]::C1 C,T?;!}O , ~ _ Ll..-~~\ r i-_Dr_~'.: _;'iC\. . -7? , .......1 g;iJf!\JJn':.. ._.i....f~;. ::"_~,.!.~:"; ~ --... .. - .. ..:. .. ". - . "2 -'/""'1 - /',~) \. 6 ... " -.,r \,l.z. " -', ') """ ',>' "-\. ..\-...1."; I-J}, -''-''.1 .. C?= rZ,"7 CFS uu ,'- FfL'~ h -, eLL - - ~ .- <" , ..- ~,' .:..2.EL:...l'3 _.rL::- li~,~:.c ::::'j' --1 \......."../\~,........ . L... '. -/ 0.= 0,9t '=::.6. s" 6!_~~"...~ !~'/I --,,-,.-- -. iC'j / 1-' _ \^ /,~ _ U!"uvv!d,"'- -:1 r,' 7. '_../ h I'") > .=..:' !._:~ ..!._ .u. _ _.__.___.__....._"-.._.___..,.-___.___. ___,uU__"'_"U_'_ . I I 13 PrQn.. L 10.0.rS 8 ~ .........; = . ., Q: CL-1-i~ . ',"r ~.. r,' ,'~ n -r;~:'-,C: ~-. /). .......___..... ." -'I v-' '--: ~-L:_~:. ~- .r""\ ==. .....:., j <:.y ''-'J ~! 3.2.5) ( .75 ,i r'1 -G; :: 6.3 :- ., z. ~ _ !_7,B._) /,; Ii U3)C;1:zs.lj" h = C;.E.~. I~. IO,j'/ " /0,3 L I",..~ Ii h ....~.... nIl ~" . -,:..../<..._1.... _ ----.1-----. _.u .--1. . :k)!.cIr-. (1" ~C'L::.". SHEET NO :3 _"iQ _ 0 ! \... '" i II _.1__ -'1 6,5/1 "j ...------. \~ I I I I I I I I I I I I I I I I I I I Hydraulic Design, Sump Catch Basin Project: p" lo"""... cU-l :'01 - 1'( "'l-'" ""0, a41~1o Catch Basin Number: 0- 5 100-year Discharge (from Rational Method) (cfs): 1'5. '1'? Carryover from C.B. No. - Total Design Discharge (cfs): \"7, "'l '? Maximum Ponding Depth (ft): O. eo (1' Use the City of Los Angeles Nomogram- Capacity, Curb Inlet at Sag w= ~.o H Discharge Intercepted (cfs): I <j , "\-;, \hI W<o (0<1'-1 \' SVvl P -I of l..A 1"-1>7<,: e0(~f> = (cfs): OP<i.0t...o{;, Q..\-\ p\yt..1" I I l..l-' \-:, I ~']...v....... Oee, do:o \ tt,' I I **************************************************************************** I HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-98 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/98 License ID 1264 I Analysis prepared by: I Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, CA 92618 ---------------------------------------------------------------------------- TIME/DATE OF STUDY, 10,21 2/ 5/2001 I ============================================================================ I ************************** DESCRIPTION OF STUDY ************************** * STREET FLOW AT CATCH BASIN B-6 * * * * * ************************************************************************** I **************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- I CONSTANT STREET GRADE (FEET/FEET) = 0.016400 CONSTANT STREET FLOW(CFS) = 4.00 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20,00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.017000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHT (FEET) ~ 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP (FEET) = 0.03000 CONSTANT SYMMETRICAL GUTTER-HIKE (FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS I I ~==========~================================================================ I STREET FLOW MODEL RESULTS, ---------------------------------------------------------------------------- I STREET FLOW DEPTH (FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) PRODUCT OF DEPTH&VELOCITY = 0.99 11.56 3.11 ============================================================================ 1 I I I I I I ~ I I **************************************************************************** I HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-98 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/98 License ID 1264 I Analysis prepared by: Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, CA 92618 I ---------------------------------------------------------------------------- TIME/DATE OF STUDY, 10,27 2/ 5/2001 I ============================================================================ I ************************** DESCRIPTION OF STUDY ************************** * CATCH BASIN B-6 * * CORTE ESTOYE ROAD * I * * ************************************************************************** I **************************************************************************** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ---------------------------------------------------------------------------- I Curb Inlet Capacities are approximated based on the 'Bureau of Public Roads nomograph plots for flowby basins and sump basins. I STREETFLOW(CFS) 4.00 GUTTER FLOWDEPTH(FEET) ~ 0.32 BASIN LOCAL DEPRESSION (FEET) 0.33 FLOWBY BASIN WIDTH (FEET) 13.00 I >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = r;::---' ~3.2 I >>>>CALCULATED ESTIMATED INTERCEPTION (CFS) 4.0 --------------------------------------------------------- ----------------- --------------------------------------------------------- ------------------ 1 I l% LJ ~ )4-~o I I I I I I ,too.. I I /'""'\ , 'j'} i.' I I I I I I I ~) I, 1 I I I I 'I '1"1 I I HYDRAUUC DESIGN, SUMP CATCH BASIN Project: PcJotnQ de-l Sol -rra.c1 2.413b Catch Basin Number: J)- I lO-year Discharge (from Rational Method) (cis): /3."1 lOO-yearDischarge (from Rational Method) (cis): J'1>.~ Carryover from C.B. No. = (cis):.e- ' Total Design Discharge (cis): /3.~ , Maximum Ponding Depth (it): D.B1 Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL-15 W = r.O' Discharge Intercepted (cis): r;,. 'I I ! ,Of) I I **************************************************************************** I HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-98 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/98 License ID 1264 I Analysis prepared by: Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, CA 92618 I ---------------------------------------------------------------------------- TIME/DATE OF STUDY, 16,21 3/ 7/2001 I ============================================================================ ************************** DESCRIPTION OF STUDY ************************** I * CATCH BASIN D-2 * * * * * ************************************************************************** I **************************************************************************** >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- I Curb Inlet Capacities are approximated based on the lBureau of Public Roads nomograph plots for flowby basins and sump basins. I BASIN INFLOW (CFS) = 12. 70 ~ 15.-t(-r Z41~........ +- 4.? 1'FL<:>V51 Gel ~ '$~ BASIN OPENING (FEET) = 0 _ 83 .,. .) L I ""'" DEPTH OF WATER(FEET) = 1.03 Oe; fV'Tpc..A jZ.i7.... I >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH{FEET) 4.30 ============================================================================ I 1 ~ \ w:: 1.17 I I I I I I I \0..\ I I I ?110C5il ru:>W e:. t;.a p-? I **************************************************************************** I HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (el Copyright 1982-98 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/98 License 10 1264 I Analysis prepared by: Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, CA 92618 I TIME/DATE OF STUDY, 15,59 3/ 7/2001 I ============================================================================ I ************************** DESCRIPTION OF STUDY . STREET FLOW DEPTH ANALYSIS - CALLE CABALLOS * SOUTH SIDE OF STREET . ************************** . . . ************************************************************************** I **************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<<<< I CONSTANT STREET GRADE (FEET/FEET) = 0.030000 CONSTANT STREET FLOW(CFS} = 11,90 AVERAGE STREETFLOW FRICTION FACTOR (MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH (FEET) = 20.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) 18.00 INTERIOR STREET CROSSFALL(DECIMAL} = 0.017000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHT (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 I I ============================================================================ I STREET FLOW MODEL RESULTS, ----~;~~~;-;~~~-~~;;~i;~~;)-:--~~~~-(:-------------~-~--~.J--ii;ji-- HALFSTREET FLOOD WIDTH(FEET} = 16,06 AVERAGE FLOW VELOCITY(FEET/SEC.) 5.07 PRODUCT OF DEPTH&VELOCITY = 2.00 I ============================================================================ 1 I I I I I I \u,,'Z-- I I **************************************************************************** I HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-98 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/98 License ID 1264 I Analysis prepared by: Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, CA 92618 I TIME/DATE OF STUDY, 16, 8 3/ 7/2001 I ============================================================================ ************************** DESCRIPTION OF STUDY ************************** I * CATCH BASIN D-3 * * ************************************************************************** I **************************************************************************** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< I Curb Inlet Capacities are approximated based on the 'Bureau of Public Roads nomograph plots for flowby basins and sump basins. I STREETFLOW(CFS} 11.90 GUTTER FLOWDEPTH(FEET) 0.40 BASIN LOCAL DEPRESSION(FEET} = 0.33 FLOWBY BASIN WIDTH (FEET) 14.00 I >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 31.1 * i , * * I >>>>CALCULATED ESTIMATED INTERCEPTION (CFS) D-~ ) '4.~ c::f7/Uv_ W ~";'I.J D-Z 7.1 IIotT'o ============================================================================ 1 V'?€ lJ':. \4-.0 I I I I I I I \ q,,?:J I I~ I I I I I I I 1/;) I I I I I I I \ I ) ) I I HYDRAUUC DESIGN, ON-GRADE CATCH B~ Project: irac..f '2..4-/3 b Catch Basin Number: e - I 10-year Discharge (from Rational Method) (cis): II.:; 100-year Discharge (from Rational Method) (cis): /8.0 Carryover from C.B. No. N/A' = (cis): rf Total Design Discharge (cis): /8.0 Flow Depth (ft): O.!tlt Street Slope: 30/0 . .. .' . Use City of Los Angeles (Department of Public Works) H:ydraulic' Design Manual, Chart Ll ~ It '. W = 21' DiScharge Intercepted (ds): /2.0 Carryover to Downstream Point (ds): 6.0 Facility Receiving OInyover:~:- ~ .' ;... . , . .~-~- ---~ ,-- .... \o...~ I I~ I I I I I I I I~"') I I I I I I - . . 1\ I I HYDRAUUC DESIGN, ON-GRADE CATCH BASIN ,; , " Project: Tro.c..+ 2.lfl3b Catch Basin Number: E,- (). lo-year Discharge (from Rational Method) (~): 0 lOo-year Discharge (from Rational Method) (cis): 0 Carryover from C.B. No. f:-f 6.0 = (cis): 6.0 Total Design Discharge (cis): Flow Depth (ft): 0, 3'7 Street Slope: 2 % Use City of Los Angeles (Department of Public Works) Hydraulic' Design Manual, Chart LL -/1 ' : W = Pt' DiScharge Intercepted (cis): 6,0 Carryover to DOWDStream Point (cis): $7i Facility Re~eiving ~~ve~fJ/A ' .. ;... . . --~-p. ~ \~ I I~ v I I I I I I I 1-') I I I I I I ' '.' I .. ", ", ...>....-.--' ..,'~ i . ~ _0- I ! I I HYDRAUUC DESIGN, ON-GRADE CATCH BASIN Project: Tf'o..c..T Z't13b Catch Basin Number: E ~:7 lo-year Discharge (from Rational Method) (ds): 1/. S lOo-year Discharge (from Rational Method) (ds): IB.o Carryover from C.B. No. N/A = (ds): ri Total Design Discharge (ds): J8.0 Flow Depth (ft): O. Lt"1- Street Slope: 2. 0/0 Use City of Los Angeles (Department of Public Works) Hydraulic' Design Manual, Chart LL ~ lit ' " W= 28' DiScharge Intercepted (ds): /1.0 Carryover to Downstream Point (ds): 1.0 Facility Receiving Quryove~: 0-2.. . '. , I I \,\(p I I') I 1 1 I I 1 I 1""1 I I I I I I , '~/ . . I :), I I HYDRAUliC DESIGN, ON-GRADE CATCH BASIN " , Project: Trad ZLtl36 Catch Basin Number: E: - It 10-year Discharge (from Rational Method) (cfs): Lt. 2. lOO-year Discharge .(from Rational Method) (cfs): 6. S tJ/A Carryover from C.B. No. = (cfs): fi Total Design Discharge (cfs): 6.5 flow Depth (ft): O. 3D Street Slope: 7- % Use City of Los Angeles (Department of Public Works) H:ydraulic ' Design Manual, Chart LL - I It ' ' W = 2.8' Discharge Intercepted (cfs): 6.5 Carryover to Downstream Point (cfs): f5 Facility Receiving Carryove~. fJ/A . .,'.' \0,\ I Ij I I I I I I I I~') I I I I I I " . "':.' '.-----.. ~ . ' I ) , I I ,; HYDRAUliC DESIGN, ON-GRADE CATCH BASIN . " , Project: Tra.d 2..Lt 136 Catch Basin Number: e, - 5 lo-year Discharge (from Rational Method) (cis): 7.'1 lOo-year Discharge (from Rational Method) (cis): /2.2. ~/A. Carryover from CE. No. = (cis): J2f Total Design Discharge (cis): J1.. Z. Flow Depth (ft): 0, 39 Street Slope: Lt. 1- () /0 Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL - Pt . W = 2.8' Discharge Intercepted (cfs): 11..2. Carryover to Downstream Point (cis): 0 Facility Receiving ~ove~ ,0/A. ,0", \~ I I I I I I I I I I I I I I I I I I I Hydraulic Design, Sump Catch Basin Project: 1r A0-t ;;;J41 '2>!o Catch Basin Number: E,' 10 100-year Discharge (from Rational Method) (cfs): \<l. , I Carryover from C.B. No. - = (cfs): Total Design Discharge (cfs): I . t Maximum Ponding Depth (ft): O,'/.'t (f C-0vv> fn7';1"v~) Use the City of Los Angeles Nomogram- Capacity, Curb Inlet at Sag , 1/ C.. w= '1-0 C'ffi-c.,\r'J 0..- 1,'11.:.-17 Discharge Intercepted (cfs): ,. 4 -Wv,-\ ;,.<5' (1L-(-l/n \Ol- 'in"'-' rwrJ .~ . l' II UQI- c;c - 0 c"-t (,.\.- v">''r,j CYI"t..--t 1-\...... 11 I::/<. 'l'v-.... \a..'\ I **************************************************************************** I HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License 10 1264 I Analysis prepared by: I Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, CA 92618 I TIME/O,TE OF STUDY: 10:36 12/15/2000 I ---------.------------------------------------------------------------------- ---------.------------------------------------------------------------------- , *** ";"-:******************* DESeRI PT I ON OF STUDY ************************** I Q * W * 1********************************************************************* I ~*********************************************************************** I TREETFlOW MODEL INPUT INFORMATION<<<< I iCONSTANT STREET GRAOECFEET/FEET) = 0.048000 ,\CONSTANT STREET FLOWCCFS) = 1.30 AVERAGE STREET FLOW FRICTION FACTORCMANNING) = 0.015000 I CONSTANT SYMMETRICAL STREET HALF-WIOTHCFEETl = 25.00 OI,TANCE FROM CROWN TO CROSSFALL GRAOEBREAKCFEET) 12.00 INTEOIOR STREET CROSSFALLCOECIMALl = 0.020000 OUTSIDE STREET CROSSFAlLCOECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHTCFEETl = 0.50 CONSTANT SYMMETRICAL GUTTER-WIOTHCFEETl = 1.50 CONSTANT SYMMETRICAL GUTTER-LIPCFEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKECFEET) = 0.12500 ~LOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS I I I ------------------------------------------------------------------------ ------------------------------------------------------------------------ STREET FLOW MODEL RESULTS: I STREET FLOW lJEPTH(FEET) = 0.22 HALFSTREET FLOOD WIOTHCFEET) = AVERAGE FLOW VELOCITYCFEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 0.83 4.80 3.73 I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I I I ~l'-h r~'><r"> s.-Io I . 'tIP