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32398 (2)r----�^ 31 | os; At N1N�N| i 's bcl 7 ( r--- • Appendix B Storm Drain System. Design Summary Rational Method Hydrology Design Q10 (10 year - 1 hour storm) Design Q100 (100 year - 1 hour storm) Pipe Size and Hydraulic Grade Line Tract No. 32398 C TRACT No: 32398 Summary Two - Point Precipitation Storm - Volumes (Point Percipitation Volumes From NOAA Atlas 14) 9/22/2005 . is Storm Volume Recurrance 2 Year 10 Year 100 Year . Storm Duration (inch) (inch) (inch) 1 Hour 0.39 0.83 1.85 3 Hour 0.58 1.17 2.33 6 Hour EE 0.77 1.49 2.78 24 Hour 1.01 1.95 3.54 9/22/2005 . is MDS C &ING HYDR09STUDY OIRVINE/ RETENTION BASINS CORONA/ LA QUINTA Tract 32398 Summary Three - Drainage Area List Storm Drain and Retention Basin Tributary Area SubTotals Drainage Areas 1 Drainage Areas 2 Drainage Areas 3 Drainage Areas 4 & 5 Drainage Areas.6 & 7 Drainage Areas 8 Drainage Areas 9 Offsite Drainage Areas ID Area Ac ID Area Ac ID Area Ac Area ID Ac ID Area Ac ID Area Ac ID Area Ac ID Area Ac 1 2 3 4 and 5 6 and 7 8 9 and 11 Off -Site Monroe 1 -1 3.9 SD 2A, 2 -1 2.1 3 -1 1.1 4-1 1.9 6 -1 1.1 8 -1 2.5 9 -1 1.2 Offsite Farm, 11 -2 9.3 1 -2 1.1 3 -2 4.1 1 4 -2 0.7 6 -2 0.7 8 -2 0.6 9 -2 0.6 1 -3 2.7 2 -2 2.1 SD 3A 5.2 4 -3 0.9 6 -3 2.0 8 -3 1.1 9 -3 0.9 1 -4 1.1 2 -3 0.9 4-4 1.0 SD 6A 3.8 8-4 0.6 SD 9A 2.7 SD 1A 8.8 2-4 0.6 3 -3 2.4 4-5 2.0 6 -4 0.4 8 -5 0.9 1 -5A 2.0 2 -5 0.7 3-4 2.1 4 -6 1.7 SD 6B 0.4 8 -6 1 0.9 CVWD Wellsite, 9-4 0.5 1 -58 1.8 SD 2B 4.3 3 -5 1.2 4 -7 0.8 6 -5 0.5 SD 8A 6.6 SD 9B 0.5 1 -6 2.0" SD 2A & 2B 6.4 3-6 2.0 SD 4A 9.0 SD 6C 0.5 8 -7 0.7 1 -7 1.1 3 -7 1.4 Basin 6,6-6 0.5 8-8 0.8 Basin 9 -5 0.4 1 -8 2.6 Basin 2, 2-6 1.6 3-8 1.3 SD SA 5 -1 2.0 8 -9 2.8 SD 1B 9.5 3 -9 2.3 Trib Area 6 4.7 8 -10 0.6 SD 1A & 1B 18.3 SD 3B 12.7 SD 4A & 5A 11.0 Trib + RB 6 5.2 8 -11 0.8 Trib Area 9 3.2 1 -9 2.8 SD 3A & 313 17.9 8 -12 1.5 Trib + RB 9 3.6 1 -10 0.8 5-2 1.0 SD 7A, 7 -1 1.6 ISD 8B 7.2 1 -11 2.0 Basin 3, 3 -10 1.2 5-3 1.7 SD 7B, 7 -2 2.5 ISD 8A & 8B 13.8 SD 1C 5.6 SD 5B 2.7 Monroe 8 -13 1.3 Monroe Q NW, 11 -1 0.6 SD 1D 1 -12 1.7 SD 4A, 5A & 5B 13.7 Basin 7 7 -3 0.3 Ave 60 8 -14 1.9 SD 1C & 1D 7.3 Ave 60 8 -15 0.9 SD 11A 0.6 Basin 5 5-4 0.4 Trib Area 7 4.1 SD 8C 4.1 CB & Drywell Basin 1, 1 -13 2.6 Trib + RB 7 4.4 Comm 8 -16 8.8 Basin 8, 8 -17 1.1 Trib + Drwl 11 0.6 Retention Basin 1 Retention Basin 2 Retention Basin 3 Retention Basin 4 & 5 Retention Basin 6 & 7 Basin 10, 8 -18 0.32 Trib Area 1 25.6 Trib Area 2 6.4 Trib Area 3 17.9 Trib Area 4 & 5 13.7 Trib Area 6 & 7 8.8 Trib + RB 1 28.2 Trib + RB 2 8.0 Trib + RB 3 19.1 Trib + RB 5 14.1 Trib + RB 6 &7 9.6 Retention Basins 1,2,3,5,6 &7 - Interconnected Retention Basin 8 Retention Basin 9 Offsite Trib Areas 1 thru 7 72.4 Acres Trib Area -8 26.7 Trib Area 9 3.2 Retention Basin Lot Areas 6.6 Acres Basins 8 &10 1.4 Basin 9, Lot NN 0.4 Trib Areas 1 thru 7 + Ret Basins 1,2,3,5,6 &7 79.0 Acres Trib + RB 8 &10 1 28.1 1 Trib + RB 9 3.!.j Offsite DA Total 9.3 9/22/2005 Totals - Onsite Basin Tributary area Retention Basin Lots Onsite Drainage Area Offsite DrainageAreas 102.3 6.5 108.8 9.3 TOTAL - Project Drainage Areas 118.1 TRACT NO. 32398, CITY OF LA QUINTA Page 1 of 1 Summary 3 Retention Basin G: \63100\gen\ Drainage Areas 9/22/2005 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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. 1.5A Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92714 -5644 Phone (949)251 -8821 Fax (949)251 -0516 Email :mdsirvine@mdsconsulting.net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • TRACT 32398 • BASIN #1 • Q10 HYDROLOGY FILE NAME: C:•\AES99 \HYDROSFT \RATRVSD \32398 \323981.010 TIME /DATE OF STUDY: 8:55 5/ 6/2005 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500 i 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 0.9621 SLOPE OF INTENSITY DURATION CURVE = 0.6000 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE _ '21 ---------------------------------------------------------------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< --------------- - - - - -- .ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)) * *.2 INITIAL SUBAREA FLOW - LENGTH = 745.00 UPSTREAM - ELEVATION = 426.50 DOWNSTREAM ELEVATION = 422.20 ELEVATION DIFFERENCE = 4.30 TC = 0.393 *[( 745.00 * *3) /( 4.30)] * *.2 = 15.508 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.167 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7533 SUBAREA RUNOFF(CFS).= 6.37 TOTAL AREA(ACRES) 3.90 TOTAL RUNOFF(CFS) = 6.3.7 FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 10 YEAR RAINFALL INT SOIL CLASSIFICATION IS SINGLE- FAMILY(1 /4 ACRE SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) _ TC(MIN) = 15.51 ENSITY(INCH /HOUR) = 2.167 B LOT) RUNOFF COEFFICIENT = .7533 1.20 SUBAREA RUNOFF(CFS) = 1.96 5.10 "TOTAL RUNOFF(CFS) = 8.32 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 3 >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.5 UPSTREAM NODE ELEVATION = - 416.20 DOWNSTREAM NODE ELEVATION = 415.60 FLOWLENGTH(FEET) = 305.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETERJINCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 8.32 TRAVEL TIME(MIN.) = 1.45 TC(MIN.) = 16.96 FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< -------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.053 •� SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7480 SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 4.15 TOTAL AREA(ACRES) = 7.80 TOTAL RUNOFF(CFS) = 12.47 TC(MIN) = 16.96 FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< -------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.053 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7480 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.69 TOTAL AREA(ACRES) = 8.90 i -TOTAL RUNOFF(CFS) = 14.16 TC(MIN) = 16.96 FLOW PROCESS FROM NODE 11.00 TO NODE 14.00 IS CODE = 3 ----------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------- DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 9.3 UPSTREAM NODE ELEVATION = 415.60 DOWNSTREAM NODE ELEVATION = 414.42 FLOWLENGTH(FEET) = 65.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 14.16 TRAVEL TIME(MIN.) = 0.12 TC(MIN.) = 17:08 ................................................ .............. I ................ FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:. TIME OF CONCENTRATION(MIN.) = 17.08 RAINFALL INTENSITY(INCH /HR) = 2.04 TOTAL STREAM AREA(ACRES) = 8.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.16 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.10 TO NODE 12.00 IS. CODE = 21 ---------------------------------------------------------'------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ----------------------------------------------------=----------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 800.00 UPSTREAM ELEVATION = 426.00 DOWNSTREAM ELEVATION = 421.20 ELEVATION DIFFERENCE = 4.80 TC = 0.393 *[( 800.00 * *3) /( 4.80)] * *.2 = 15.833 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.140 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7521 SUBAREA RUNOFF(CFS) = 6.12 TOTAL AREA(ACRES) = 3.80 TOTAL RUNOFF(CFS) = 6.12 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< - - - -- -- ----------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.14.0 - 'SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7521 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 3.22 TOTAL AREA(ACRES) = 5.80 -,,TOTAL RUNOFF(CFS) = 9.33 TC(MIN) = 15.83 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<< » >>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< «< - DEPTH OF FLOW IN `24.0 INCH PIPE IS 18.6 INCHES PIPEFLOW VELOCITY(FEET /SEC:) 3.6 UPSTREAM NODE ELEVATION = 415.20 DOWNSTREAM NODE ELEVATION 414.80 FLOWLENGTH(FEET) 200.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES 1 y PIPEFLOW THRU SUBAREA(CFS) = 9.33 TRAVEL TIME(MIN.) = 0.93 TC(MIN.) = 16.77 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • - -FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 8 ---------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ------------------------------------ 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.067 SOIL CLASSIFICATION IS "B" SINGLE= FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7487 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) _ .1.70 TOTAL AREA(ACRES) = 6.90 TOTAL RUNOFF(CFS) = 11.04 TC(MIN) = 16.77 FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< -------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.067 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7487 SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) = 4.02 TOTAL AREA(ACRES) = 9.50 ~'TOTAL RUNOFF(CFS) = 15.06 TC(MIN) = 16.77 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< .;`. >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.1 UPSTREAM NODE ELEVATION = 414.80 DOWNSTREAM NODE ELEVATION = 414.42 FLOWLENGTH(FEET) = 190.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 15.06 TRAVEL TIME(MIN.) = 0.78 TC(MIN.) = 17.54 FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 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.) = 17.54 RAINFALL INTENSITY(INCH /HR) = 2.01 TOTAL STREAM AREA(ACRES) = 9.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.06 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 14.16 17.08 2.045 8.90 a 2 15.06 17.54 2.012 9.50 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 28.82 17.08 2.045 2 28.99 17.54 2.012 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 28.99 Tc(MIN.) = 17.54 TOTAL AREA(ACRES) = 18.40 FLOW PROCESS FROM NODE 14.00 TO NODE 19.00 IS CODE = 3 -----------------=---------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<<<c <. ---------------------------------------------------------------------------- DEPTH OF FLOW IN 36.0 INCH PIPE IS 29.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.7 UPSTREAM NODE ELEVATION = 414.42 DOWNSTREAM NODE ELEVATION = 414.15 FLOWLENGTH(FEET) = 135.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 • PIPEFLOW THRU SUBAREA(CFS) = 28.99 TRAVEL TIME(MIN.) = 0.48 TC(MIN.) = 18.02 FLOW PROCESS FROM NODE 19.00 TO:NODE 19.00 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- S'T'REAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< --------=------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 1.20 TO NODE 15.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[( LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA'FLOW- LENGTH = 555.00 UPSTREAM ELEVATION = 425.00 DOWNSTREAM ELEVATION = 421.70 ELEVATION DIFFERENCE = 3.30 TC.= 0.393 *[( 555.00 * *3) /( 3.30)] * *.2 = 13.703 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.333 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7606 SUBAREA RUNOFF(CFS) = 4.44 TOTAL AREA(ACRES) = 2.50 TOTAL RUNOFF(CFS) = 4.44 FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 8 --------------------------------- =------------------------------------------- >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< «< _______________________________________ _______________________________ • 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.333 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7606 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.24 TOTAL AREA(ACRES) = 3.20 > TOTAL RUNOFF(CFS) = 5.68 TC(MIN) = 13.70 FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 3 ------------------------------"---------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<< DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.2 UPSTREAM NODE ELEVATION = 415.70 DOWNSTREAM NODE ELEVATION = • 415.22 FLOWLENGTH(FEET) = 240.00 MANNING'S N =-0.013m ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.68 TRAVEL TIME(MIN.) = 1.25 TC(MIN.) = 14.95 FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.215 i SOIL CLASSIFICATION IS B SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7555 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) 1.17 TOTAL AREA(ACRES) = 3.90 TOTAL RUNOFF(CFS) = 6.85 TC(MIN) 14.95 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< -------------------------------------------------------=-------------------- ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.215 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7555 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.84 TOTAL AREA(ACRES) = 5.00 k TOTAL RUNOFF(CFS) = 8.69 TC(MIN) = 14.95 FLOW PROCESS FROM NODE 16.00 TO NODE 18.00 IS CODE = 3 --------------------------------- - ------------------------------------------ >>>COMPUTE PIPEFLOW.TRAVELTIME THRU SUBAREA <<<<< . . >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON.- PRESSURE FLOW) <<<< ---------------------------------------------------------------------------- DEPTH OF FLOW IN 24.0 INCH PIPE IS 17:5 INCHES • PIPEFLOW VELOCITY(FEET /SEC.) = 3.5 UPSTREAM NODE ELEVATION = 415.22 DOWNSTREAM NODE ELEVATION = 414.95 FLOWLENGTH(FEET) = 135.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 8.69 • TRAVEL TIME(MIN.) = 0.64 TC(MIN.) = 15.59 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 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.) = 15.59 RAINFALL INTENSITY(INCH /HR) = 2.16 TOTAL STREAM AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.69 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.30 TO NODE 17.00 IS CODE.= 21 ----------------------------------------------------------.------------------ >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 415.00 UPSTREAM ELEVATION = 424.00 DOWNSTREAM ELEVATION = 422.10 ELEVATION DIFFERENCE = 1.90 TC = 0.393 *[( 415.00 * *3) /( 1.90)] * *.2 = 12.854 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.425 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7642 SUBAREA RUNOFF(CFS) = 3.15 TOTAL AREA(ACRES) = 1.70 TOTAL RUNOFF(CFS) = 3.15 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 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 7.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.6 UPSTREAM NODE.ELEVATION = 416.10 DOWNSTREAM NODE ELEVATION = 414.95 FLOWLENGTH(FEET) = 155.00 MANNING'S N = 0.013 •ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.15 TRAVEL TIME(MIN.) = 0.56 TC(MIN.) = 13.42 FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 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.) = 13.42 RAINFALL INTENSITY(INCH /HR) = 2.36 TOTAL STREAM AREA(ACRES) = 1.70 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 10.63 13.42 2.363 2 11.57 15.59 2.160 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.57 Tc(MIN.) = 15.59 TOTAL AREA(ACRES) = 6.70 FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<<. >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.6 UPSTREAM NODE ELEVATION = 414.95 DOWNSTREAM NODE ELEVATION = 414.15 FLOWLENGTH(FEET) = 135.00 MANNING'S N = 0.013 ESTIMATED RIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES .= 1 PIPEFLOW THRU SUBAREA(CFS) = 11.57 TRAVEL TIME(MIN.) = 0.40 TC(MIN.) = 15.99 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 8 >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ----------------------------- - - - - -- - 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.127 SOIL CLASSIFICATION IS "B" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6030 SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) = 3.34 TOTAL AREA(ACRES) = 9.30 TOTAL RUNOFF(CFS) = 14.91 TC(MIN) = 15.99 .FLOW PROCESS'FROM NODE 19.00 TO NODE 19.00 IS CODE = 11 ---------------------------------------------------------=---- • >> >>> CONFLUENCE MEMORY BANK #'l WITH THE MAIN- STREAM MEMORY<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.15 • ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 8.69 15.59 2.160 5.00 2 3.15 13.42 2.363 1.70 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 10.63 13.42 2.363 2 11.57 15.59 2.160 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.57 Tc(MIN.) = 15.59 TOTAL AREA(ACRES) = 6.70 FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<<. >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.6 UPSTREAM NODE ELEVATION = 414.95 DOWNSTREAM NODE ELEVATION = 414.15 FLOWLENGTH(FEET) = 135.00 MANNING'S N = 0.013 ESTIMATED RIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES .= 1 PIPEFLOW THRU SUBAREA(CFS) = 11.57 TRAVEL TIME(MIN.) = 0.40 TC(MIN.) = 15.99 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 8 >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ----------------------------- - - - - -- - 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.127 SOIL CLASSIFICATION IS "B" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6030 SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) = 3.34 TOTAL AREA(ACRES) = 9.30 TOTAL RUNOFF(CFS) = 14.91 TC(MIN) = 15.99 .FLOW PROCESS'FROM NODE 19.00 TO NODE 19.00 IS CODE = 11 ---------------------------------------------------------=---- • >> >>> CONFLUENCE MEMORY BANK #'l WITH THE MAIN- STREAM MEMORY<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) .:t 1 14.91 15.99 2.127 9.30 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 28.99 18.02 1.980 18.40 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 40.63 15.99 2.127 2 42.87 18.02 1.980 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 42.8.7 Tc(MIN.) = 18.02 TOTAL AREA(ACRES) = 27.70 -------------------------------- ---------- .END OF STUDY SUMMARY: >.PEAK FLOW RATE(CFS) = 42.87 Tc(MIN.) = 18.02 TOTAL AREA(ACRES) = 27.70 -------------------------------- ------------ END OF RATIONAL METHOD ANALYSIS �I• 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. 1.5A Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue,'Suite 350 Irvine, CA 92714 -5644 Phone (949)251 -8821 Fax (949)251 -0516 Email :mdsirvine@mdsconsulting.net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 32398 * BASIN ##2 * Q10 HYDROLOGY I FILENAME: C: \AES99 \HYDROSFT \RATRVSD \32398 \323982.010 TIME /DATE OF STUDY: 14:53 4/26/2005 ---------------- _____ - -USER SPECIFIED HYDROLOGY AND HYDRAULIC _ MODEL INFORMATION_ ----------------------- - - - - -- ________ USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 0.9621 SLOPE OF INTENSITY DURATION CURVE = 0.6000 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 2.00 TO NODE 30.00 IS CODE = 21 --------- - - - - -- -- » >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< «<------------------------ ASSUMED INITIAL SUBAREA UNIFORM- DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC =:K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *:2 INITIAL SUBAREA.FLOW- LENGTH = 385.00 UPSTREAM ELEVATION = 425.00 DOWNSTREAM ELEVATION = 422.00 ELEVATION DIFFERENCE = 3.00 TC = 0.393 *[( 385.00 * *3) /( 3.00)] * *.2 11.215 10.YEAR RAINFALL.INTENSITY(INCH /HOUR) = 2.632 •SOIL CLASSIFICATION IS "B!' SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7719 SUBAREA RUNOFF(CFS). = 4.27 TOTAL AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 4,27 - FLOW - PROCESS FROM NODE 30.00 TO NODE 33.00 IS CODE = 3 ---------------- ---- ----------------------------------- >>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.6 UPSTREAM NODE ELEVATION = 416.00 DOWNSTREAM NODE ELEVATION = 415.37 FLOWLENGTH(FEET) = 190.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.27 TRAVEL TIME(MIN.) = 0.87 TC(MIN.) = 12.09 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 33.00.TO NODE 33.00 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.) = 12.09 RAINFALL INTENSITY(INCH /HR) _ :2.52 TOTAL STREAM AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.27 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.10 TO NODE 31.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< - - - -- --- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM ,f• DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 w� INITIAL SUBAREA FLOW- LENGTH = 340.00 UPSTREAM ELEVATION = 424.00 DOWNSTREAM ELEVATION = 421.70 ELEVATION DIFFERENCE = 2.30 TC = 0.393 *[( 340.00 * *3) /( 2.30)] * *.2 = 10.977 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.666 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7730 SUBAREA RUNOFF(CFS) = 4.12 TOTAL AREA(ACRES) = 2.00 TOTAL RUNOFF(CFS) = 4.12 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 3 --------------------------------------------------------------------------=- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<< >> >>>USING COMPUTER- ESTIMATED PIPES,IZE (NON - PRESSURE FLOW) <<<<< --------------------------------- DEPTH OF FLOW IN 18.0 INCH PIPE.IS 13.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 2.9 UPSTREAM NODE ELEVATION. 415:70 DOWNSTREAM NODE•ELEVATI'ON 415.58 .FLOWLENGTH(FEET)'= 60.00 MANNING'S N 0.013' ESTIMATED PIPE DIAMETER.(INCH).. = 18.00 NUMBER OF PIPES = 1. PIPEFLOW THRU SUBAREA(CFS) = 4.12 TRAVEL TIME(MIN:) _ .0.34 TC(MIN.) = 11.32 FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 8 ---------------=----------------7------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ------------------------ ------------------------ 10 YEAR RAINFALL INT SOIL CLASSIFICATION IS .SINGLE- FAMILY(1 /4 ACRE SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) _ TC(MIN) = 11.32 --------------------------------------- --------------------------------------- ENSITY(INCH /HOUR) = 2.617 11BIT LOT) RUNOFF COEFFICIENT = .7714 0.80 SUBAREA RUNOFF(CFS) = 1.62 2.80 TOTAL RUNOFF(CFS) = 5.74 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 3 -----------------------------------------=---------------------------------- >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.2 UPSTREAM NODE ELEVATION = 415.58 DOWNSTREAM NODE ELEVATION = 415.37 FLOWLENGTH(FEET) = 105:00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.74 TRAVEL TIME(MIN.) = 0.54 TC(MIN.) = 11.86 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< . - ->> >>> AND - COMPUTE - VARIOUS- CONFLUENCED- STREAM- VALUES<< «<------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.86 RAINFALL INTENSITY(INCH /HR) = .2.54 TOTAL STREAM AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.74 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.27 12.09 2.516 2.10 2 5.74 11.86 2.544 2.80 *, r***,► ,t *,r * * *,r * * *,r * * * *,t * * * * * * * * ** WARNING******,►, t,t,r,r *,t,t *,r * * * * * * * * *,t,t *,t *,t ,t ,trt 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 9.92 11.86 2:544 2 9.94 12.09 2.516 :; • COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.92 Tc(MIN.) = 11.86 TOTAL AREA(ACRES) = 4.90 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 3 ---------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.7 UPSTREAM NODE ELEVATION = 415.37 DOWNSTREAM NODE ELEVATION = 415.12 FLOWLENGTH(FEET) = 125.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 9.92 TRAVEL TIME(MIN.) = 0.56 TC(MIN.) = 12.42 FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 8 -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< --------------------------------- 10 YEAR RAINFALL'INTENSITY(INCH /HOUR) = 2.475 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7662 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.14 TOTAL AREA(ACRES) = 5.50 TOTAL RUNOFF(CFS) = 11.06 TC(MIN) = 12.42 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • - -FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 8 ---------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< -------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.475 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7662 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.52 TOTAL AREA(ACRES) = 6.30 TOTAL RUNOFF(CFS) = 12.58 TC(MIN) = 12.42 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 34.00 TO NODE 38.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE.FLOW)<<<<< DEPTH OF FLOW IN. 27.0 INCH PIPE IS 20.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.9 UPSTREAM NODE ELEVATION = 415.12 DOWNSTREAM NODE ELEVATION = 415.05 FLOWLENGTH(FEET).= 35.00 MANNING'S N = 0:013 ESTIMATED PIPE.DIAMETER(INCH) = 27.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) = 12.58 TRAVEL TIME(MIN.) = 0.15 TC(MIN.) = 12.58 • - -FLOW PROCESS FROM NODE 38.00 TO NODE 38.00 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.) = 12.58 RAINFALL INTENSITY(INCH /HR) = 2.46 TOTAL STREAM AREA(ACRES) = 6.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.58 FLOW PROCESS FROM NODE 2.20 TO NODE 35.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ----------------=-------------------------------------------------------=--- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 .INITIAL SUBAREA FLOW- LENGTH = 590.00 UPSTREAM ELEVATION = 425.00 DOWNSTREAM ELEVATION = 421.60 ELEVATION DIFFERENCE = 3.40 TC = 0.393 *[( 590.00 * *3) /( 3.40)] * *.2 = 14.131 . 10 YEAR RAI.NFALL INTENSITY(INCH /HOUR) = 2.291 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7588 SUBAREA RUNOFF(CFS) = 3.48 TOTAL AREA(ACRES) = 2.00 TOTAL RUNOFF(CFS) = 3.48 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE = 3 - ------------------- --------- ---------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<< .>> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< .DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 2.8 UPSTREAM NODE ELEVATION = 415.60 DOWNSTREAM NODE ELEVATION = 415.08 .FLOWLENGTH(FEET) = 260.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.48 TRAVEL TIME(MIN.) '= 1.52 TC(MIN.) = 15.65 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 36.00 TO NODE 36.00 IS CODE = 8 -=-------------------------------------------------------------------------- :>> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.155 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7528 SUBAREA AREA(ACRES) = 0.90'. SUBAREA RUNOFF(CFS) = 1.46 TOTAL AREA(ACRES) 2.90 TOTAL RUNOFF(CFS) = 4.94 TC(MIN) = 15.65 FLOW PROCESS FROM NODE 36.00 TO NODE 37.00 IS CODE = 3 --------------------------------------------------------------- • >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ----------------------------------- DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.1 INCHES PIPEFLOW VELOCITY(FEET /SEC..) = 3.1' • UPSTREAM NODE ELEVATION = 415.08 DOWNSTREAM NODE ELEVATION = 414.42 FLOWLENGTH(FEET) = 330.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.94 TRAVEL TIME(MIN.) = 1.76 TC(MIN.) = 17.41 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.021 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7464 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 1.51 TOTAL AREA(ACRES) = 3.90 TOTAL RUNOFF(CFS) = 6.44 TC(MIN) = 17.41 FLOW PROCESS FROM NODE 37.00 TO NODE 38.00 IS CODE _. 3 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.3 UPSTREAM NODE ELEVATION = 414.42 DOWNSTREAM NODE ELEVATION = 414.34 FLOWLENGTH(FEET) = 40.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 2.1.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 6.44 TRAVEL TIME(MIN.) = 0.20 TC(MIN.) = 17.62 FLOW PROCESS FROM NODE 38.00 TO NODE 38.00 IS CODE = 8 --------------------------------------------------------7------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.007 SOIL CLASSIFICATION IS "B" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5913. SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 2.14 TOTAL AREA(ACRES) = 5.70 TOTAL RUNOFF(CFS): = 8.58 TC(MIN) = 17.62 FLOW PROCESS FROM NODE 38.00 TO NODE, 38.00 IS CODE = 1 >> 5>>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.) = •17.62 RAINFALL INTENSITY(INCH /HR) = 2.01 TOTAL STREAM AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.58 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) .� 1 12.58 12.58 2.457 6.30 2 8.58 17.62 2.007 5.70 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 18.70 12.58 2.457 2 18.85 17.62 2.007 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.70 Tc(MIN.) 12.58 TOTAL AREA(ACRES) = 12.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 18.70 Tc(MIN.) = 12.58 TOTAL AREA(ACRES) = 12.00 --------------------------------------------------------------=------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS 1 ,f • • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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. 1.5A Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92714 -5644 Phone (949)251 -8821 Fax (949)251 -0516 Email :mdsirvine @mdsconsulting.net DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 32398 * BASIN #3 * Q10 HYDROLOGY ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: C: \AES99 \HYDR09FT \RATRVSD \32398 \323983.010 TIME /DATE OF STUDY: 6:56 5/ 9/2005 ----------------------------.------------------------------------------------ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------------------- =-------------------------------------- USER'SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500 • .100' -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 0.9621 SLOPE OF INTENSITY DURATION CURVE =.0.6000 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE'OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 40.00 IS CODE = 21 ---------------------------=------------=----------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< -------------------------- --------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 305.00 UPSTREAM ELEVATION = 424.90 DOWNSTREAM ELEVATION = 422.60 ELEVATION DIFFERENCE = 2.30 TC = 0.393. *[( 3.05.00 * *3) /( 2.30.)] * *.2 = 10.285 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.772 SOIL-CLASSIFICATION IS !'B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7766 SUBAREA RUNOFF(CFS).= 2.58 TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 2.58 FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 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 9.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 2.7 UPSTREAM NODE ELEVATION = 416.60 DOWNSTREAM NODE ELEVATION = 416.23 FLOWLENGTH(FEET) = 185.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) 2.58 TRAVEL TIME(MIN.).= 1.15 TC(MIN.) = 11.44 - -FLOW PROCESS FROM NODE 41.00 TO NODE 41.00 IS CODE = 8 ---------- - - - - -- ----------------------- ______________ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.601 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7708 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 8.42 TOTAL AREA(ACRES) = 5.40 TOTAL RUNOFF(CFS) = 11.00 TC(MIN) = 11.44 - - ------------------------ FLOW PROCESS FROM NODE 41.00 TO NODE 45.00 IS CODE = 3 ------------ - - - - -- ____________ >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< zlie ->> >>> USING - COMPUTER - ESTIMATED - PIPESIZE (NON - PRESSURE FLOW) <<<<< DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.8 UPSTREAM NODE ELEVATION = 416.23 DOWNSTREAM NODE ELEVATION = 415.64 FLOWLENGTH(FEET) = 295.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) ( NCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 11.00 TRAVEL TIME(MIN.) = 1.30 TC(MIN.) = 12.74 - -FLOW PROCESS FROM.NODE 45.00 TO NODE 45.00 IS CODE = 8 ---------------- - - - - -- _________________ ---------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) SOIL CLASSIFICATION 'IS '!B!' = 2.438 UNDEVELOPED WATERSNED.RUNO.FF COEFFICIENT = .6295 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 1.84 TOTAL AREA(ACRES) 6.60 TOTAL RUNOFF(CFS) = 12..84 TC(MIN) = 12.74 -- FLOW - PROCESS -FROM NODE 45.0.0 TO NODE 45.00 IS CODE = g ------- ---------- - - - - -- ________ > > >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) - -- -2.438 ------------------------- ! SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7648 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 4.10 TOTAL AREA(ACRES) = 8.80 TOTAL RUNOFF(CFS) = 16.95 TC(MIN) = 12.74 FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 10 ---------------------------------------------------------------------------- >>> »MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE 3-.10 TO NODE 42.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< --------------- - ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 800.00 UPSTREAM ELEVATION = 427.40 DOWNSTREAM•ELEVATION = . 421.80 ELEVATION DIFFERENCE = 5.60 TC = ::0.393 *.[( 800.00 * *3) /( 5.60)] * *.2 = 15.352 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.180 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7539 SUBAREA RUNOFF(CFS) = 7.40 TOTAL AREA(ACRES) = 4.50 TOTAL RUNOFF(CFS) = 7.40 FLOW PROCESS FROM NODE 42.00 TO NODE 44..00 IS CODE = 3 ---------------------------------------------------------------------------- >>> >>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< --------------------------------- - - - - -- DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.4 UPSTREAM NODE ELEVATION = 415.80 DOWNSTREAM NODE ELEVATION = 415.20 FLOWLENGTH(FEET) = 300.00 MANNING'S N = 0:013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 7.40 TRAVEL TIME(MIN.) = 1.45 TC(MIN.) = 16.80 FLOW PROCESS FROM NODE 44.00 TO NODE 44.00 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.) = 16.80 RAINFALL INTENSITY(INCH /HR) = 2.06 TOTAL STREAM AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) AT CONFLUENCE 7:40 FLOW PROCESS FROM NODE 3.20 TO NODE 43.00 IS CODE = 21 ---- - - - - -- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) •� TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)) * *.2 INITIAL SUBAREA FLOW- LENGTH = 740.00 UPSTREAM ELEVATION = 427.20 DOWNSTREAM ELEVATION = 422.30 ELEVATION DIFFERENCE = 4.90 TC = 0.393 *[( 740.00 * *3) /( 4.90)] * *.2 = 15.047 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.206 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7551 SUBAREA RUNOFF(CFS) = 5.33 TOTAL AREA(ACRES) = 3.20 TOTAL RUNOFF(CFS) = 5.33 * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE ------------------------- >> >>>COMPUTE STREETFLOW UPSTREAM ELEVATION STREET LENGTH(FEET) _ STREET HALFWIDTH(FEET) k******************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 43.00 TO NODE 44.00 IS CODE = 6 --------------------------=------------------------ TRAVELTIME THRU SUBAREA<< <<< ------------------- - - - - -- 422.30 DOWNSTREAM ELEVATION = 421.60 165.00 CURB HEIGHT(INCHES) = 6. = 17.50 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 6.18 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.39 HALFSTREET FLOODWIDTH(FEET) = 13.25 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.65 PRODUCT OF DEPTH &VELOCITY = 0.65 STREETFLOW TRAVELTIME(MIN) = 1.67 TC(MIN) = 16.71 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.071 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7489 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.71 SUMMED AREA(ACRES) 4.30 TOTAL RUNOFF(CFS) = 7.04 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOODWIDTH(FEET) = 14.00 FLOW VELOCITY(FEET /SEC.) = 1.69 DEPTH *VELOCITY = 0.69 FLOW PROCESS FROM NODE 44.00 TO NODE 44.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 10 YEAR RAINFALL INT SOIL CLASSIFICATION IS SINGLE- FAMILY(1 /4 ACRE SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) _ TC(MIN) = .16.71 3NSITY(INCH /HOUR) = 2.D71 "B" LOT) RUNOFF COEFFICIENT = .7489 4.40 SUBAREA RUNOFF(CFS) 6.83 8.70 TOTAL RUNOFF(CFS) .= 13.86 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 44.00 TO NODE 44.00 IS CODE = 1 ---------------------------------------------------------------------- - - - - -- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.71 RAINFALL INTENSITY(INCH /HR) = 2.07 TOTAL STREAM AREA(ACRES) = 8.70 PEAK FLOW RATE(CFS) AT CONFLUENCE- 13.86 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.). (INCH /HOUR) (ACRE) 1 7.40 16.80 2.065 4:50 2 13.86 16.71 2.071 8.70 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 21.22 16.71 2.071 2 21.21 16.80 2.065 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.22 Tc(MIN.) = 16.71 TOTAL AREA(ACRES) = 13.20 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 44.00 TO NODE 45.00 IS CODE = 3 >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.4 UPSTREAM NODE ELEVATION = 415.20 DOWNSTREAM NODE ELEVATION = 415.06 FLOWLENGTH(FEET) = 70.00 MANNING'S.N = 0.013 ESTIMATED PIPE DIAMETER(INCH) 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 21.22 TRAVEL TIME(MIN.) = 0.26 TC(MIN.) = 16.98 FLOW.PROCESS FROM NODE 45.0O.TO.NODE 45:00 IS CODE _ 11 ------------------------------------------- >> >>> CONFLUENCE MEMORY BANK.# 1 WITH.THE MAIN- STREAM MEMORY« «< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA •� NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 21.22 16.98 2.052 13.20 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA • NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 16.95 12.74 2.438 8.80 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING**, r, r***** * * * * * * *,r * *,r,► * *,r * * * * * *,r *,t* 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 32.86 12.74 2.438 2 35.48 16.98 2.052 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:, PEAK FLOW RATE(CFS) = 35.48 Tc(MIN.) = 16.98 TOTAL AREA(ACRES) _ 22.00 FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 12 ------------------------------------------- --------------------------------- » » >CLEAR MEMORY BANK ## 1.<<<<< --------------------------------- --------------- END OF STUDY SUMMARY: PEAK FLOW RATE.(CFS) = 35.48 Tc(MIN.) = 16.98 TOTAL AREA(ACRES) = 22.00 ------------------------------ ------------------ END OF RATIONAL METHOD ANALYSIS 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. 1.5A Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92714 -5644 Phone (949)251 -8821 Fax (949)251 -0516 Email :mdsirvine @mdsconsulting.net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • TRACT 32398 • BASIN #4 • Q10 HYDROLOGY ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: C: \AES99 \HYDROSFT \RATRVSD \32398 \323984.010 TIME /DATE OF STUDY: 9: 6 5/ 6/2005 --------------------------- --------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA: "77 STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 0:9621 SLOPE OF INTENSITY DURATION CURVE = 0.6000 RCFC &WCD HYDROLOGY MANUAL "C "-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FLOW PROCESS FROM NODE 4.00.TO NODE 50.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ---------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 530.00 UPSTREAM ELEVATION = 424.30 DOWNSTREAM ELEVATION = 421.12 ELEVATION DIFFERENCE = 3.18 TC = 0.393 *[( 530.00 * *3) /.( 3.1.8)] * *.2 = 13.429 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.362 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7617 SUBAREA RUNOFF(CFS).= 4.50 TOTAL AREA(ACRES) 2.50 TOTAL RUNOFF(CFS) = 4.50 FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 8 • ---------------------------------------------------------------------------- >>> >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< «< 10 YEAR RAINFALL INT SOIL CLASSIFICATION IS •' SINGLE- FAMILY(1 /4 ACRE SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) _ TC(MIN) = 13.43 :NSITY(INCH /HOUR) = 2.362 If B ll LOT) RUNOFF COEFFICIENT = .7617 0.70 SUBAREA RUNOFF(CFS) = 1.26 3.20 --il.TOTAL RUNOFF(CFS) = 5.76 FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< ------------------------------ DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.2 UPSTREAM NODE ELEVATION = 415.12 DOWNSTREAM NODE ELEVATION = 414.72 FLOWLENGTH(FEET) = 200.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH).= 21.00 NUMBER OF PIPES.= 1 PIPEFLOW THRU SUBAREA(CFS)'= ' 5.76 TRAVEL TIME(MIN.) = 1.04 TC(MIN.) = 14.47 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ------- - - - - -- - - - - - -- --- ------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.259 SOIL CLASSIFICATION IS "B" '•� SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = '.7574 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.37 TOTAL AREA(ACRES) = 4.00 ".TOTAL RUNOFF(CFS) = 7.13 TC(MIN) = 14.47 FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 10 YEAR RAINFALL INT SOIL CLASSIFICATION IS SINGLE- FAMILY(1 /4 ACRE SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES)._ TC(MIN) = 14.47 3NSITY(INCH /HOUR) = 2.259 "B" LOT) RUNOFF COEFFICIENT = .7574 1.30. SUBAREA RUNOFF(CFS) = 2.22 5.30 .;. TOTAL RUNOFF(CFS) = 9.35 FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 3 --------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «< " >> » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS .18.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.6 UPSTREAM NODE ELEVATION = 414.72 DOWNSTREAM NODE ELEVATION = 414.00 .. FLOWLENGTH(FEET) = 360.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 9.35 TRAVEL TIME(MIN.) = 1.68 TC(MIN.) = 16.15 FLOW PROCESS FROM-NODE 52.00 TO NODE 52.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.115 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7509 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 3.33 TOTAL AREA(ACRES) 7.40 = ,TOTAL RUNOFF(CFS) = 12.69 TC(MIN) = 16.15 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 3 -----------------'---------------------------------------------------------- >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< ------------------------------------- DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.8 INCHES PIPEFLOW.VELOCITY(FEET /SEC.) = 3.9 UPSTREAM NODE ELEVATION = 414.00 DOWNSTREAM NODE ELEVATION = 413.34 FLOWLENGTH(FEET) = 330.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 12.69 TRAVEL TIME(MIN.) = 1.42 TC(MIN.) = 17.57 FLOW PROCESS FROM NODE 53.00 TO NODE 53.00 IS CODE = 8.. ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ------------------------------- - ----- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.010 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7458 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 2.40 TOTAL.AREA(ACRES) = 9.00 TOTAL RUNOFF(CFS) = 15.08 TC(MIN) = 17.57 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 53.00 TO NODE 53.00 IS CODE = 8' --------------------------------------------------------------------=------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 10 YEAR RAINFALL INT SOIL CLASSIFICATION IS SINGLE- FAMILY(1 /4 ACRE SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) _ TC(MIN) = 17.57 3NSITY(INCH /HOUR) = 2.010 "B" LOT) RUNOFF COEFFICIENT = .7458 0.60. SUBAREA RUNOFF(CFS) = 0.90 9.60 TOTAL RUNOFF(CFS) = 15.98 FLOW PROCESS FROM NODE 53.00 TO NODE 54.00 IS CODE = 3 • ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU'SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ----------------------------- ----------------------- DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.1 INCHES PIPEFLOW VELOCITY(FEET /SEC. • UPSTREAM NODE ELEVATION = DOWNSTREAM NODE ELEVATION = FLOWLENGTH(FEET) = 145.00 ESTIMATED PIPE DIAMETER(INC PIPEFLOW THRU SUBAREA(CFS) TRAVEL TIME(MIN.) = 0.59 = 4.1 413.34 413.05 MANNING'S N = 0.013 3) = 30..00 NUMBER OF PIPES = 1 15.98 TC(MIN.) = 18.16 -- FLOW - PROCESS FROM NODE 54.00 TO NODE 54.00 IS CODE = 8 - --------------- - - - - -- ----------------------------------- -- » » >ADDITION -OF- SUBAREA TO MAINLINE PEAK FLOW« <<<• 10 YEAR RAINFALL INTENSITY(INCH /HOUR) SOIL CLASSIFICATION IS "B" = 1.971 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .:5876 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 9.90 TOTAL RUNOFF(CFS) = 16.33 TC(MIN) = 18.16 END OF STUDY SUMMARY: -PEAK FLOW RATE(CFS) = 16:33 Tc(MIN.) = 18.16 TOTAL AREA(ACRES) = 9.90 --------- ----------- - - - -- ___ ____ END OF RATIONAL METHOD ANALYSIS 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. 1.5A Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92714 -5644 Phone (949)251 -8821 Fax (949)251 -0516 Email :mdsirvine @mdsconsulting.net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • TRACT 32398 • BASIN #5 • Q10 HYDROLOGY FILE NAME: C: \AES99 \HYDROSFT \RATRVSD \32398 \323985.010 TIME /DATE OF STUDY: 9:10 5/ 6/2005 ---------------------------------------------------------------------------•- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 0.9621. SLOPE OF INTENSITY DURATION CURVE = 0.6000 RCFC &WCD HYDROLOGY MANUAL "C "-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 36.00 I'S CODE = 21 ---------------------------------------------------------------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ----------------------------- ------------- =--- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (114 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2. INITIAL SUBAREA FLOW- LENGTH = 590.00 UPSTREAM ELEVATION = 424.10 DOWNSTREAM ELEVATION = 421.00 ELEVATION DIFFERENCE = 3.10 TC = 0.393 *'[( 590.00 * *3) /( 3.10.)] * *..2 = 14.394 10 YEAR RAINFALL INTENSITY(INCH /HOUR). 2.266 . SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7577' SUBAREA RUNOFF(CFS) = 3.43, TOTAL AREA(ACRES) = 2.00 /TOTAL RUNOFF(CFS) = 3.43 FLOW PROCESS FROM NODE 36.00 TO NODE 37.00 IS CODE = 3 ---------------------------------------------------------------------------- » >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON. - PRESSURE FLOW)<< <<< • DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.6 INCHES >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< PIPEFLOW VELOCITY(FEET /SEC.) = 2.8 (NON- PRESSURE FLOW) <<<<< • UPSTREAM NODE ELEVATION = 415.00 PIPEFLOW VELOCITY(FEET /SEC.) = 3.1 DOWNSTREAM NODE ELEVATION = 414.48 FLOWLENGTH(FEET) = 260.00 MANNING'S.N = 0.013 FLOWLENGTH(FEET) = 300.00 MANNING'S ESTIMATED PIPE DIAMETER(INCH) =. 18.00 NUMBER OF PIPES = 1 ESTIMATED PIPE DIAMETER(INCH) = 21.00 PIPEFLOW THRU SUBAREA(CFS) = 3.43 PIPEFLOW THRU SUBAREA(CFS) = 4.88 TRAVEL TIME(MIN.) = 1.52 TC(MIN.) = 15.92 FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< --------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.133 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7518 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 1.44 TOTAL AREA(ACRES) = 2.90 :.TOTAL RUNOFF(CFS) = 4.88 TC(MIN) = 15.92 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 38.00 TO NODE 38.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 10 YEAR RAINFALL INT SOIL CLASSIFICATION IS SINGLE- FAMILY(1 /4 ACRE SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) _ TC.(MIN) = 17.52 BNSITY(INCH /HOUR) = 2.013 "B" LOT) RUNOFF COEFFICIENT = .7460 1.60 SUBAREA RUNOFF(CFS) _ 2.40 4.50 _.TOTAL RUNOFF(CFS) = 7.28 FLOW PROCESS FROM'NODE 38.00 TO NODE 39.00 IS CODE = 3 -------------- 7 -------------------------------------------------------------- - >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< . >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.4 UPSTREAM NODE ELEVATION = 413.88 DOWNSTREAM NODE ELEVATION = 413.71 FLOWILENGTH(FEET) = 85.00 MANNING'S N = 0.013 FLOW PROCESS FROM NODE 37.00 TO NODE ---------------------------------------------------------------------------- 38.00 IS CODE = 3 >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< • DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.1 UPSTREAM NODE ELEVATION = 414.48 DOWNSTREAM NODE ELEVATION = 413.88 FLOWLENGTH(FEET) = 300.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.88 TRAVEL TIME(MIN.) = 1.61 TC(MIN.) = 17.52 FLOW PROCESS FROM NODE 38.00 TO NODE 38.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 10 YEAR RAINFALL INT SOIL CLASSIFICATION IS SINGLE- FAMILY(1 /4 ACRE SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) _ TC.(MIN) = 17.52 BNSITY(INCH /HOUR) = 2.013 "B" LOT) RUNOFF COEFFICIENT = .7460 1.60 SUBAREA RUNOFF(CFS) _ 2.40 4.50 _.TOTAL RUNOFF(CFS) = 7.28 FLOW PROCESS FROM'NODE 38.00 TO NODE 39.00 IS CODE = 3 -------------- 7 -------------------------------------------------------------- - >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< . >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.4 UPSTREAM NODE ELEVATION = 413.88 DOWNSTREAM NODE ELEVATION = 413.71 FLOWILENGTH(FEET) = 85.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 7.28 TRAVEL TIME(MIN.) = 0.41 TC(MIN.) = 17.94 FLOW PROCESS FROM NODE 39.00 TO NODE 39.00 IS CODE = 8 ------------------------------------ =--------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ------------------------------------- ------ 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.985 SOIL CLASSIFICATION IS "B" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT =:.5891 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.47 TOTAL AREA(ACRES) = 4.90 TOTAL RUNOFF(CFS) = 7.75 TC(MIN) = 17.94 ----------------------------------- ----------- END OF STUDY SUMMARY: PEAK FLOW. RATE(CFS) = 7.75 Tc(MIN.) = 17.94 TOTAL AREA(ACRES) _ .4.90 . ----------------------------------- ------------- END OF RATIONAL METHOD ANALYSIS ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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. 1.5A Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92714 -5644 Phone (949)251 -8821 Fax (949)251 -0516 Email :mdsirvine @mdsconsulting.net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • TRACT 32398 • BASIN #6 • Q10 HYDROLOGY ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: C: \AES99 \HYDROSFT \RATRVSD \32398 \323986.010 TIME /DATE OF STUDY: 12:27 4/26/2005 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 0.9621 SLOPE OF INTENSITY DURATION CURVE = 0.6000 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL .AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FLOW PROCESS FROM NODE 6.00 TO NODE 60.00 IS CODE = 21 ----------------------------------------------------------------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< - ---------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)) * *.2 INITIAL SUBAREA-FLOW-LENGTH = 100.0.00 UPSTREAM ELEVATION = .428.80 DOWNSTREAM ELEVATION = 421.70 ELEVATION DIFFERENCE = 7.10 TC = 0.393 *[( 1000.00 * *3) /( 7.10)) * *.2. = 16.738 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.070 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7488 SUBAREA RUNOFF(CFS) = 3.72 TOTAL AREA(ACRES) = 2.40 y- TOTAL.RUNOFF(CFS) = 3.72 FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .� DEPTH OFF FLOW IN 18.0 INCH PIPE IS 12.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 2.9 UPSTREAM NODE ELEVATION = 415.70 DOWNSTREAM NODE ELEVATION = 415.63 FLOWLENGTH(FEET) = 35.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.12 TRAVEL TIME(MIN.) = 0.20 TC(MIN.)•= 16.94 i • FLOW PROCESS FROM NODE 61.00 TO NODE 61.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF.SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.055 SOIL CLASSIFICATION IS "B" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5961 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.61 TOTAL AREA(ACRES) = 2.90 ,*:-TOTAL RUNOFF(CFS) = 4.33 TC (MIN) .:= 16.94 ---------------------------------------------------------------------- - -- - -- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 4.33 TC(MIN.) = 16.94 TOTAL-AREA(ACRES) = 2.90 END OF RATIONAL METHOD ANALYSIS 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. 1.5A Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92714 -5644 Phone (949)251 -8821 Fax (949)251 -0516 Email :mdsirvine @mdsconsulting.net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • TRACT 32398 • BASIN #7 • Q10 HYDROLOGY FILE NAME: C: \AES99 \HYDROSFT \RATRVSD \32398 \323987.010 TIME /DATE OF STUDY: 12:32 4/26/2005 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500 100 -YEAR, 1 -HOUR PRECTPITATION(INCH) = 1.600 J' COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10:00 1 -HOUR INTENSITY(INCH /HOUR).. = 0.9621 SLOPE OF INTENSITY DURATION CURVE = 0.6000 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 7.00 TO NODE 70.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[-(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW.-LENGTH = 715.00 UPSTREAM ELEVATION = 426.90 DOWNSTREAM ELEVATION = 422.00 ELEVATION DIFFERENCE = 4.90 TC = 0:393 *[( 715.00 * *3) /( 4.90)] * *.2 = 14.740 10 YEAR RAINFALL_INTENSITY(INCH /HOUR) = 2.234 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7563 SUBAREA RUNOFF(CFS) _ 3.55 TOTAL AREA(ACRES) = 2.10 ?TOTAL RUNOFF(CFS) = 3.55 FLOW PROCESS FROM NODE 70.00 TO NODE 71.00 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 7.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.4 UPSTREAM NODE ELEVATION = 41.6.00 DOWNSTREAM NODE ELEVATION = 415.63 FLOWLENGTH(FEET) = 35.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.55' TRAVEL TIME(MIN.) = 0.11 TC(MIN.) = 14.85 FLOW PROCESS FROM NODE 71.00 TO NODE 71.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< -------------------------------_-------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.224 SOIL CLASSIFICATION IS "B" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6118 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.41 TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) = 3.96 TC(MIN) = 14.85 FLOW PROCESS FROM NODE 71.00 TO NODE 71.00 IS CODE = 8 --------- 7 ------------------------------------------------------------------ >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.224 `t• SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8712 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.58 TOTAL AREA(ACRES) = 2.70 TOTAL RUNOFF(CFS) = 4.54 TC(MIN) = 14.85 -------------------------------- ------------------- END OF STUDY SUMMARY: �- PEAK FLOW RATE(CFS) = 4.54 Tc(MIN.) = 14.85 TOTAL AREA(ACRES) = 2.70 ------------------------------- ------_____________ END OF RATIONAL METHOD ANALYSIS ,l. .� ***. k********************************* at**** .*** * * * * * * * * * * * * * * * * *..... * * * * * * ** 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. 1.5A Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92714 -5644 Phone (949)251 -8821 Fax (949)251 -0516 Email :mdsirvine @mdsconsulting.net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • TRACT 32398 • BASIN #8 • Q10 HYDROLOGY FILE NAME: C: \AES99 \HYDROSFT \RATRVSD \32398 \323988.01:0 TIME /DATE OF STUDY: 9:13 5/ 6/2005 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 0.9621 SLOPE OF INTENSITY DURATION CURVE = 0.6000 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FLOW PROCESS FROM NODE 6.00 TO NODE 80.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< - - ------------------------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 610.00 UPSTREAM ELEVATION = 428.80 DOWNSTREAM ELEVATION = 424.00 ELEVATION DIFFERENCE = 4.80 TC = 0.393 *[( 610.00 * *3) /( 4.80)] * *.2 = 13.456 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.359 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7616 SUBAREA RUNOFF(CPS) = 1.98 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 1.98 �I FLOW PROCESS FROM NODE 80.00 TO NODE 81.00 IS CODE = 9 ---------------------------------------------------------------------------- >> >>> COMPUTE "V" GUTTER FLOW TRAVELTIME THRU SUBAREA<< <<< UPSTREAM NODE ELEVATION = 424.00 oil DOWNSTREAM NODE ELEVATION = 423.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 135.00 "V" GUTTER WIDTH(FEET) = 4.00 GUTTER HIKE(FEET) = 0.150 PAVEMENT LIP(FEET) = 0.030 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 0.50 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.259 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7574 TRAVELTIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC) = 2.22 AVERAGE FLOWDEPTH(FEET) = 0.26 FLOODWIDTH(FEET) = 12.50 "V" GUTTER FLOW TRAVEL TIME(MIN) = 1.01 TC(MIN) = 14.47 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.03 SUMMED AREA(ACRES) = 1.70 TOTAL RUNOFF(CFS) = 3.00 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.29 FLOODWIDTH(FEET) = 14.50 FLOW VELOCITY(FEET /SEC.) = 2..16 DEPTH *VELOCITY = 0.62 FLOW PROCESS FROM NODE 81.00 TO NODE 81.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 10 YEAR RAINFALL INT SOIL CLASSIFICATION IS SINGLE- FAMILY(1 /4 ACRE SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) _ TC(MIN) = 14.47 ENSITY(INCH /HOUR) = 2.259 "B" LOT) RUNOFF COEFFICIENT = .7574 3.00 SUBAREA RUNOFF(CFS) = 5.13 4.70 ;TOTAL RUNOFF(CFS) = 8.13 FLOW PROCESS FROM NODE 81.00 TO NODE 82.00 IS CODE = 6 ---------------------------------------------------------------------------- >> » >COMPUTE STREETFLOW TRAVELTIME.THRU.SUBAREA<< «< ------------------------------- -------------= ----- =-' UPSTREAM ELEVATION = 423.10 DOWNSTREAM ELEVATION 422..10 STREET LENGTH(FEET) = 140..00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 16.00 • DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 • SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 9.61 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.40 HALFSTREET FLOODWIDTH(FEET) = 13.73 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.40 PRODUCT OF DEPTH &VELOCITY = 0.96 STREETFLOW TRAVELTIME(MIN) = 0.97 TC(MIN) = 15.44 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.172 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7536 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 2.95 SUMMED AREA(ACRES) = 6.50 TOTAL RUNOFF(CFS) = 11.08 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOODWIDTH(FEET) = 14.64 FLOW VELOCITY(FEET /SEC.) = 2.45 DEPTH *VELOCITY = 1.03 FLOW PROCESS FROM NODE 82.00 TO•NODE 83.00 IS CODE = 6 ----- ---- - - - - -- >> >>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ---------------------------------- - - - --- UPSTREAM ELEVATION = 422.10 DOWNSTREAM ELEVATION = 420.70 STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 16.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 11.47 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.42 HALFSTREET FLOODWIDTH(FEET) = 14.64 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.54 PRODUCT'OF DEPTH &VELOCITY = 1.06 STREETFLOW TRAVELTIME(MIN) = ' 1.05 TC(MIN) = 16.49 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.088 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4:ACRE LOT) RUNOFF COEFFICIENT = .7496 SUBAREA AREA(ACRES) _ :0.50 SUBAREA RUNOFF(CFS) = 0.78 SUMMED AREA(ACRES), _ 7.00 TOTAL RUNOFF(CFS) = 11.86 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOODWIDTH(FEET) = 14.64 FLOW VELOCITY(FEET /SEC.) = 2.62 DEPTH *VELOCITY = 1.10 FLOW PROCESS FROM NODE 83.00 TO NODE 83.00 IS CODE = 8 ---------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« <<< ---------------------------- ------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.088 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7496 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 1.88 TOTAL AREA(ACRES) = 8.20 3-,TOTAL RUNOFF(CFS) = 13.74 TC(MIN) = 16.49 FLOW PROCESS FROM NODE 83.00 TO NODE 84.00 IS CODE = 6 ---------------------------------------------------------------------------- >> >>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<< - -- --------------------------------- UPSTREAM ELEVATION = 420.70 DOWNSTREAM ELEVATION = 419.70 STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 16.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 14.33 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.48 HALFSTREET FLOODWIDTH(FEET) = 16.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.28 PRODUCT OF DEPTH &VELOCITY = 1.08 STREETFLOW TRAVELTIME(MIN) = 1.46 TC(MIN)'= 17.96 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.984 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7445 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.18 sy� SUMMED AREA(ACRES) = 9.0.0 TOTAL RUNOFF(CFS) = 14.92 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOODWIDTH(FEET) = 16.00 FLOW VELOCITY(FEET /SEC.) = 2.37 DEPTH *VELOCITY = 1.13 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 84.00 TO NODE 85.00 IS CODE = 3 >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 33.0 INCH PIPE IS. 22.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.5 UPSTREAM NODE ELEVATION = 413.70 DOWNSTREAM NODE ELEVATION = .413.30 .FLOWLENGTH(FEET) = 305.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU-SUBAREA(CFS) = 14.92 TRAVEL TIME(MIN.) = 1.46 TC(MIN.) = 19.41 FLOW PROCESS FROM NODE 85.00 TO NODE 85.00 IS CODE = 8 -------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK•FLOW<< <<< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.893 SOIL CLASSIFICATION IS "B" • SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF-COEFFICIENT = .7397 SUBAREA AREA(ACRES) = 0.40 • SUBAREA RUNOFF(CFS) = 0.56 TOTAL AREA(ACRES) = 9.40 TOTAL RUNOFF(CFS) = 15.48 TC(MIN) = 19.41 FLOW PROCESS FROM NODE 85.00 TO NODE 85.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ----------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.893 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7397 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.70 TOTAL AREA(ACRES) = 9.90 TOTAL RUNOFF(CFS) = 16.18 TC(MIN) = 19.41 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS. FROM NODE 85.00 TO NODE 85.00 IS CODE = 8 -----=---------------------------------------------------------------------- >> >> >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ------------------------------------------ 10 YEAR RAINFALL INTENSITY(INCH /HOUR) 1.893 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7397 SUBAREA AREA(ACRES) = 0.70 SUBAREA_RUNOFF(CFS) = 0.98 TOTAL AREA(ACRES) = 10.60 TOTAL RUNOFF(CFS) = 17.16 TC(MIN) = 19.41 FLOW PROCESS FROM NODE 85.00 TO NODE 89.00 IS CODE = 3 -------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<< • >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------- -------- DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 10.6 UPSTREAM NODE ELEVATION = 413.30 DOWNSTREAM NODE ELEVATION = 412.51 FLOWLENGTH(FEET) = 35.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 17.16 TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 19.47 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ..FLOW PROCESS. FROM NODE 89.00 TO*NODE 89.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.47 RAINFALL INTENSITY(INCH /HR) = 1.89 TOTAL STREAM AREA(ACRES) .= 10.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.16. FLOW PROCESS FROM NODE 8.'10 TO NODE 86.00 IS CODE = 21 ---------------------------------------------------------------------------- • - - >>>> RATIONAL- METHOD - INITIAL - SUBAREA- ANALYSIS<< «<------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 630.00 •` UPSTREAM ELEVATION = 423.10 DOWNSTREAM ELEVATION = 419.70 ELEVATION DIFFERENCE = 3.40 TC = 0.393 *[( 630.00 * *3) /( 3.40).] * *.2 = 14.698 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.237 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7565 SUBAREA RUNOFF(CFS) = 4.74 TOTAL AREA(ACRES) = 2.80 TOTAL RUNOFF(CFS) = 4.74 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 86.00 TO NODE 86.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ----------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.237 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7565 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.35 TOTAL AREA(ACRES) = 3.60 TOTAL RUNOFF(CFS) = 6.09 TC(MIN) = 14.70 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 86.00 TO NODE 87.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.2 _ UPSTREAM NODE ELEVATION = 413.70 DOWNSTREAM NODE ELEVATION = 413.46 FLOWLENGTH(FEET) = 120.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES.= 1 PIPEFLOW THRU SUBAREA(CFS) = 6.09 TRAVEL TIME(MIN.) = 0.62 TC(MIN.) = 15.32 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 87.00 TO NODE 87.00 IS CODE = 8 ---------------------------------------------------------------------------- >> » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 10 YEAR RAINFALL INT SOIL CLASSIFICATION IS SINGLE- FAMILY(1 /4 ACRE SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) _ TC(MIN) = 15.32 ENSITY(INCH /HOUR) = 2.183 "B" LOT) RUNOFF COEFFICIENT.= .7541 0.50 SUBAREA RUNOFF(CFS) = 0.82 4.10 TOTAL RUNOFF(CFS) = 6.92 FLOW PROCESS FROM NODE 87.00 TO NODE 87.00 IS CODE = 8 ----------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.183 .` SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7541 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.32 TOTAL AREA(ACRES) = 4.90 TOTAL RUNOFF(CFS) = 8.23 TC(MIN) = 15.32 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 87.00 TO NODE 88.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.5 UPSTREAM NODE ELEVATION = 413.46 DOWNSTREAM NODE ELEVATION = 412.85 FLOWLENGTH(FEET) = 305.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 8.23 TRAVEL TIME(MIN.) = 1.45 TC(MIN.) = 16.76 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 88.00 TO NODE 88.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF-SUBAREA TO MAINLINE PEAK FLOW<< <<< -------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.068 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7487 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.70 TOTAL AREA(ACRES) = 6.00 TOTAL RUNOFF(CFS) = 9.94 • TC(MIN) = 16.76 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 88.00 TO NODE 89.00.IS CODE = 3 ---------------------------------------------------------------------------- >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< - ----------------------------------------- DEPTH OF FLOW IN 27.0 INCH PIPE IS .17.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.7 UPSTREAM NODE ELEVATION = 412.85 DOWNSTREAM NODE ELEVATION = 412.51 FLOWLENGTH(FEET) = 170.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 9.94 . TRAVEL TIME(MIN.) = 0.76 TC(MIN.) = 17.53 FLOW PROCESS FROM­NODE 89.00 TO NODE 89.00 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.) = 17.53 RAINFALL INTENSITY(INCH /HR) = 2.01 TOTAL STREAM AREA( -ACRES) = 6.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.94 ** CONFLUENCE DATA ** - STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) • 1 17.16 19.47 1.890 10.60 2 9.94 17.53 2.013 6.00 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 NUMBER (CFS) 1 25.39 2 26.49 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = Tc (MIN.) 17.53 19.47 ESTIMATES = 26. 16.60 INTENSITY (INCH /HOUR) 2.013 1.890 ARE AS FOLLOWS: 49 Tc(MIN.) 19.47 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 89.00 TO NODE 90.00 IS CODE = 3 ---------------------------------------------------------------=------------ >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< --------------------------------------- DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.7 /` UPSTREAM NODE ELEVATION = 412.51 DOWNSTREAM NODE ELEVATION = 412.45 FLOWLENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 26.49 TRAVEL TIME(MIN.) = 0.11 TC(MIN.) = 19.58 FLOW PROCESS FROM NODE 90.00 TO'NODE 90.00 IS CODE­ 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.884 SOIL CLASSIFICATION IS "B" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = ..5784 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.20 TOTAL AREA(ACRES) = 17.70 TOTAL RUNOFF(CFS) = 27.69 TC(MIN) = 19.58 - -------------------------------------------- - END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 27.69 Tc(MIN.) = 19.58 TOTAL AREA ( ACRES ) = 17.70. END OF RATIONAL METHOD ANALYSIS 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. 1.5A Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92714 -5644 Phone (949)251 -8821 Fax (949)251 -0516 Email :mdsirvine @mdsconsulting.net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 32398 * BASIN #9 * Q10 HYDROLOGY * FILE NAME: C: \AES99 \HYDROSFT \RATRVSD \32398 \323989.010 TIME /DATE OF STUDY: 8: 3 5/ 9/2005 ------------------------- ------------- ------------------ - - ----------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -------------- - - - - -- ---- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 0.9621 SLOPE OF INTENSITY DURATION CURVE = 0.6000 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES -- FLOW - PROCESS FROM NODE 9.00 TO NODE 95.00 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 = 1110.00 UPSTREAM ELEVATION = 428.70 DOWNSTREAM ELEVATION = 426.50 ELEVATION DIFFERENCE = 2.20 TC = 0.303 *[( 1110.00 * *3) /( 2,20).] * *,2 = 17.390 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.023 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8693 SUBAREA RUNOFF(CFS) = 4.22 TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) = 4.22 -- FLOW - PROCESS FROM NODE 95.00 TO NODE 96.00 IS CODE = 3 ---------------- --- ----------------------------------- >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA ...... >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< • DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.9 UPSTREAM NODE ELEVATION = 420.50 DOWNSTREAM NODE ELEVATION = 419.84 FLOWLENGTH(FEET) _. 165.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) _ 4.22 TRAVEL TIME(MIN.) = 0.71 TC(MIN.) = 18.09 FLOW PROCESS FROM NODE 96.00•TO NODE 96.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ----------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.975 SOIL CLASSIFICATION IS "B" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT.= .5881 SUBAREA AREA(ACRES):.= :: 0.40 SUBAREA RUNOFF(CFS) = 0.46 TOTAL AREA(ACRES) _ 2..80. TOTAL RUNOFF(CFS) = 4.68 TC(MIN) = 18.09 ---------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE.(CFS)• = 4 .•68 TC (MIN. ) = 18.09 TOTAL AREA(ACRES) = 2.80 ------------------------------------- END OF RATIONAL.METHOD ANALYSIS e lr ,E• 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. 1.5A Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92714 -5644 Phone (949)251 -8821 Fax (949)251 -0516 Email:mdsirvine @mdsconsulting.net DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • TRACT 32398 • BASIN #10 • Q10 HYDROLOGY ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: C: \AES99 \HYDROSFT \RATRVSD \32398 \3239810.010 TIME /DATE OF STUDY: 8:19 5/ 9/2005 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500 `• 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 0.9621 SLOPE OF INTENSITY DURATION CURVE = 0.6000 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.10 TO NODE 100.00 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 = 910.00 UPSTREAM ELEVATION = 421.90 DOWNSTREAM ELEVATION = 420.70 ELEVATION DIFFERENCE = 1.20 .TC = 0.303 *[( 910.00 * *3) /( 1..20)] * *.2 = 17.425 10 YEAR RAINFALL INTENSITY(INCH /HOUR) _ .2.020 SOIL CLASSIFICATION IS "B" . COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) = 15.45 TOTAL AREA(ACRES) = 8.80 TOTAL RUNOFF(CFS) = 15.45 FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.3 UPSTREAM NODE ELEVATION = 424.70 DOWNSTREAM NODE ELEVATION = 424.60 FLOWLENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 15.45 TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 17.50. FLOW PROCESS FROM NODE 101.00 TO NODE 101.00 IS CODE _ .8 ---------------------------=------------------------------------------------ >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.015 SOIL CLASSIFICATION IS "B" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5921 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.48 TOTAL AREA(ACRES) = 9.20 TOTAL RUNOFF(CFS) = 15.93 TC(MIN) = 17.50 ----- - - - - -- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 15.93 Tc(MIN.) = 17.50 TOTAL AREA(ACRES) = 9.20 END OF RATIONAL METHOD ANALYSIS ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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. 1.5A Release Date: 01/01/99 License ID 1269 Analysis prepared by: V MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92714 -5644 Phone (949)251 -8821 Fax (949)251 -0516 Email :mdsirvine @mdsconsulting.net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 32398 * BASIN #1 * Q100 HYDROLOGY FILE NAME: C: \AES99 \HYDR08FT \RATRVSD \32398 \323981.100 TIME /DATE OF STUDY: 11:38 5/10/2005 ---------------------------------------------------------------------- - - - - -- 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 = 0.95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA:. STORM EVENT ,= 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.6000 SLOPE OF INTENSITY DURATION CURVE = 0.6000 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 21 ------'---------------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH**3) /(ELEVATION CHANGE)] * *.2 INITIAL:SUBAREA..FLOW- LENGTH = 745..00 UPSTREAM ELEVATION = 426.50 DOWNSTREAM ELEVATION = 422:20 ELEVATION.DIFFERENCE = 4.30 TC = 0.393 *[( 745.00 * *3) /( 4.30)] * *.2 = 15.508 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.603. SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF'COEFFI.CIENT .7986 SUBAREA RUNOFF(CFS) = 11.22 TOTAL AREA(ACRES) = 3.90 TOTAL RUNOFF(CFS) = 11.22 FLOW PROCESS FROM NODE 10.00 TO NODE 10.00: IS CODE 8 ---------------------------------------------------------------------- - - - - -- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 100 YEAR RAINFALL INT SOIL CLASSIFICATION IS • ' SINGLE- FAMILY(1 /4 ACRE SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) TC(MIN) = 15.51 ENSITY(INCH /HOUR) = 3.603 "B" LOT) RUNOFF COEFFICIENT = .7986 1.20 SUBAREA RUNOFF(CFS) = 3.45 5.10 TOTAL RUNOFF(CFS) = 14.68 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 3 -------------------=-------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.0 UPSTREAM NODE ELEVATION = 416.20 DOWNSTREAM NODE ELEVATION = 415.60 FLOWLENGTH(FEET) = 305.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 . PIPEFLOW THRU SUBAREA(CFS) = 14.68 TRAVEL TIME(MIN.) = 1.26 TC(MIN.) = 16.77 FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.438 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7949 SUBAREA AREA(ACRES) = 2.70 SUBAREA-RUNOFF(CFS) = 7.38 TOTAL AREA(ACRES) = 7.80 TOTAL RUNOFF(CFS) = 22.06 TC(MIN) = 16.77 FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.438 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7949 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 3.01 TOTAL AREA(ACRES) = 8.90 TOTAL RUNOFF(CFS) = 25.06 TC(MIN) = 16.77 FLOW PROCESS FROM NODE 11.00'T0 NODE 14.00 IS CODE 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ---------------------------------------------------- DEPTH'OF FLOW IN 24.0 INCH PIPE IS 16.9 INCHES PIPEFLOW'VELOCITY(FEET /SEC.) = 10:6 UPSTREAM NODE ELEVATION = 415.60 DOWNSTREAM NODE ELEVATION = 4:14.42 FLOWLENGTH(FEET) = 65.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) _ .25.06 TRAVEL TIME(MIN.) = 0.10 TC(MIN.) = ,16.87 . . . . ... . . . . . . . . . FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 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) = 3.43 TOTAL STREAM AREA(ACRES) = 8.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.06 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.10 TO NODE 12.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE). TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 800.00 UPSTREAM ELEVATION = 426.00 DOWNSTREAM ELEVATION = 421.20 ELEVATION DIFFERENCE = 4.80 TC = 0.393 *[( 800.00 * *3) /( 4.80)] * *.2 = 15.833 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.559 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7977 'SUBAREA RUNOFF(CFS) = 10.79 TOTAL AREA(ACRES) = 3.80 TOTAL RUNOFF(CFS) = 10.79 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<<. ------------------------------------------------ 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.559 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7977 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 5.68 TOTAL AREA(ACRES) 5.80 TOTAL RUNOFF(CFS) = 16.46 TC(MIN) = 15.83 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 3 =--------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <.<< << >> >>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <,<<<< --------------------------------- DEPTH OF FLOW IN .30 -0 INCH PIPE IS 22.7 INCHES. PIPEFLOW VELOCITY(FEET /SEC.) = 4.1 UPSTREAM NODE ELEVATION = 415.20 DOWNSTREAM NODE ELEVATION = .414.80 FLOWLENGTH(FEET) = 200.00 MANNING'S N = 0.013 i? • ESTIMATED PIPE.DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 16.46 TRAVEL TIME(MIN.) = 0.81 TC(MIN.) = 16.64 - -FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 8 ---------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.454 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7953 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 3..02 TOTAL AREA(ACRES) = 6.90 TOTAL RUNOFF(CFS) = 19.49 TC(MIN) = 16.64 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------- - - - - -- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.454 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7953 SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) = 7.14 TOTAL AREA(ACRES) = 9.50 TOTAL RUNOFF(CFS) = 26.63 TC(MIN) = 16.64 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< i >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.7 UPSTREAM NODE ELEVATION = 414.80 DOWNSTREAM NODE ELEVATION = 414.42 FLOWLENGTH(FEET) = 190.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 26.63 TRAVEL TIME(MIN.) = 0.68 TC(MIN.) = 17.32 FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 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 CON.CENTRATION(MIN.) = 17.32 RAINFALL INTENSITY(INCH /HR) = 3.37 TOTAL STREAM AREA(ACRES) PEAK FLOW RATE(CFS) AT CONFLUENCE 26.63 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) {MIN.) (INCH /HOUR) (ACRE) 1 25.06 16.87 3.426 8.90 2 26.63 17.32 3.372 9.50 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 51.00 16.87 3.426 2 51.30 17.32' 3.372 COMPUTED CONFLUENCE ESTIMATES.ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 51.30 Tc(MIN.) = 17.32 TOTAL AREA(ACRES) = 18.40 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 14.00 TO NODE 19.00 IS CODE = 3 ------------------ ---- ------ ------------------------------------------------ >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - :ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---- - - - - -- DEPTH OF FLOW IN 45.0 INCH PIPE IS 35.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.4 UPSTREAM NODE ELEVATION =' 414.42 DOWNSTREAM NODE ELEVATION = 414.15 FLOWLENGTH(FEET) = 135.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 51.30 TRAVEL TIME(MIN.) = 0.41 TC(MIN.) = 17.73 FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 10 ----------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK ## 1 <<<<< FLOW PROCESS FROM NODE 1.20 TO NODE 15.00 IS CODE = 21 ----------------------=----------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE:FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3') /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 555.00 UPSTREAM ELEVATION = 425.00 DOWNSTREAM ELEVATION = 421.70 ELEVATION DIFFERENCE '= 3.30 TC = 0.393 *[( 555.00 * *3) /( 3.30)] * *.2 = 13.703 100 YEAR RAINFALL INTENSITY(INCH /HOUR) 3:881 .SOIL CLASSIFICATION IS "Bit SINGLE- FAMILY(1 /4 ACRE.LOT) RUNOFF COEFFICIENT = ..8043 SUBAREA RUNOFF(CFS) = 7.80 TOTAL AREA(ACRES) = 2.50 TOTAL RUNOFF.(CFS) = 7.80 FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 8 . ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 100 YEAR RAINFALL INT SOIL CLASSIFICATION IS SINGLE- FAMILY(1 /4 ACRE SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) _ TC(MIN) = 13.70 ------------------ --------- ENSITY(INCH /HOUR) = 3.881 IlBll LOT) RUNOFF COEFFICIENT = .8043 0.70 SUBAREA RUNOFF(CFS) = 2.19 3.20 TOTAL RUNOFF(CFS) = 9.99 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 3 >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.3 INCHES. PIPEFLOW VELOCITY(FEET /SEC.) = 3.7 UPSTREAM NODE ELEVATION = 415.70 DOWNSTREAM NODE ELEVATION = 415.22 FLOWLENGTH(FEET) = 240.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 9,99 TRAVEL TIME(MIN.) = 1.08 TC(MIN.).= 14._78 FLOW PROCESS FROM NODE 16.00 TO NODE 16.00.IS CODE = 8 ------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< Ij 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.709 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8009 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 2.08 TOTAL AREA(ACRES) = 3.90 TOTAL RUNOFF(CFS) = 12.07 TC(MIN) = 14.78 FLOW PROCESS FROM NODE 16.00 TO NODE 16.00.IS CODE = 8 ------------------------------------- ---------------------- ----------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ------------------------- ------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.709' SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT ='.8009' SUBAREA AREA(ACRES) 1.10 SUBAREA RUNOFF(CFS) = 3.27 TOTAL AREA(ACRES) = 5.00 TOTAL RUNOFF(CFS) = 15.33 TC(MIN) = 14.78 FLOW PROCESS FROM NODE 16.0.0 TO NODE 18.00 IS CODE = 3 --------------------------- ------------------ ------------ ---- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE.(NON- PRESSURE FLOW)<< <<< DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.1 UPSTREAM NODE ELEVATION= 415.22 DOWNSTREAM NODE ELEVATION = 414.95 FLOWLENGTH(FEET) = 135.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER.(INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 15.33 • TRAVEL TIME(MIN.) = 0.55 TC(MIN.) = 15.33 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 1 ------------------------------------------------------ 7 --------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.33 RAINFALL INTENSITY(INCH /HR) = 3.63 TOTAL STREAM AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.33 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.30 TO NODE 17.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD.INITIAL SUBAREA ANALYSIS <<<<< ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 415.00 UPSTREAM ELEVATION = 424.00 DOWNSTREAM ELEVATION = 422.10 ELEVATION.DIFFERENCE = 1.90 TC = 0.393 *[( 415.00 * *3) /( 1.90)] * *.2 = 12.854 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.033 SOIL CLASSIFICATION IS "B" / SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8072 SUBAREA-RUNOFF(CFS) = 5.53 TOTAL. AREA(ACRES) = 1.70 TOTAL RUNOFF(CFS) = 5.53 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE 3 . - - - -- ---------------------------------------------------------------------- >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<< >> >>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< «- - ---------------------------------------------------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.3 UPSTREAM NODE ELEVATION = 416.10 DOWNSTREAM NODE ELEVATION = 414.95 FLOWLENGTH(FEET) = 155.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 P.IPEFLOW THRU.SUBAREA(CFS) = 5.53 TRAVEL TIME(MIN.) = 0.49 TC(MIN.) = 13.34 FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE 1 >>>>>DESIGNATE INDEPENDENT STREAM. FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<c« << ----------------------------------- TOTAL NUMBER OF STREAMS = 2 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM. 2'ARE: TIME OF CONCENTRATION.(MIN.) = 13.34 RAINFALL INTENSITY(INCH /HR) = 3.94 TOTAL STREAM.AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.53 • ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) .(INCH /HOUR) (ACRE) 1 15.33 15.33 3.628 5.00 2 5.53 13.34 3.943 1.70 ************, r*•*******, r**, r*, r, r****, rWARNING*, t***** * * *,r * * *,r * * * * * *,r * * * *,► * * * * * ** 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 18.88 13.34 3.943 2 20.43 15.33, 3.628 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.43 Tc(MIN.) = 15.33 TOTAL AREA(ACRES) = 6.70 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 3 --------------------------------------:------------------------------------- >>>5>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< v;/ » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< -------------------------------------------------=-------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 6.6 UPSTREAM NODE ELEVATION = 414.95 DOWNSTREAM NODE ELEVATION = 414.15 FLOWLENGTH(FEET) = 135.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 20.43 TRAVEL TIME (MIN. ) = 0-.34 TC (MIN. ) = 15.67' ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< -------------------------------------------- - - - - -- _ 100 YEAR RAINFALL INTENSITY(.-INCH/HOUR)­ 3.581 SOIL CLASSIFICATION IS '!B" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6963 SUBAREA AREA(ACRES) = 2.60 'SUBAREA RUNOFF(CFS) = 6.48 TOTAL AREA(ACRES) _ .9.:30 TOTAL:RUNOFF(CFS).= 26.91 TC(MIN) = 15.67 FLOW PROCESS FROM NODE 19.00 TO NODE '19.00 IS CODE = 11 ---------------------------------=------------------------------------------ ::;• -- » >>> CONFLUENCE- MEMORY - BANK #- 1�WITH- THE - MAIN - STREAM- MEMORY<< <<<---- - - - - -- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) •l 1 26.91 15.67 3.581 9.30 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA, NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 51.30 17.73 3.325 18.40 *** * * * * * * * * * * * * * * * * * * * * * * * * *,► * * ** 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. ** PEAK FLOW RATE TABLE ** . STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR). 1 72.24 15.67 3.581 2 76.28 17.73 3.325 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW-RATE(CFS) = 76.28 Tc(MIN.) = 17.73 TOTAL AREA (ACRES) = 27.70 ---------------------------------------------=------------------------------ ---------------------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 76.28 Tc(MIN.) = 17.73 TOTAL AREA(ACRES) = 27.70 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** •? 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. 1.5A Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92714 -5644 Phone (949)251 -8821 Fax (949)251 -0516 Email :mdsirvine @mdsconsulting.net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • TRACT 32.398 • BASIN #2 • Q100 HYDROLOGY FILE NAME: C: \AES99 \HYDROSFT \RATRVSD \32398 \323982.100 TIME /DATE OF STUDY: 8:22 5/ 6/2005 ---------------------------------------------------------------------------- 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 = 0.95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500 M1 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1- HOUR.INTENSITY(INCH /HOUR) = 1.6000 SLOPE OF INTENSITY DURATION CURVE = 0.6000 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD:HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.00 TO NODE 30.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ------------------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 385.00 UPSTREAM ELEVATION = 425.00 DOWNSTREAM ELEVAT -ION = 422.00 ELEVATION DIFFERENCE = 3.00 TC = 0.393 *[( 385.00 * *3) /( 3.00)] * *.2 = 11.215 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.377 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8131 SUBAREA RUNOFF(CFS) = 7.47 TOTAL AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 7.47 t! jeFLOW PROCESS FROM NODE' 30.00 TO NODE 33.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.1 UPSTREAM NODE ELEVATION = 416.00 DOWNSTREAM NODE ELEVATION = 415.37 FLOWLENGTH(FEET) = 190.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 7.47 TRAVEL TIME(MIN.) = 0.76 TC(MIN.) = 11.98 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< --------------------------------------------------=------- - ------------------ --------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS =. 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.98 RAINFALL INTENSITY(INCH /HR) = 4.21 TOTAL STREAM AREA(ACRES).= 2.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.47 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.10 TO NODE 31.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< -------- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC.= K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 340.00 UPSTREAM ELEVATION = 424.00 DOWNSTREAM ELEVATION = 421.70 ELEVATION DIFFERENCE = 2.30 TC = 0.393 *[( 340.00 * *3) /( 2.30)] * *.2 = 10.977 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.433 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8140 SUBAREA RUNOFF(CFS) = 7.22 TOTAL AREA(ACRES) = 2.00' TOTAL yRrUNOFF(CFS) = 7.22, FLOW PROCESS FROM NODE 31'.00 TO NODE 32.00 IS CODE 3 ----------- - - - - -- G _ ------------------------------------- >> >>>C / RAVELTIME.THRU SUBAREA<< <<< UT--- TEL » »>USING C P;E; TIMATED PIPESIZE „(NON- PRESSURE FLOW) <<<<< ------------------------------------ DEPTH OF FLOW IN 24.0 INCH'PIPE'IS 15.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.4 UPSTREAM NODE ELEVATION = :415:70 .DOWNSTREAM NODE ELEVATION = 415.58 FLOWLENGTH(FEET) = 60.00 MANNING'S N = 0.013 ESTIMATED PIPE,DIAMETER(INCH) = 24:00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 7.22 TRAVEL TIME(MIN.) = 0.29 TC(MIN.) = 11.27 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< • 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.364 ,, SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8129 SUBAREA AREA(ACRES) = 0._80 SUBAREA RUNOFF(CFS) = 2.84 TOTAL AREA(ACRES) = 2.80 TOTAL RUNOFF(CFS) = 10.06 TC(MIN) = 11.27 a ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 3 ----------------------------------------------------------------------------- >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ----------------------------------------------------------------=----------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 27.0 INCH PIPE IS 17..4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.7 UPSTREAM NODE ELEVATION = 415.58 DOWNSTREAM NODE ELEVATION = 415.37 FLOWLENGTH(FEET) = 105.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) _ 10:06-. TRAVEL TIME(MIN.) = 0.47 TC(MIN.) = 11.74 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< �y TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:' TIME OF CONCENTRATION(MIN.) = 11.74 RAINFALL INTENSITY(INCH /HR) = 4.26 TOTAL STREAM AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) AT CONFLUENCE _ '10.06 ** CONFLUENCE DATA ** STREAM RUNOFF A Tc INTENSITY AREA NUMBER (CFS) % " (MIN.) (INCH /HOUR) (ACRE) 1 7.47 11.98 4.207 2.10 2 10.06. 11.74 4.258 2.80 a-1 + 3 **, r**, t*********, r*****, r**, t*, t*****, rWARNING *,► * *,t *,t * * *,r * * *,t * *,r ,r ,r ,t * * *,t *,r * * * *,► ** 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 17.38 11.74 4.258 2 17.41 11.98 4.207 • COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.38 Tc-(MIN.) = 11.74 TOTAL AREA(ACRES) = 4.90 • FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 3 - - ---------7------------------------------------------------------------ >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« <<< >> >>> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.2 UPSTREAM NODE ELEVATION = 415.37 DOWNSTREAM NODE ELEVATION = '415.12 FLOWLENGTH(FEET) = 125.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 17.38 TRAVEL TIME(MIN.) = 0.50 TC(MIN.) = 12.24 FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 8 ------------------------------=--------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.153 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8093 SUBAREA AREA(ACRES) = 0'.60 SUBAREA RUNOFF(CFS) = 2.02 TOTAL AREA(ACRES) = 5.50 TOTAL RUNOFF(CFS) = 19.39 TC(MIN) = 12.24 FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE _ -- 8 >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< - 100-YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.153 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8093 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.69 TOTAL AREA(ACRES) = 6.30 TOTAL RUNOFF(CFS) = 22.08 TC(MIN) = 12.24 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 3 ---------------------------------------------------------------7------------ >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« <<< >>> >> USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------- DEPTH OF FLOW IN -33.0 INCH PIPE IS 25.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.4 UPSTREAM NODE ELEVATION- 415.12 DOWNSTREAM NODE ELEVATION = 415.05 FLOWLENGTH(FEET) = 35.00. MANNING!S N =0.013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW•THRU SUBAREA(.CFS) = 22.08 TRAVEL TIME:(MIN.) = 0.13 TC(MIN.) = 12.37 - -FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 8 • --------------------------------------------------------------=------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.126 SOIL CLASSIFICATION IS "B" i UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7178 SUBAREA AREA(ACRES) ka_,80,J SUBAREA RUNOFF(CFS) = 5.33 TOTAL AREA(ACRES) = 8.10 TOTAL RUNOFF(CFS) = 27.41 TC(MIN) = 12.37 ------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 27.4 TC(MIN.) = 12.37 TOTAL AREACRES) = 8.1 A( .0 END OF RATIONAL METHOD•ANALYSIS 't. 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. 1.5A Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92714 -5644 Phone (949)251 -8821 Fax (949)251 -0516 Email :mdsirvine@mdsconsulting.net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY • TRACT 32398 • BASIN #3 • Q100 HYDROLOGY FILE NAME: C: \AES99 \HYDROSFT \RATRVSD \32398 \323983.100 TIME /DATE OF STUDY:. 6:53 5/ 9/2005 ---------------------------------------------------------------------------- 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 = 0.95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500 100 -YEAR, 1 -14OUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100;00 1 -HOUR INTENSITY(INCH /HOUR).. = 1.6000 SLOPE OF INTENSITY DURATION CURVE = 0.6000 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM.ANALYSES ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 40.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 305.00 UPSTREAM ELEVATION = . 424.90 DOWNSTREAM ELEVATION = - 422.60 ELEVATION DIFFERENCE = 2.30 TC = 0.393 *[( 305.00 * *3) /( 2.30)] * *.2 = 10.285 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.610 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8167 SUBAREA RUNOFF(CFS) _ 4.52 TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) _ 4.52 FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS "CODE = 3 ---------------------------------------------------------------------------- >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< FLOW PROCESS FROM NODE 41.00 TO NODE 41.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------- - - - - -- -- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.350 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8127 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 14.85 TOTAL AREA(ACRES) = 5.40 TOTAL RUNOFF(CFS) = 19.37 TC(MIN) = 11.33 Ama FLOW PROCESS FROM NODE 41.00 TO NODE 45.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.2 INCHES °'� PIPEFLOW VELOCITY(FEET /SEC.) = 4.3 �' 13 UPSTREAM NODE ELEVATION = 416.23 DOWNSTREAM NODE ELEVATION = 415.64 FLOWLENGTH(FEET) = 295.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW.THRU SUBAREA(CFS) = 19.37 TRAVEL TIME(MIN.) = 1.13 TC(MIN.) = 12.46 FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.109 SOIL CLASSIFICATION.IS "B" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7172 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 1.54• TOTAL AREA(ACRES) = 6.60 TOTAL RUNOFF(CFS) = 22.90 TC(MIN) = 12.46 FLOW PROCESS FROM NODE 45.00 TO NODE 45.00. IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« <<< ---------------------------------------------------------------------------- 100 YEAR RAINFALL, INTENSITY (INCH /HOUR) = 4.109 ^'• SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8086 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 7.31 TOTAL. AREA(ACRES) = 8.80 TOTAL RUNOFF(CFS) = - 3.0.2 -1--. TC(MIN) = 12.46 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.0 UPSTREAM NODE ELEVATION = 416.60 DOWNSTREAM NODE ELEVATION = 416.23 FLOWLENGTH(FEET) = 185.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.52 TRAVEL TIME(MIN.) = 1.04 TC(MIN.) = 11.33 FLOW PROCESS FROM NODE 41.00 TO NODE 41.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------- - - - - -- -- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.350 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8127 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 14.85 TOTAL AREA(ACRES) = 5.40 TOTAL RUNOFF(CFS) = 19.37 TC(MIN) = 11.33 Ama FLOW PROCESS FROM NODE 41.00 TO NODE 45.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.2 INCHES °'� PIPEFLOW VELOCITY(FEET /SEC.) = 4.3 �' 13 UPSTREAM NODE ELEVATION = 416.23 DOWNSTREAM NODE ELEVATION = 415.64 FLOWLENGTH(FEET) = 295.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW.THRU SUBAREA(CFS) = 19.37 TRAVEL TIME(MIN.) = 1.13 TC(MIN.) = 12.46 FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.109 SOIL CLASSIFICATION.IS "B" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7172 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 1.54• TOTAL AREA(ACRES) = 6.60 TOTAL RUNOFF(CFS) = 22.90 TC(MIN) = 12.46 FLOW PROCESS FROM NODE 45.00 TO NODE 45.00. IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« <<< ---------------------------------------------------------------------------- 100 YEAR RAINFALL, INTENSITY (INCH /HOUR) = 4.109 ^'• SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8086 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 7.31 TOTAL. AREA(ACRES) = 8.80 TOTAL RUNOFF(CFS) = - 3.0.2 -1--. TC(MIN) = 12.46 FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< **********#******#***********#******#*#*###** * * # * * * * * # * * * * * * # # * * * # # * # # # * # # *# FLOW PROCESS FROM NODE 3.10 TO NODE 42.00 IS CODE = 21 ----------------------------------- ' ---------------------- =------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 800.00 UPSTREAM ELEVATION = . 427.40 DOWNSTREAM ELEVATION 421.80 ELEVATION DIFFERENCE '= 5.60 TC = 0.393 *[( 800.00 * *3) /( 5.60)] * *.2 15.352 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.62.5 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT .7991 SUBAREA RUNOFF(CFS) = 13.04 TOTAL AREA(ACRES) = 4.50 TOTAL RUNOFF(CFS) = 13.04 *********###******************#**********#*** # * * * * * # * * * * * * * * * * * * # * * * * * * * # * ## 4.0 - -FLOW PROCESS FROM NODE 42.00 TO NODE 44.00 IS CODE = 3 ---------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ----------------------------------------------------------=----------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3•.9 UPSTREAM NODE ELEVATION = 415.80. DOWNSTREAM NODE ELEVATION = 415.20 FLOWLENGTH(FEET) = 300.00 MANNING'S N = .0.013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 13.04 TRAVEL TIME(MIN.) = 1.29 TC(MIN.) = 16.64 FLOW PROCESS FROM NODE 44.00 TO NODE 44.00 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:) = 16.64 RAINFALL INTENSITY(.INCH /HR) = 3.45 TOTAL STREAM AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS') AT CONFLUENCE = 13.04 j. FLOW PROCESS FROM NODE 3.20 TO NODE 43.00 IS CODE = 21 ------------------ ----------- --------------------------------------------- -- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « <<< --------------------------=------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 740.00 UPSTREAM ELEVATION = 427.20 DOWNSTREAM ELEVATION = 422.30 ELEVATION DIFFERENCE = 4.90 TC = 0.393 *[(. 740.00 * *3) /( 4.90)] * *.2 = 15.047 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.66.9 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8000 SUBAREA RUNOFF(CFS) = 9.39 TOTAL AREA(ACRES) = 3.20 TOTAL RUNOFF(CFS) = 9.39 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 43.00 TO NODE 44.00 IS CODE = 6 ---------------------------------------------------------------------------- >> >>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<< ---------------------------------------------=------------------------------ ---------------------------------------------------------------------------- UPSTREAM ELEVATION = 422.30 DOWNSTREAM ELEVATION = 421.60 STREET LENGTH(FEET) = 165.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 17.50 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 10.92 =�. STREETFLOW MODEL RESULTS: # STREET FLOWDEPTH(FEET) = 0.45 HALFSTREET FLOODWIDTH(FEET) = 16.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.04 PRODUCT OF DEPTH &VELOCITY = 0.91 STREETFLOW TRAVELTIME(MIN) = 1.35 TC(MIN) = 16.40 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.485 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7960 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 3:05 SUMMED AREA(ACRES) = 4.30 TOTAL RUNOFF(CFS) = 12.44 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOODWIDTH(FEET) = 17.00 FLOW.VELOCITY(FEET /SEC.) = 2.07 DEPTH *VELOCITY = 0.96 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 44.00 TO-NODE . 44..00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITI.ON OF SUBAREA TO MAINLINE PEAK FLOW<< <<< -----------------.--------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.465 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF _COEFFICIENT•.= .7960 SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF'(CFS) = 12.20. TOTAL AREA(ACRES) = 6.70 TOTAL'RUNOFF(CFS) = 24.65 TC(MIN) = 16.40 FLOW PROCESS FROM NODE 44.00 TO NODE 44.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< •� TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.40 RAINFALL INTENSITY(INCH /HR) = 3.48 TOTAL STREAM AREA(ACRES).= 8.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.65 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CPS) (MIN.) (INCH /HOUR) (ACRE) 1 13.04 16.64 3.453 4.50 2 24.65 16.40 3.485 8.70 ++ + + + + + + + + + + + + + + + + + + + + + + + * + + + + + *+ 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 ** STREAM RUNOFF Tc INTENSITY NUMBER (CPS) (MIN.) (INCH /HOUR) 1 37.49 16.40 3.485 2 37.46 16.64 3.453 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: •� PEAK FLOW RATE(CFS) = 37.49 Tc(MIN.) = 16.40 ..TOTAL AREA(ACRES) = 13.20 FLOW PROCESS FROM NODE . 44.00 TO NODE 45.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< -------------------- - - - - -- DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.1 UPSTREAM NODE ELEVATION 415.20 DOWNSTREAM NODE ELEVATION = .415.06 FLOWLENGTH(FEET) = 70.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETERCINCH) = :42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 37.49 TRAVEL TIME(MIN.) = 0..23 TC(MIN.) = 16.62 .FLOW PROCESS FROM NODE 45.00 TO NODE 45.00'IS CODE = 11 ---------------------------------------------------------------------------- >> >>> CONFLUENCE MEMORY BANK # 1-WITH THE MAIN - STREAM MEMORY<<< < ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA ;. NUMBER (CPS) (MIN.) (INCH /HOUR) (ACRE) '1 37.49 16.62 3.456 13.20 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 30.21 12.46 4.109 8.80 •/ , r, t, t, t, r*, t*, t*, t, t, t**, r****, r*, t**, r****, r ,r,tWARNING * * *+r * * * * * * * * * * * * *,t ,t * * * *,r *,r ,t ,e * * * * ** '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 .58.31 12.46 4.109 2 62.90 16.62 3.456 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 62.90 Tc(MIN.) = 16.62 TOTAL AREA(ACRES) = 22.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 12 ---------------------------------------------------------------------------- >> >>>CLEAR MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 62.90 Tc(MIN.) = 16.62 TOTAL AREA(ACRES) = 22.00 END OF RATIONAL METHOD ANALYSIS i'• 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. 1.5A Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92714 -5644 Phone (949)251 -8821 Fax (949)251 -0516 Email :mdsirvine@mdsconsulting.net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • TRACT 32398 • BASIN #4 • Q100 HYDROLOGY FILE NAME: C: \AES99 \HYDROSFT \RATRVSD \32398 \323984.100 TIME /DATE OF STUDY: 8:10 5/ 6/2005 ---------------------------------------------------------------------------- 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 = 0.95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500 e.' F 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600 ',• COMPUTED. RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1" -HOUR INTENSITY(INCH /HOUR) = 1.6000 SLOPE OF INTENSITY DURATION CURVE = 0.6000 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED NOTE: COMPUTE•CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 50.00 IS CODE = 21 -------------------------------=-------------------------------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 530.00 UPSTREAM.ELEVATION = 424.30 DOWNSTREAM-ELEVATION = 421.12 ELEVATION DIFFERENCE = 3.18 TC = 0..393 *[(.. 530.00 * *3) /( 3.18)] * *.2 13.429 100 YEAR.RAINFALL INTENSITY(INCH /HOUR) = 3.928 SOIL CLASSIFICATION IS "B SINGLE= FAMPLY.(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8053 SUBAREA RUNOFF-(CFS) •7.91 TOTAL AREA MORES) = 2.50 TOTAL RUNOFF(CFS) = 7.91 FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 8 -----------------------------------------7---------------------------------- >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 100 YEAR RAINFALL INT •j SOIL CLASSIFICATION IS // SINGLE- FAMILY(1 /4 ACRE SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) _ TC(MIN) = 13.43 ENSITY(INCH /HOUR) = 3.928 B LOT) RUNOFF COEFFICIENT = .8053 0.70 SUBAREA RUNOFF(CFS) = 2.21 3.20 TOTAL RUNOFF(CFS) = 10.12 FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 3 --------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.7 UPSTREAM NODE ELEVATION = 415.12 DOWNSTREAM NODE ELEVATION = 414.72 FLOWLENGTH(FEET) = 200.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 10.12 TRAVEL TIME(MIN.) = 0.89 TC(MIN') = 14.32 FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 8 ------------------------------------ >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ------------- -------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.779 SOIL CLASSIFICATION IS "B" •� SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8023 SUBAREA:AREA(ACRES) = 0.80 SUBAREA..RUNOFF(CFS) = 2.43 TOTAL AREA(ACRES) = 4.00 TOTAL RUNOFF(CFS) = 12.55 TC(MIN) = 14.32 FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 8 --- - - - - -- --------------------------------------- > > >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.779 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8023 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.94 TOTAL AREA(ACRES) = 5.30 TOTAL.RUNOFF(CFS) = 16.49 TC(MIN) = 14.32 - -FLOW- PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 3 ------------------------------------------ - - - - -- >> >>>COMPUTE PIPEFLOW TRAVELTIME.THRU SUBAREA<<<<< »>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ,DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.1 .� UPSTREAM NODE ELEVATION = 414.72 • DOWNSTREAM NODE ELEVATION = 414.00 FLOWLENGTH(FEET) = 360.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(•INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS). = 16.49 TRAVEL TIME(MIN.) = 1.45 TC(MIN.) = 15.78 FLOW PROCESS FROM NODE 52.00 TO NODE 52.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------- ---------------------- 100 YEAR RAINFALL INT SOIL CLASSIFICATION IS SINGLE- FAMILY(1 /4 ACRE SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) _ TC(MIN) = 15.78 -------------------------------=------- --------------------------------------- ENSITY(INCH /HOUR) = 3.566 "B" LOT) RUNOFF COEFFICIENT = .7978 2.10 SUBAREA RUNOFF(CFS) 5.98 7.40 TOTAL RUNOFF(CFS) = 22.46 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.4 UPSTREAM NODE ELEVATION = 414.00 DOWNSTREAM NODE ELEVATION = 413.34 FLOWLENGTH(FEET) = 330.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 22.46 TRAVEL TIME(MIN.) = 1.24 TC(MIN:) = 17.02 FLOW PROCESS FROM NODE 53.00 TO NODE 53.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< -------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.408 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7942 SUBAREA AREA(ACRES) = 1.60 SUBAREA-RUNOFF(CFS) = 4.33 TOTAL AREA(ACRES) = 9.00 TOTAL RUNOFF(CFS) _. 26.79 TC(MIN) = 17.02 FLOW PROCESS FROM NODE 53.00 TO NODE 53.00 IS CODE _ .8 --------------------------=-----------7------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK.FLOW<< <<< --------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) 3..408 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /.4 ACRE. LOT) RUNOFF COEFFICIENT = .7942. SUBAREA AREA(ACRES) = 0.60 SUBAREA.RUNOFF(CFS) = 1.62 .TOTAL AREA(ACRES) = 9.6.0 TOTAL RUNOFF(CFS) = 28.42 TC(MIN). =. 17.02 FLOW PROCESS FROM NODE 53.00 TO NODE 54.00 IS CODE = 3 °• ---------------=----------------------------=--------------------7---------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.7 • UPSTREAM NODE ELEVATION = 413.34 DOWNSTREAM NODE ELEVATION = 413.05 FLOWLENGTH(FEET) = 145.00 MANNING'S N— 0.013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 28.42 TRAVEL TIME(MIN.) = 0.52 TC(MIN.) = 17.53 FLOW PROCESS FROM NODE 54.00 TO NODE 54.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <« <5 -- ------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) 3.347 SOIL CLASSIFICATION IS "B" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT .6855 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.69 'TOTAL AREA(ACRES) = 9.90 TOTAL RUNOFF(CFS) = 29.11 TC(MIN) = 17.53 --------------- - END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 29.11 Tc(MIN.:) = 17.53 TOTAL AREA(ACRES) = 9.90 END OF RATIONAL METHOD ANALYSIS 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. 1.5A Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92714 -5644 Phone (949)251 -8821 Fax (949)251 -0516 Email :mdsirvine @mdsconsulting.net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • TRACT 32398 • BASIN #5 • Q100 HYDROLOGY ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: C: \AES99 \HYDROSFT \RATRVSD \32398 \323985.100 TIME /DATE OF STUDY: 8:32 5/.6/2005 ---------------------------------------------------------------------------- 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 = 0.95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600 >. COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.6000 SLOPE OF INTENSITY DURATION CURVE = 0.6000 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 36.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 590.00 UPSTREAM ELEVATION = 424.10.. DOWNSTREAM ELEVATION = 421.00 ELEVATION DIFFERENCE = 3.10 TC.= 0.393 *[( 590.00 * *3) /( , 3.10)] * *.2 = 14.394 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.768 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4. ACRE LOT) RUNOFF COEFFICIENT = .8021 SUBAREA RUNOFF(CFS) = 6.04 TOTAL AREA(ACRES) = 2.00 TOTAL RUNOFF(CFS) = 6.04 • FLOW PROCESS FROM NODE 36.00 TO NODE 37.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.2 INCHES •? PIPEFLOW VELOCITY(FEET /SEC.) = 3.2 UPSTREAM NODE ELEVATION = 415.00 DOWNSTREAM NODE ELEVATION = 414.48 FLOWLENGTH(FEET) = 260.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 6.04 TRAVEL TIME(MIN.) = 1.34 TC(MIN.) = 15.73 FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.572 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7980 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2.57 TOTAL AREA(AtRES) = 2.90' TOTAL RUNOFF(CFS) = 8.61 TC(MIN) = 15.73 FLOW PROCESS FROM NODE 37.00 TO NODE 38.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.5 UPSTREAM NODE ELEVATION = 414.48 DOWNSTREAM NODE ELEVATION = 413.88 FLOWLENGTH(FEET) = 300.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) =. 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 8.61 TRAVEL TIME(MIN.) = 1.41 TC(MIN.) = 17.15 FLOW PROCESS FROM NODE 38.00 TO NODE 38.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 100'YEAR RAINFALL INT SOIL:CLASSIFICATION IS SINGLE- FAMILY(1 /4 ACRE SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) _ TC(MIN) = 17.15 ENSITY(INCH /HOUR) = 3.392 "B" LOT) RUNOFF COEFFICIENT = .7938 1.60 SUBAREA RUNOFF(CFS) = 4.31 4.50 TOTAL RUNOFF(CFS)­ 12.92 FLOW PROCESS FROM NODE 38.00 TO NODE 39.0.0 IS CODE = 3 >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< -------------------------------------- DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) 3.9 UPSTREAM NODE ELEVATION = 413.88 DOWNSTREAM NODE ELEVATION = 413.71 FLOWLENGTH(FEET) = 85.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES.= 1 PIPEFLOW THRU SUBAREA(CFS) = 12.92 TRAVEL TIME(MIN.) = 0.37 TC(MIN.) = 17.51 FLOW PROCESS FROM NODE 39.00 TO NODE 39.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.350 SOIL CLASSIFICATION IS "B" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6856 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) 0.92 TOTAL AREA(ACRES) = 4.90 TOTAL RUNOFF(CFS) = 13.84 TC(MIN) = 17.51 ---------------------------------------------------------------------------- END, OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 13.84 Tc(MIN.) = 17.51 TOTAL AREA(ACRES) = 4.90 END OF RATIONAL METHOD ANALYSIS n'. 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. 1.5A Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92714 -5644 Phone (949)251 -8821 Fax (949)251 -0516 Email :mdsirvine @mdsconsulting.net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • TRACT 32398 • BASIN #6 • Q100 HYDROLOGY FILE NAME: C: \AES99 \HYDROSFT \RATRVSD \32398 \323986.100 TIME /DATE OF STUDY: 9:39 . 4/26/2005 ---------------------------------------------------------------------------- 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 = 0.95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500 k�• 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.6000 SLOPE OF INTENSITY DURATION CURVE = 0.6000 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 6.00 TO NODE 60.00 IS CODE = 21 - ------- ----• ------ --------- --- ----- --------- --- ----- -- ---- --- - - - - -- - >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< -------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 1000.00 UPSTREAM ELEVATION = 428.80 DOWNSTREAM ELEVATION = 421.70 ELEVATION DIFFERENCE = 7.10 TC = 0.393 *[( 1000.00 * *3) /( 7.10)] * *.2 = 16.738 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.442 SOIL CLASSIFICATION'IS "B "' SINGLE- FAMILY(.1 /4.ACRE LOT) RUNOFF COEFFICIENT = .7950 SUBAREA RUNOFF(CFS) = 6.57 TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) = 6:57 FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 3 ---------------------------------- 7 ----------------------------------------- >>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< •1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.4 INCHES l PIPEFLOW VELOCITY(FEET /SEC.) = 3.3 UPSTREAM NODE ELEVATION = 415.70 DOWNSTREAM NODE ELEVATION = 415.63 FLOWLENGTH(FEET) = 35.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 6.57 TRAVEL TIME(MIN.) = 0.18 TC(MIN.) = 16.92 FLOW PROCESS FROM NODE 61.00 TO NODE 61.00 IS CODE = 8 Z >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.420 SOIL CLASSIFICATION IS "B" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6890 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS)•= 1.18 TOTAL AREA(ACRES) = 2.90 TOTAL RUNOFF(COS) TC(MIN) = 16.92 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 7.75 Tc(MIN.) = 16.92 TOTAL AREA(ACRES) = 2.90 END OF RATIONAL METHOD ANALYSIS I - OF 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. 1.5A Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92714 -5644 Phone (949)251 -8821 Fax ('949)251 -0516 Email :mdsirvine @mdsconsulting.net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 32398 * BASIN #7 * Q100 HYDROLOGY * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: C: \AES99 \HYDROSFT \RATRVSD \32398 \323987.100 TIME /DATE OF STUDY: 9:46 4/26/2005 ------------------------ ------------------------------ 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 = 0.95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.6000 SLOPE OF INTENSITY DURATION CURVE = 0.6000 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 7.00 TO NODE- 70.00 IS CODE = 21 - -- ------ - - - - -- 7 ----------------------- ----------------------------- >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)J * *.2 INITIAL SUBAREA FLOW - LENGTH = 715.00 UPSTREAM ELEVATION = 426.90 DOWNSTREAM ELEVATION = 422.00 ELEVATION DIFFERENCE = 4.90 TC = 0.393 *[( 715•.00 * *3) /( 4.90)] * *.2. = 14.740 100 YEAR RAINFALL.INTENSIITY(.INCH /HOUR) = 3.715 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8010 SUBAREA RUNOFF(CFS) = 6.25 TOTAL AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 6.25 - -FLOW PROCESS FROM NODE 70.00 TO NODE 71.00 IS CODE = 3 --------------------------- ------------------------ >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE, FLOW) <<<<< FLOW PROCESS FROM NODE 71.00 TO NODE 71.00 IS CODE = 8 - - ------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« < --------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.700 SOIL CLASSIFICATION IS "B" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7014 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.78 TOTAL AREA(ACRES) = 2.40 TOTAL•RUNOFF(CFS) = 7.03 TC(MIN) = 14.83 - -FLOW PROCESS FROM NODE 71.00 TO NODE 71.00 IS CODE = 8 7.3. ------------------------------------------------------------- - - - - -- - >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ,:, • 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.700 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8801 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.98 TOTAL AREA(ACRES) = 2.70 TOTAL RUNOFF(CFS) = 8.00 TC(MIN) = 14.83 ----------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 8.00 Tc(MIN.) = 14.83 TOTAL AREA(ACRES) = 2.70 ---------------------------------------- END OF RATIONAL METHOD ANALYSIS • ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 6.2 UPSTREAM NODE ELEVATION = 416.00 DOWNSTREAM NODE ELEVATION =. 415.63 FLOWLENGTH(FEET) = 35.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 6.25 TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 14.83 FLOW PROCESS FROM NODE 71.00 TO NODE 71.00 IS CODE = 8 - - ------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« < --------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.700 SOIL CLASSIFICATION IS "B" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7014 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.78 TOTAL AREA(ACRES) = 2.40 TOTAL•RUNOFF(CFS) = 7.03 TC(MIN) = 14.83 - -FLOW PROCESS FROM NODE 71.00 TO NODE 71.00 IS CODE = 8 7.3. ------------------------------------------------------------- - - - - -- - >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ,:, • 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.700 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8801 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.98 TOTAL AREA(ACRES) = 2.70 TOTAL RUNOFF(CFS) = 8.00 TC(MIN) = 14.83 ----------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 8.00 Tc(MIN.) = 14.83 TOTAL AREA(ACRES) = 2.70 ---------------------------------------- END OF RATIONAL METHOD ANALYSIS • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • 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. 1.5A Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting .17320 Redhill Avenue, Suite 350 Irvine, CA 92714 -5644 Phone (949)251 -8821 Fax (949)251 -0516 Email :mdsirvine @mdsconsulting.net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • TRACT 32398 • BASIN. #8 • Q100 HYDROLOGY ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: C: \AES99 \HYDROSFT \RATRVSD \32398 \323988.100 TIME /DATE OF STUDY: 7:48 5/ 6/2005 ---------------------------------------------------------------------------- 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 = 0.95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500 100-YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600 `. COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.6000 SLOPE OF INTENSITY DURATION CURVE = 0.6000 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FLOW PROCESS FROM NODE 6.00 TO NODE 80.00 IS CODE = 21 ---------------------------------------------------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<` -------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) .TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 610.00 UPSTREAM ELEVATION =. 428.80 . DOWNSTREAM ELEVATION = 424.00 ELEVATION DIFFERENCE = 4.80 TC = 0.393 *[.( 610:.0.0 * *3) /( 4.80)] * *.2 = 13.456 100 YEAR RAINFALL "INTENSITY(INCH /HOUR) = 3.923 SOIL'CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT). RUNOFF COEFFICIENT = .8052. SUBAREA RUNOFF(CFS) = 47 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 3.47 FLOW PROCESS FROM NODE 80.00 TO NODE 81.00 IS CODE = 9 ------ - - - - -- >> >>> COMPUTE "V" GUTTER FLOW TRAVELTIME THRU SUBAREA<< <<< Ei END OF SUBAREA "V" GUTTER HYDRAULICS: TT UPSTREAM NODE ELEVATION = 424.00 f DOWNSTREAM NODE ELEVATION = 423.10 's CHANNEL LENGTH THRU SUBAREA(FEET) = 135:00' "V" GUTTER WIDTH(FEET) = 4.00 GUTTERHIKE(FEET) PAVEMENT LIP(FEET) = 0.030 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 0.50 = 0.150 100' YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.771 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8022 TRAVELTIME THRU SUBAREA BASED..ON VELOCITY(FEET /SEC) = 2.45 AVERAGE FLOWDEPTH(FEET) = 0.31 FLOODWIDTH(FEET) = 17.00 "V" GUTTER FLOW TRAVEL TIME ;(,MIN) = 0.92 TC(MIN) = 14.37 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.82 SUMMED AREA(ACRES) = 1. 0 TOTAL RUNOFF(CFS) = 5.29 DEPTH(FEET) = 0.33 FLOODWIDTH(FEET) = 1.9.00 FLOW VELOCITY(FEET /SEC.) = 2.47 DEPTH *VELOCITY = 0.81 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 81.00 TO NODE 81.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< - .100. YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.771 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT ) - RUNOFF COEFFICIENT = .8022 SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 9.08 TOTAL AREA(ACRES) = 4:70 TOTAL RUNOFF(CFS) = 14.37 TC(MIN) = 14.37 y FLOW PROCESS FROM NODE 81.00 TO NODE 82.00 IS CODE = 6 ----------------------------------------=------------------------------------ » » >COMPUTE STREETFLOW TRAVE.LTIME THRU SUBAREA « «< { UPSTREAM ELEVATION = 423.10. DOWNSTREAM ELEVATION = 422.10 STREET LENGTH(FEET) 140.00 CURB.kEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 16:00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET.CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.02.0 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF­ 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 16.99 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: .r STREET FLOWDEPTH(FEET) = 0.48 HALFSTREET FLOODWIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET /SEC PRODUCT OF DEPTH &VELOCITY = STREETFLOW TRAVELTIME(MIN) = 0.86 iY • 16.00 = 2.70_ 1.28 TC(MIN) = 15.24 100 YEAR RAINFALL INTENSITY(INCH /HOUR) - 3.641 SOIL CLASSIFICATION IS "B" F� a °° -54 1. SINGLE- FAMILY(1 /4 ACRE LOT_)',RUNOF� COEFFICIENT = .7995 SUBAREA AREA(ACRES) _80 SUBAREA RUNOFF(CFS) = 5.24 SUMMED AREA(ACRES) = 6.50 TOTAL RUNOFF(CFS) = 19.61 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.50 HALFSTREET FLOODWIDTH(FEET) = 16.00 FLOW VELOCITY(FEET /SEC.) = 2.83 DEPTH *VELOCITY = 1.40 FLOW PROCESS FROM NODE 82.00 TO NODE 83.00 IS CODE = 6 ---------------------------------------------------------------- - - - - -- -- -- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<< - UPSTREAM ELEVATION = 422.10 DOWNSTREAM ELEVATION = 420.70 STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 16.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00' INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.48 HALFSTREET FLOODWIDTH(FEET) = 16.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.23 PRODUCT OF DEPTH &VELOCITY = 1.53 STREETFLOW TRAVELTIME(MIN) = 0.83 TC(MIN) _ 20.31 1,6.06. 100 YEAR RAINFALL INTENSITY(INCH /HOUR) 3.528. SOIL CLASSIFICATION IS "B" r," SINGLE- FAMILY(1 /4 ACRE LOT)_RUNOFF COEFFICIENT = .7970 SUBAREA AREA(ACRES) _ °~0.5 SUBAREA RUNOFF(CFS) = 1.41' SUMMED AREA (ACRES ) _ !-(YO'- TOTAL RUNOFF(CFS) = 21.01 -END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.50 HALFSTREET FLOODWIDTH(FEET) = 16.00 FLOW VELOCITY(FEET /SEC.) = 3.04 DEPTH *VELOCITY = 1.50 FLOW.PROCESS FROM NODE 83.00 TO NODE 83.00 IS CODE 8 - - - -- ». »- >ADDITION OF SUBAREA.. TO MAINLINE "'>100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.528 SOI CLASSIFICATION IS "B" SINGLE E�p ILY (1./4 ACRE LOT),,-RUNOFF COEFFICIENT = .7970 SUBAREA4AIMA(ACRES) = 1.�e0 SUBAREA RUNOFF(CFS) = 3.37 TOTAL,AREAh CRES) = 8.20 TOTAL RUNOFF(CFS) = 24.38 TC(MIN) = 1 06 FLOW PROCESS FROM NODE 83.00 TO NODE 84.00 IS CODE = 6 ---------------------------------------------------------------------------- >> >>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<< ---------------------------------------------------------------------------- UPSTREAM ELEVATION = 420.70 DOWNSTREAM ELEVATION = 419.70 STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 16.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK_= 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0. 020 OUTSIDE.STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 25.46 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = 0.55 HALFSTREET FLOODWIDTH(FEET) = 16.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.90 PRODUCT OF DEPTH &VELOCITY = 1.60 STREETFLOW TRAVELTIME(MIN) = 1.15 TC(MIN) = 17.22 100 YEAR RAINFALL INTENSITY(INCH /HOUR.) - 3.384 4 SOIL CLASSIFICATION IS "B " SINGLE- FAMILY(1 /4 ACRE LOT)-RUNOFF COEFFICIENT = .7936 SUBAREA AREA(ACRES) _.80, SUBAREA RUNOFF(CFS) = 2.15 SUMMED AREA(ACRES) = 9.00 TOTAL RUNOFF(CFS) = 26.53 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.55 HALFSTREET FLOODWIDTH(FEET) = 16.00 FLOW VELOCITY(FEET /SEC.) = 3.02 DEPTH *VELOCITY = 1.67 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 84.00 TO,NODE 85.00 IS CODE 3 ------------- --------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >>>>> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< -------- - - - - -- DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.0 UPSTREAM NODE ELEVATION = 413.70 DOWNSTREAM NODE ELEVATION = 413.30 FLOWLENGTH(FEET) = 3.05.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH). = 39.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 26.53 TRAVEL TIME(MIN.) = 1.28 TC(MIN.) = 18.49. FLOW PROCESS FROM NODE. 85.00 TO NODE 85.00 IS CODE = 8 ----------------------------------------------------------------------- - - - - -- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ------------ ------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.242 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT)_RUNOFF COEFFICIENT = .7901 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.02 FLOW PROCESS FROM NODE 85.00 TO NODE 89.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< --------------- - DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 12.0 . UPSTREAM NODE ELEVATION = 413.30 DOWNSTREAM NODE ELEVATION = 412.51 . FLOWLENGTH(FEET) = 35.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 2,4.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) _ '30.63 TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 18.54 *, r**, t, t*****, r, t**, r, r****, r,, r, r*, r*, t***, t, t******, t* ,t * * * *,t,t *,r *,► * * * * * *,t,► * * *,r ,r * *,r *x• *,t ,t ,t ** FLOW PROCESS FROM NODE 89.00 TO NODE 89.00 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..) = 18.54 RAINFALL INTENSITY(INCH /HR) = 3.24 TOTAL STREAM AREA(ACRES) = 10.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 30.63 • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.10 TO NODE 86.00 IS CODE = 21 -------------------------------------------- ------------------------------ - >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< TOTAL AREA(ACRES) = 9.40 TOTAL RUNOFF(CFS) = 27.56 TC(MIN) = 18.49 FLOW PROCESS FROM NODE 85.00 TO NODE 85.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.242 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7901 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) _ .1.28 TOTAL AREA(ACRES) = 9.90 TOTAL RUNOFF(CFS) = 28.84 TC(MIN) = 18.49 L) C. o� ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE. 85.00 TO NODE 85.00 IS CODE = 8 --------------------------------------------- - --- - --------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« <<< - -- ------------------------------------ 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.242 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7901 SUBAREA AREA (ACRES) = 0.70 SUBAREA RUNOFF(CFS) 1.79 TOTAL AREA(ACRES) = 10.60 TOTAL RUNOFF(CFS) = ,3 -*e63� TC(MIN) = 18.49 FLOW PROCESS FROM NODE 85.00 TO NODE 89.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< --------------- - DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 12.0 . UPSTREAM NODE ELEVATION = 413.30 DOWNSTREAM NODE ELEVATION = 412.51 . FLOWLENGTH(FEET) = 35.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 2,4.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) _ '30.63 TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 18.54 *, r**, t, t*****, r, t**, r, r****, r,, r, r*, r*, t***, t, t******, t* ,t * * * *,t,t *,r *,► * * * * * *,t,► * * *,r ,r * *,r *x• *,t ,t ,t ** FLOW PROCESS FROM NODE 89.00 TO NODE 89.00 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..) = 18.54 RAINFALL INTENSITY(INCH /HR) = 3.24 TOTAL STREAM AREA(ACRES) = 10.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 30.63 • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.10 TO NODE 86.00 IS CODE = 21 -------------------------------------------- ------------------------------ - >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< 5A ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) •� TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 630.00 UPSTREAM ELEVATION = 423.10 DOWNSTREAM ELEVATION = 419.70 ELEVATION DIFFERENCE = 3.40 TC = 0.393 *[( 630.00 * *3) /( 3.40)] * *.2 = 14.698 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.721 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8011 SUBAREA RUNOFF(CFS) = 8.35 TOTAL AREA(ACRES) = 2.80 TOTAL.RUNOFF(CFS) = 8.35 C5" T ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 86.00 TO NODE 86.00 IS CODE = 8 ---------------------------------------7------------------------------------ >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------=------------------------------------ ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.721 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8011 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.38 TOTAL AREA(ACRES) = 3.60 TOTAL RUNOFF(CFS) = 10.73 TC(MIN) = 14.70 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -FLOW PROCESS FROM NODE 86.00 TO NODE 87.00 IS CODE = 3 f---------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.8 UPSTREAM NODE ELEVATION = 413.70 DOWNSTREAM NODE ELEVATION = 413.46 FLOWLENGTH(FEET) = 120.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3-0.73 TRAVEL TIME(MIN.) = 0.53 TC(MIN.) = 15.23 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 87.00 TO NODE 87.00 IS CODE = 8 --------------------- - ------ - ----------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.643 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LO RUNOFF COEFFICIENT = .7995 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) _ .1.46. TOTAL AREA(ACRES) = 1.0 TOTAL RUNOFF'(CFS) = 12.19 TC(MIN) = 15.23 C9 I ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 87.00 TO NODE 87.00 IS'CODE = 8 --------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.643 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7995 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.33 •) TOTAL AREA(ACRES) = 4.90 TOTAL RUNOFF(CFS) = 14.52 TC(MIN) = 15.23 p r ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 87.00 TO NODE 88.00 IS CODE = 3 -------------------------------------- >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< DEPTH OF FLOW IN 30. INCH PIPE IS 20.5 INCHES PIPEFLOW VELOCITY(FE C ) = 4:1 UPSTREAM NODE ELEVATION = 413.46 DOWNSTREAM NODE ELEVATION = 4.12.85 FLOWLENGTH(FEET) = 305.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 30.00, NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS.) = 14.52 '4 TRAVEL TIME(MIN.) _ :1.25 TC(MIN.) = 16.48 FLOW PROCESS FROM NODE 88.00 TO NODE 88.00 IS CODE = 8 ------------------------------------------------ >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR),= 3.474 SOIL CLASSIFICATION IS "B" - , SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7957 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 3.04 r TOTAL AREA(ACRES) = 6.00 TOTAL RUNOFF(CFS) = 17.56 TC(MIN) = 16.48 - -FLOW PROCESS FROM NODE 88.00 TO NODE 89.00 IS CODE = 3 -------------------------- ------------------------ >>> ­COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >> >>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.2 UPSTREAM NODE ELEVATION = 412.85 DOWNSTREAM NODE ELEVATION 412.51 FLOWLENGTH(FEET) _ 170.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) _ .30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 17.56 TRAVEL TIME.(MIN.) 0.68 TC(MIN.)' = 17.16 . &Aloe ' -- FLOW. - PROCESS - - -FROM NODE 89.00 TO NODE 89.00 IS CODE = 1 --- ---------------- - - - - -- -------------------- »>, »DESIGNATE.INDEPENDENT STREAM FOR CONFLU_ENCEc« << >AND COMPUTE :VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL-NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT.STREAM 2-ARE- TIME OF CONCENTRATION(MIN.) = 17.16 RAINFALL INTENSITY(INCH /HR) = 3.39 TOTAL STREAM AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.56 INTENSITY AREA (INCH /HOUR) (ACRE 3.237 10.60 L.1%_�8A 3.3'90 . 00 t" 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 45.91 17.16 3.390 2 47.40 18.54 3.237 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 47.40 Tc(MIN.) = 18.54 TOTAL AREA(ACRES) = 16.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 89.00 TO NODE 90.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< (; • >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< DEPTH OF FLOW IN 45 0 INCH PIPE IS 33.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.4 UPSTREAM NODE ELEVATION 412.51 DOWNSTREAM NODE ELEVATION = 412.45 FLOWLENGTH(FEET) = 30.00 MANNING -S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER-OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 47.40 TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 18.63 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** CONFLUENCE DATA ** STREAM RUNOFF Tc 90.00 IS CODE = 8 NUMBER (CFS), (MIN.) FLOW<< <<< 1 /1° 30 63 18.54 2 17.56 17.16 INTENSITY AREA (INCH /HOUR) (ACRE 3.237 10.60 L.1%_�8A 3.3'90 . 00 t" 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 45.91 17.16 3.390 2 47.40 18.54 3.237 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 47.40 Tc(MIN.) = 18.54 TOTAL AREA(ACRES) = 16.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 89.00 TO NODE 90.00 IS CODE = 3 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< (; • >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< DEPTH OF FLOW IN 45 0 INCH PIPE IS 33.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.4 UPSTREAM NODE ELEVATION 412.51 DOWNSTREAM NODE ELEVATION = 412.45 FLOWLENGTH(FEET) = 30.00 MANNING -S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER-OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 47.40 TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 18.63 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE ---------------------------------------------------------------------------- 90.00 TO NODE 90.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3`.227 SOIL CLASSIFICATION IS !'B" UNDEVELOPED WATERSHED RUNOFF—COEFFICIENT = .6794 SUBAREA AREA(ACRES) = 4y 1.10 SUBAREA RUNOFF(CFS) = 2.4l... TOTAL AREA.(ACRES ), TOTAL RUNOFF (CFS ) _ .49.81. TC(MIN) =-.18.63 END OF STUDY SUMMARY:* ----------------------------------------- PEAK FLOW RATE(CFS) = 49:81 Tc(MIN.) = 18.6.3 TOTAL AREA(ACRES).= 17.70 END OF RATIONAL `METHOD. ---------------------------------------------- ANALYSIS IN 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. 1.5A Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92714 -5644 Phone (949)251 -8821 Fax (949)251 -0516 Email :mdsirvine@mdsconsulting.net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 32398 * BASIN. #9 * Q100 HYDROLOGY FILE NAME: C: \AES99 \HYDROSFT \RATRVSD \32398 \323989.100 TIME /DATE OF STUDY: 8: 5 5/ 9/2005 ---------------------------------------------------------------------------- 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 = 0.95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500 l 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.6000 SLOPE OF INTENSITY DURATION CURVE = 0.6000 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 TO NODE 95.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC =:K *[(LENGTH * *3). /(EL'EVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 1110.00 _UPSTREAM ELEVATION = 428.70 DOWNSTREAM ELEVATION = 426.•50. ELEVATION DIFFERENCE = 2.20 TC = 0.303 *[( 1110.00 * *3) /( 2.20)] * *.2 = 17.390 100 YEAR RAINFALL INTENSITY:(INCH[HOUR) = 3.364 SOIL.CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8786 SUBAREA RUNOFF(CFS) = 7:09 TOTAL AREA.(ACRES) = 2,.40 TOTAL RUNOFF(CFS) = 7.09 FLOW PROCESS FROM NODE 95.00 TO NODE 96.00 IS CODE 3 ------------------------7--------------------------------------------------- >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON = PRESSURE FLOW) <<<<< ----------------------------------------------------------- - ----- DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.3 INCHES •� PIPEFLOW VELOCITY(FEET /SEC.) = 4.4 UPSTREAM NODE ELEVATION = 420.50 DOWNSTREAM NODE ELEVATION = 419.84 FLOWLENGTH(FEET) = 165.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1' .PIPEFLOW THRU SUBAREA(CFS) = 7.09 TRAVEL TIME(MIN.) = 0.62 TC(MIN.) = 18.01 FLOW PROCESS FROM NODE 96.00 TO NODE 96.00 IS CODE = 8 ---------------------------------------------------------7------------------ >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ------------------------------ 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.294 SOIL CLASSIFICATION IS "B" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6828 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) 0.90 TOTAL AREA(ACRES) = 2.80 TOTAL RUNOFF(CFS) = 7.99 TC(MIN) = 18.01 - --------------- - - - -- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 7.99 Tc(MIN.) = 18.01 TOTAL AREA(ACRES) = 2.80 END OF RATIONAL METHOD ANALYSIS ;e• •� 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. 1.5A Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92714 -5644 Phone (949)251 -8821 Fax (949)251 -0516 Email :mdsirvineOmdsconsulting.net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY • TRACT 32398 • BASIN #10 • Q100 HYDROLOGY ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: C: \AES99 \HYDROSFT \RATRVSD \32398 \3239810.100 TIME /DATE OF STUDY: 8:16 5/ 9/2005 ---------------------------------------------------------------------------- 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 = 0.95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500 .� 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.6000 SLOPE OF INTENSITY.DURATION CURVE = 0.6000 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.10 TO NODE 100.00 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 = 910.00 UPSTREAM ELEVATION = 421.90 DOWNSTREAM'ELEVATION 420.70 ELEVATION DIFFERENCE = 1.20 TC = 0.303 *[( 910..00 * *3) /( 1.20)] * *.2 17.425 100 YEAR RAINFALL.INTENSITY'(INCH /HOUR) = 3.360 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8786 SUBAREA RUNOFF(CFS)' = 25.98 TOTAL AREA(ACRES) = 8.80 TOTAL RUNOFF(CFS) = 25.98 i1 •FLOW PROCESS FROM NODE 100.00 TO. NODE 101.00 IS CODE = 3 --------------------------------------------------7------------------------- >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< . • 4• 1� • DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 6.1 UPSTREAM NODE ELEVATION = 424.70 DOWNSTREAM NODE ELEVATION = 424.60 FLOWLENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 25.98 TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 17.49 FLOW PROCESS FROM NODE 101.00 TO NODE 101.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.352 SOIL CLASSIFICATION IS "B" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6857 SUBAREA AREA•(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.92 TOTAL AREA(ACRES) = 9.20 TOTAL RUNOFF(CFS) = 26.90 TC(MIN) = 17.49 ---------------------------------=------------------------------------------ ---------------------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) _ .26.90 Tc(MIN.) = 17.49 TOTAL AREA(ACRES) = 9.20 END OF RATIONAL METHOD ANALYSIS • • I _L_=_j I I . I I --- I __F i . . . I - I -=--- I Tract 32398 summa Six Retention Basin Storage Data - Retention Basin 1 thru 7 - Interconnected - Storm Peak Inflow 1 00y Storm Overflow Duratn hr 1 Time hr eakQ 0.9 Q in cis 363 I Depth ft 2.5 WS /HGL Elev min 418.00 Max WS Elev 419.10 Time hr eakWS 1.33 Depth ft 3.6 Stora a AcFt 10.585 Em t hr PostStm 36.4 Elevation Water depth in Retention Basin Storage at Overflow Elevation Extra Storage -above WS 100_ 421.76 6.26 21.93 11.34 Ft AcFt AcFt -� ��- 3 2.7 129 2.26 417.76 418.31 3.2 2.81 8.6 33.2 Maximum Water Surface Elev 419.10 6 5.5 98 2.18 417.68 418.12 6 2.62 7.9 32 Bottom Elevation 415.50 24 13.5 18 1.45 416.95 417.14 15.7 1.64 4.6 20.5 etention -gasin 8 an �n erconnecte Storm Duratn [-- Peak Inflow Time Q in IDepth WS /HGL 10 Max WS Time Elev r pea kW 417.62 1.25 y S to-r-m I De th St a Em t ft AcFt hr PostStm 4.62 3.8 37.3 Overflow Elevation Water deoth in Retention Basin Stora a at Overflow Elevation extra -a ove 5��0- 419.50 6.50 6.55 Ft AcFt r r c s t ev ea Q 0.9 --j-2-2--3_66 min 416.66 1 2.75 AcFt 3 2.7 50.6 4.14 417.14 4 7.91 3. 4.91 4.149 39 Water Surface Elev _TM 79T_ 5.5 40.1 4.28 417.28 417.87 6 4.87 4.11 38.7 :5x!mum 0 om leva ion 24 13.5 10.5 2.54 415.54 416.74 16.3 3.74 2.96 26.7 - -- Retention Basin 9 -- - - �- - Storm Peak Inflow 100yr Storm Overflow Duratn hr 1 Time hr ) eakQ 0.83 Q in I (cfs) I 16.2 De lh (ft 1.24 WS /HGL Elev min 423.24 Max WS Elev 424.09 Time hr eakWS 1.25 De th ft 2.09 Stora a AcFt ) 0.47 Empty (hr) PostStm 15.1 _ Elevation Water depth in Retention Basin Storage at Overflow Elevation Extra Storage -above WS 100 424.50 2.50 0.60 0.13 Ft AcFt AcFt 3 2.7 6.46 1.77 423.77 424.09 3.17 2.09 0.475 15 IMaximum Water Surface Elev 424.09 6 5.5 5.11 1.71 423.71 423.96 5.8 1.96 0.44 14 Bottom Elevation 422.00 24 13.5 1.24 1 0.89 1 422.89 423.18 16.2 1.18 0.25 3.7 rTo;�aIr-Jeciu re lea yr orm orage Total Retention Storage @ Max 100yr Water Surface Elevs _ 15.209 AcFt _ 15.209 Total Retention Storage @ Overflow Water Surface Elevs Total Safety Factor Storage Between Max Design Storm Water Surfaces 29.08 _AcFt AcFt and Overflows 13.87 AcFt 9/22/2005 WATER SURFACE PROFILE LISTING Date: 8 -21 -2005 Time: 7:25 Tract 3.2398 - Storm Drain 1A, 1B, 1C, 1D 100 yr - 1 Hr Design Storm File C: \WSPGW \Hydro Invert Depth Water Q I Vel Vel I Energy I Super lCriticallFlow ToplHeight/ Base Wtl INo Station Elev (FT) Elev (CFS) 1. (FPS) Head I Grd.E1.1. Elev -Depth I Width IDia. -FTIor I.D.1 ZL jPrs L /Elem• lCh Slope 1 .1 1 1 SF Avel HF SSE DpthlFroude NlNorm Dp I "N" I X -Fall) ZR ITyp Max Allowable CB #5/ #6 WS = 420.00 To Be Submitted with Phase Two Storm Drain Improvement Plans • •J WATER SURFACE PROFILE LISTING • Date: 8 -22 -2005 Time: 7:51 Tract 32398 - Storm Drain 2A 100 yr - 1 hr Design Storm G: \63100 \Hydro Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase WtI INo Station Elev �. (FT) Elev' (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.1 ZL lPrs L /Elem lCh Slope I I I SF Avel HF ISE DpthlFroude NINO= Dp I "N" I X -Fa11l ZR ITyp I 100.000 409.000 I 9.260 I I 418.260 I 22.60 .61 I .01 I 418.27 .00 I I 1.04 4'.00 I 6.000 I I 4.000 .00 I 0 WALL EXIT 100.000 409.000 9.260 418.260 22.60 4.60 .33 418.59 .00 1.62 .00 2.500 .000 .00 1 32.000 .I_ .0031 .0030 .10 9.26 .00 2.02 .013 .00 .00 PIP I 132.000 409.100 I 9:257 I I 418.357 I 22.60 4.60 I .33 I 418.69 .00 I I 1.62 .00 I 2.500 I I .000 .00 I 1 JIINCT STR .0250 .0024 .01 .00 .00 .013 .00 .00 PIP 136.000 409.200 9.366 418.566 17.70 3.61 .20 418.77 .00 1.42 .00 2.500 .000 .00 1 12.000 .0025 .0019 .02 9.37 .00 1.79 .013 .00 .00 I_ PIP I 148.000 409.230 I 9.358 I I 418.588 I 17.70 3.61 I .20 I 418.79 .00 I I 1.42 .00 I 2.500 I I .000 .00 I 1 18.000 .0033 .0019 .03 .00 .00 1.61 .013 .00 .00 I_ PIP I 166.000 409.290 I I 9.360 I 418.650 I 17.70 3.61 I .20 I 418.85 .00 I I 1.42 .00 I 2.500 I I .000 .00 I 1 96.000 .0033 I .0019 .18 9.36 .00 1.61 .013 .00 .00 I_ PIP I 262.000 409.610 I_ I 9:.219 . I 418.829 I 17.70 3.61 I .20 I 419.03 .00 I I 1.42 .00 I 2.500 I I .000 .00 I 1 JIINCT STR .0240 .0019 .01 .00 .00 .013 .00 .00 PIP 267.000 409.730 9.100 418.830 10.20 3.25 .16 418.99 .00 1.14 .00 2.000 .000 .00 1 16.000 .0181 .0020 .03 9.10 .00 .80 .013 .00 .00 PIP I 283.000 I 410.020 I 8.842 I 418.862 I 10.20 3.25 I .16 I 419.03 .00 I I 1.14 .00 I 2.000 I i .000 .00 I 1 -I- 39.000 -I- .0028 -I- -I- -I- -I- -I- .0020 -I- .08 -I- .00 -I- .00 -I- 1.42 -I- .013 -i- .00 .00 1- PIP 322.000 410.130 8.835 418.965 10.20 3.25 .16 419.13 .00 1.14 .00 2.000 .000 .00 1 18.000 .0028 .0020 .04 8.83 .00 1.41 .013 .00 .00 PIP Invert I Depth,l Water Station Elev (FT) Elev L /Elem lCh Slope I J- 340.000 410.181 8.820 419.001 JUNCT STR .1638 345.000 411.000 8.113 419.113 16.000 .3937 361.000 417.300 1.851 419.151 WALL ENTRANCE 361.000 417.300 2.034. 1 419.334. aximum CB #17 WS /HGL 419.47 Tract 32398 - Storm .Drain 2A Q Vel Vel Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo CFS) .1 (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL lPrs SF Avel HF SSE DpthlFroude NINorm Dp I "N" I X -Fall ZR ITyp 10.20 3.25 .16 419.17 .00 1.14 .00 2.000 1 .000 .00 1 1 .0022 .01 .00 .00 .013 .00 .00 PIP 5.10 2.89 .13 419.24 .00 .87 .00 1.500 .000 .00 1 .0024 .04 8.11 .00 .28 .013 .00 .00 PIP 5.10 2.89 .13 419.28 .00 .87 .00 1.500 .000 .00 1 5.10 .71 .01 419.34 .00 .62 4.00 4.000 4.000 .00 0 WATER SURFACE PROFILE LISTING Tract 32398 - Storm Drain 3A 100yr - lhr Design File C: \WSPGW \Hydro 0 Date: 8 -19 -2005 Time: 4:51 Invert Depth Water Q. Vel Vel I Energy I.Super 19.40 lCriticallFlow ToplHeight /Base Wtj INo Station Elev (FT) Elev (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia. -FTIor I.D.] ZL jPrs 19.40 349.000 .0117 .013 .00 .00 L /Elem ICh Slope I I (HGL) I I SF Avel HF SSE DpthIFroude NINorm Dp I "N °• I X -Fall ZR ITyp 1 .00 .00 414.000 416.350 2.943 419.293 60.000 411.500 6.760 418.26.0 19.40 WALL EXIT 0 .00 1.49 .00 60.000 411.500 6:760 418.260 19.40 349.000 .0117 .013 .00 .00 409.000 415.600 3.441 419.041 19.40 JUNCT STR .1500 1 .00 .00 414.000 416.350 2.943 419.293 4.50 41.000 .0029 .00 1.500 .000 455.000 416.470 2.913 419.383 4.5C 59.000 .0029 .00 PIP .00 514.000 416.643 2.849 419.492 4.50 56.000 .0029 .00 1.01 .013 570.000 416.807 2.808 419.615 4.50 23.000 .0029 .000 .00 1 593.000 416.874 2.798 419.672 4.50 JUNCT STR .0030 .00 .81 .00 597.000 416.886 2.902 419.788 2.50 21.000 .0030 .013 .00 .00 618.000 416.949. 2.851 419.800 2.50 WALL ENTRANCE .00 1 .00 618.000 416.949.. 2...897.. .419.846 .•. 2.50 .72 .01 418.27 3.95 .24 418.50 .0022 .78 3.95 .24 419.28 .0020 .01 2.55 .10 419.39 .0018 .08 2.55 .10 419.48 .0018 .11 2.55 .10 419.59 .0018 .10 2.55. .10 419.72 .0018 .04 2.55 .10 419.77 .0012 .00 1.41 .03 419.82 .0006 .01 1.41 .03 419.83 .24 .00. 419.85 .00 .90 4.00 4.000 4.000 .00 0 .00 1.49 .00 2.500 .000 .00 1 6.76 .00 1.16 .013 .00 .00 PIP .00 1.49 .00 2.500 .000 .00 1 .00 .00 .013 .00 .00 PIP .00 .81 .00 1.500 .000 .00 1 .00 .00 1.01 .013 .00 .00 PIP .00 .81 .00 1.500 .000 .00 1 2.91 .00 1.01 .013 .00 .00 PIP .00 .81 .00 1.500 .000 .00 1 .00 .00 1.01 .013 .00 .00 PIP .00 .81 .00 1.500 .000 .00 1 2.81 .00 1.01 .013 .00 .00 PIP .00 .81 .00 1.500 .000 .00 1 .00 .00 .013 .00 .00 PIP .00 .60 .00 1.500 .000 .00 1 2.90 .00 .69 .013 .00 .00 PIP .00 .60 .00 1.500 .000 .00 1 .00'' ..48 4.00 5.000. 4.000 .00 0 WATER SURFACE PROFILE LISTING Date: 8 -22 -2005 Time: 2:24 Tract 32398 - Storm Drain 3B 100 yr - 1 Hr Design Storm File G: \63100 \Hydro\ ******************************************************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * ** Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base WtI INo Station I Elev i (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs L /Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fa11I ZR ITyp 100.000 410.500 7.760 418.260 33.00 1.06 .02 418.28 .00 1.29 4.00 5.000 4.000 .00 0 WALL EXIT 100.000 410.500 7.760 418.260 33.00 3.43 .18 418.44 .00 1.78 .00 3.500 .000 .00 1 _I_ 58.000 _I_ .0143 _I_ _I_ _I_ _I_ _I_ .0011 _I_ .06 _I_ 7.76 _I_ .00 _I_ 1.25 _I- .013 _I_ .00 .00 I- PIP 158.000 411.330, 7.020 418.350 33.00 3.43 .18. 418.53 .00 1.78 .00 3..500 .000 .00 1 JUNCT STR .1425 .0013 .01 7.02 00 .013 .00 .00 PIP 162.000 411.900 6.472 418.312 25.20 3.57 .20 418.57 .00 1.62 .00 3.000 .000 .00 1 103.000 .0096 .0014 .15 6.47 .00 1.29 .013 .00 .00 PIP I 265:000 I 412.890 I 5.629 I 418.519 I 25.20 3.57 I .20 I 418.72 .00 I I 1.62 .00 I 3.000 I I .000 .00 I 1 JUNCT STR .1270 .0011 .00 .00 .00 .013 .00 .00 PIP 269.000 413.398 5.247 418.645 19.20 2.72 .11 418.76 .00 1.40 .00 3.000 .000 .00 1 1- _I_ 15.000 -I_ .0241 _I_ _I_ _I_ _I_ _I_ .0008 _I_ .01 _I_ .00 _I_ .00 _I_ .87 _I_ .013 _I_ .00 .00 PIP I I 284.000 I 413.760 I 4.920 I 418.680 i 19.20 2.72 I .11 I 418.79 .00 I I 1.40 .00 I 3.000 I I .000 .00 1 JUNCT STR .1000 .0009 .00 4.92 .00 .013 .00 .00 PIP 289.000 414.260 4.419 418.679 13.00 2.65 .11 418.79 .00 1.21 .00 2.500 .000 .00 1 _I_ 275.000 _I_ .0031 _I_ _I_ _I_ _I_ _I_ .0010 _I_ .28 _I_ 4.42 _I_ .00 _I_ 1.36 _I_ .013 _I_ .00 .00 I- PIP I i 564.000 I 415.100 I 3.871 I 418.971 I 13.00 2.65 I .11 I 419.08 .00 I I 1.21 .00 I 2.500 I I .000 .00 1 JUNCT STR .0030 .0024 .01 3.87 .00 .013 .00 .00 PIP 569.000 415.115 3.855 418.970 6.50 3.68 .21 419.18 .00 .99 .00 1.500 .000 .00 1 20.000 .0143 .0038 .08 3.85 .00 .77 .013 .00 .00 PIP I 589.000 I 415.400 I 3:646 I 419.046 I 6.50 3.68 I .21 I 419.26 .00 I I .99 .00 I 1.500 I I .000 .00 I 1 WALL ENTRANCE 589.000 .415.400 .3.956 419.356 6.50 .44 .00 419.36 .00 .68 4.00 5.500 4.000 .00 0 aximum CB #32 WS elevation = 419.96 - WATER SURFACE PROFILE LISTING Date: 8 -22 -2005 Time: 3:38 Tract 32398 - Lateral 3B. -1 100 yr - 1 hr Design Storm G: \63100 \Hydro Invert Depth Water Q Vel Vet I Energy I Super IcriticallFlow ToplHeight/ Base Wtl INo Station Elev (FT) Elev (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.. -FTIor I.D.1 ZL jPrs L /Elem ICh Slope I I I I SF Avel HF SSE DpthIFroude NINorm Dp I "N ". I X -Fall ZR ITyp 100.000 412.400 5.970 418.370 7.30 2.32 .08 418.45 .00 .96 .00 2.000 .000 .00 1 15.000 .0200 .0010 .02 5.97 .00 .65 .013 .00 .00 PIP 115.000 412.700 5.694 418.394 7.30 2.32 .08 418.48 .00 .96 .00 2.000 .000 .00 1 JUNCT STR .1250 .0011 .00 5.69 .00 .013 .00 .00 PIP 119.000 413.200 5.315 418.515 3.70 2.09 .07 418.58 .00 .73 .00 1.500 .000 .00 1 32.000 .1156 .0012 .04 5.32 .00 .33 .013 .00 .00 PIP 151.000 416.900 1.655 418.555 3.70 2.09 .07 418.62 .00 .73 .00 1.500 .000 .00 1 WALL ENTRANCE 151.000 416.900 .1.747 418.647 3.70 .62 .01 418.65 .00 .55 4.00 4.000 4.000 .00 0 aximum, CB #28 WS = _419.12 WATER SURFACE PROFILE LISTING Date: 8 -21 -2005 Time: 7:25 Tract 3.2398 - Storm_Drain.4 100 yr - 1 Hr Design Storm File C: \WSPGW \Hydro Invert Depth Water Q Vel Vel Energy I Super ICriticallFlow ToplHeight /.Base Wtl INo Station Elev (FT) Elev .(CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.- FT.Jor I.D.1 ZL .lPrs L /Elem ICh Slope I I I I SF Avel HF ISE DDthIFroude NINorm DD I "N" I X -Fall) ZR ITv0 Max Allowable CB #39/ #40'WS =.419.10 To Be Submitted with Phase Two Storm Drain Improvement Plans • .67 .01 418.27 .00 WATER SURFACE PROFILE LISTING 10.000 5.000 .00 Date: 8 -21 -2005 Time: 7:25 3.41 Tract 32398 - Storm Drain 5 I .00 I 1.96 100 yr - 1 Hr Design Storm I .000 .00 I 1 File C: \WSPGW \Hydro _I_ *, t** t«*•**, r***, t*«, t, r*, r*, r, rw*«*, r****, rw*********, t*, t,►*, r**, v***, r*«***, t, r, r*, r***, t******, r**, r* t** * *,r *r * * *,r * * * * * * * * * * * *,r,r * *,r ,r *,r ,r ,t *,r,r * ** * *,►* Invert Depth I Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase WtI INo Station Elev (FT) Elev (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width jDia. -FTjor I.D.1 ZL jPrs I .18 I 418.46 I .00 I 1.96 T. /V1 uen (+i, Cl I I 4.000 WV 10c. T\.. w>,. z+.- .....7 .. wT wT........ n- I IMTH I Y_T] -ll I •M IT.... 102.000 405.400 12.860 418.2.60 WALL EXIT i I I 102.000 405.400 12.860 418.260 28.000 .0025 I I I 130.000 405.470 12.815 418.285 56.000 .0032 I I I I 186.000 405.65.0 12.713 418.363 32.000 .0032 I I I I 218.000 405.753 12.638 418.391 JUNCT STR .0032 I I I 223.000 405.769 12.720 418..489 308.000 .0030 I I I I 531.000 406.690 12.001 418.691 _I_ _I_ -I_ JUNCT STR .0030 I I I I 536.000 406.705 12.039 418.744 58.000 0034 594.000 406.900 11.875 418.775 JUNCT STR .4000 I I I I 599.000 408.900 9.964 418,.864 42.80 .67 .01 418.27 .00 1.32 5.00 10.000 5.000 .00 0 I 42.80 3.41 I .18 I 418.44 I .00 I 1.96 .00 I I 4.000 I .000 .00 I 1 _I_ _I_ _I_ .0009 _I_ .02 _I_ 12.86 _I_ .00 _I_ 2.22 _I_ .013 _I_ .00 .00 I- PIP I 42.80 3.41 I .18 I 418.46 I .00 I 1.96 .00 I I 4.000 I .000 .00 I 1 .0009 .05 .00 .00 2.06 .013 .00 .00 I_ PIP I 42.80 3.41 I .18 I 418.54 I .00 I 1.96 .00 I I 4.000 I .000 .00 I 1 .0009 .03 12.71 .00 2.06 .013 .00 .00 PIP I 42.80 3.41 I .18 I 418.57 I .00 I 1.96 .00 I I 4.000 I .000 .00 I 1 .0008 .00 12.64 .00 .013 .00 .00 I_ PIP I 36.80 .2,.93 I .13 I 418.62 I .00 I 1.81 .00 I I 4.000 I .000 .00 I 1 .0007 .20 12.72 .00 1.93 .013 .00 .00 PIP I 36.80 2.93 I .13 I 418.82 I .00 I 1.81 .00 I I 4.000 I .000 .00 I 1 .0006 .00 12.00 .00 .013 .00 .00 I_ PIP I 33.20 2.64 I .11 I 418.85 I .00 I 1.71 .00 I I 4.000 I .000 .00 I 1 .0005 .03 12.04 .00 1.76 .013 .00 .00 I_ PIP I 33.20 2.64 I .11 I 418.88 I .00 I 1.71 .00 I I 4.000 I .000 .00 I 1 .0006 .00 11.87 .00 .013 .00 .00 I_ PIP I 6.00 1.91 I .06 I 418.92 I .00. I .87 .00 I I 2.000 I .000 .00 I 1 • Tract 32398 - Storm Drain 5 • Invert 'Depth I Water Q I Vel Vel I Energy I Super lCriticallFlow ToplHeight/ Base Wtj INo _Station Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs L /Elem ICh Slope I I I I SF Avel HF SSE DpthlFroude NINorm Dp I "N" I X -Fall) ZR ITyp 174.000 .0144 .0007 .12 9.96 .00 .64 .013 .00 .00 PIP 773.000 411.400 7.587 418.987 6.00 1.91 .06 419.04 .00 .87 .00 2.000 .000 .00 1 JUNCT STR .1000 .0009 .00 .00 .00 .013 .00 .00 PIP 778.000 411.90.0 7.126 419.026 3.50 1.98 .06 419.09 .00 .71 .00 1.500 .000 .00 1 16.000 .3188 .0011 .02 7.13 00 .25 .013 .00 .00 PIP 794.000 417.000 2.044 419.044 3.50 1.98 .06 419.10 .00 .71 .00 1.500 .000 .00 1 _I_ WALL ENTRANCE 794.000 417:000 2:132 419-.13,21 3.50 .41 .00 419.13 .00 .29 4.00 3.500 4.000 .00 0 Max Allowable CB #41/ #42 WS = 419.52 FILE: 323986A.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE Program Package Serial Number: 1790 WATER SURFACE PROFILE LISTING Date: 8 -26 -2005 Time:11:20 Tract 32398 - Storm Drain Lateral 6A 100yr - 1hr Design storm File G: \63100 \Hydro Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Station 1 Elev- (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL jPrs _L /Elam ICh Slope I I I I SF Avel HF SSE DpthlFroude NjNorm bp I "N" I.X -Fallj ZR ITyp 100.000 412.000 6.160 418.160 10.40 .42 .00 418.16 .00 .64 4.00 3.500 4.000 .00 0 WALL EXIT 10.0.000 412.000 6.160 418.160 10.40 5.89 .54 418.70 .00 1.24 .00 1.500 .000 .00 1 _I_ . -I_ -I-. _I_ -I- -I- _I_ -I- -I- -I- -I_ _I_ -I_ I_ 71.000 .0394 .0098 .70 6.16 .00 .75 .013 .00 .00 PIP I I I I I I. I I I I I 1 1 171.000 414.800 4.056 418..856 10.40 5.89 .54 419.39 .00 1.24 .00 1.500 .000 .00 1 JUNCT STR .1000 .0060 .03 4.06 .00 .013 .00 .00 PIP 176.000 415.300 4.402 419.702 4.90 2.77 .12 419.82 .00 .85 .00 1.500 .000 .00 1 37.000 .0405 .0022 .08 4.40 .00 .49 .013 .00 .00 PIP 213.000 416.800 2.982 419.782 4.90 2.77 .12 419.90 .00 .85 .00 1.500 .000 .00 1 WALL ENTRANCE 213.000 416.800 3.157 419.957 4.90 .40 .00 419.96 .00 .48 4.00 5.800 4.000 .00 0 1 • Press RETURN to continue FILE: 323986B.WSW W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1790 WATER SURFACE PROFILE LISTING PAGE Date: 8 -26 -2005 Time:12:10 Tract 32398 - Storm Drain Lateral 6B 100 yr - 1 hr Design Storm File G: \63100 \Hydro Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtl INo Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs L /Elem ICh Slope I' I' I I SF Avel HF ISE Dpth.IFroude NINorm Dp I "N" I X -Fa11I ZR ITyp 100.000 412.000 6.160 418.160 8.40 .34 .00 418.16 .00 .56 4.00 3.500 4.000 .00 0 WALL EXIT 100.000 412.000 6.160 418.160 8.40 4.75 .35 418.51 .00 1.12 .00 1.500 .000 .00 1 106.000 .0272 .0064 .68 6.16 .00 .74 .013 .00 .00 PIP 206.000 414.880 3.989 418.870 8.40 4.75 .35 419.22 .00 1.12 .00 1.500 .000 .00 1 JUNCT STR .0200 .0051 .03 3.99 .00 .013 .00 .00 PIP 211.000 414.980 4.209 419.189 6.40 3.62 .20 419.39 .00 .98 .00 1.500 .000 .00 1 36.000 ..0033 .0037 .13 4.21 .00 1.32 .013 .00 .00 PIP 247.000 415.100 4.223 419.323 6.40 3.62 .20 419.53 .00 .98 .00 1.500 .000 .00 1 JUNCT STR. .0100 .0024 .01 4.22 .00 .013 .00 .00 PIP 252.000 415.150 4.463 419.613 3.60 2.04 .06 419.68 .00 .72 .00 1.500 .000 .00 1 28.000 .0054 .0012 .03 4.46 .00 .72 .013 .00 .00 PIP 280.000 415.300 4.346 419.646 3.60 2.04 .06 419.71 .00 .72 .00 1.500 .000 .00 1 WALL ENTRANCE' 280.000 415.300 4.443 419.743 3.60 .03 .00 419.74 .00 .10 45.66 7 0 FILE: 32398.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1790 WATER SURFACE PROFILE LISTING Date: 8 -16 -2005 Time: 2: 0:37 Tract 32398 - Storm Drain 8A - 100yr /lhr Design Storm File C:\WSPGW\63100\Hydro **************************************************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase WtI INo Wth Station I Elev (FT) Elev I (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem lCh Slope I I I SF Avel HF SSE DpthIFroude NINorm Dp I "N" I X -Fall] ZR IType Ch I 110.000 I 408.000 I 8.870 416.870 I I 22.80 3.23 I I .16 417.03 I .00 I 1.54 .00 I I 3.000 I .000 .00 I 0 .0 WALL EXIT 110.000 408.000 8.871 416.871 22.80 3.23 .16 417.03 .00 1.54 .00 3.000 .000 .00 1 .0 29.000 .0345 .0012 .03 8.87 .00 .87 .013 .00 .00 PIPE 139.000 409:000 7.905 416.905 22.80 3.23 .16 417.07 .00 1.54 .00 3.000 .000 .00 1 .0 CURVE 35.000 .0345 .0012 .04 .00 .00 .87 .013 .00 .00 PIPE 174.000 410.207 6.771 416.978 22.80 3.23 .16 417.14 .00 1.54 .00 3.000 .000 .00 1 .0 JUNCT STR .0147 .0010 .01 6.77 .00 .013 .00 .00 PIPE 181.000 410.310 6.747 417.057 19.90 2.82 .12 417.18 .00 1.43 .00 3.000 .000 .00 1 .0 62.000 .0192 .0009 .06 6.75 .00 .95 .013 .00 .00 PIPE 243.000 411:500 5.612 417.112 19.90 2.82 .12 417.23 .00 1.43 .00 3.000 .000 .00 1 .0 CURVE 71.000 .0030 .0009 .06 .00 .00 1.59 .013 .00 .00 PIPE 314.000 411.710 5.490 417.200 19.90 .2.82 .12 417.32 .00 1.43 .00 3.000 .000 .00 1 .0 147.000 .0030 .0009 .13 5.49 .00 1.58 .013 .00 .00 PIPE 461.000 412.150 5.180 417.330 19.90 2.82 .12 417.45 .00 1.43 .00 3.000 .000 .00 1 .0 JUNCT STR .0200 .0004 .00 5.18 .00 .013 .00 .00 PIPE -------------- - - - - -- WARNING - Junction Analysis - Large Lateral Flow(s) ------------------ 466.000 412.250 5.298 417.548 .10 .01 .00 417.55 .00 .10 .00 3.000 .000 .00 1 .0 END i WATER SURFACE PROFILE LISTING Date: 8 -21 -2005 Time:ll: 9 Tract 32398 - Storm Drain 8B 100 Yr - 1 Hr Design Storm File G: \63100 \Hydro\ Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo _Station Elev (FT). Elev (CFS) I (FPS) Head I Grd.E1.1 Elev 1 Depth I Width IDia. -FTIor I.D.1 ZL jPrs -17 L /Elem fCh Slope .1 1 1 -I- -I- 1 =I- SF Avel -I- -I- HF SSE DpthIFroude -1- NINorm -I- Dp -I- I "N" -1- I X -Fall ZR -1 ITyp 100.000 408.300 8.570 416.870 15.10 .44 .00 416.87 .00 .77 4.00 6.300 4.000 .00 0 WALL EXIT 100.000 408.300 8.570. 416.870 15.10 2.14 .07 416.94 .00 1.24 .00 3.000 .000 .00 1 79.000 .0311 .0005 .04 8.57 .00 .73 .013 .00 .00 PIP 179.000 410.760 6.151 416.911 15.10 2.14 .07 416.98 .00 1.24 .00 3.000 .000 .00 1 16.000 .0306 .0005 .01 .00 .00 .73 .013 .00 .00 PIP 195.000 411.250 5:679 416.929 15.10 2.14 .07 417.00 .00 1.24 .00 3.000 .000 .00 1 24.000 .0313 .0005 .01 5.68 .00 .73 .013 .00 .00 PIP 219.000 412.000 4.941 416.941 15.10 2.14 .07 417.01 .00 1.24 .00 3.000 .000 .00 1 JUNCT STR .1000 .0006 .00 4.94 .00 .013 .00 .00 PIP 224.000 412.500 4.472 416.972 10.50 2.14 .07 417.04 .00 1.08 .00 2.500 .000 .00 1 300.000 .0030 .0007 .20 4.47 .00 1.20 .013 .00 .00 PIP 524.000 413.400 3..769 417.169 10.50 2.14 .07 417.24 .00 1.08 .00 2.500 .000 .00 1 JUNCT STR .0020. .0004 .00 3.77 .00 .013 .00 .00 PIP 529.000 -I_ 413.410 3:817 417.227 5.20 1.06 .02' 417.24 .00 .75 .00 2.500 .000 .00 1 95.000 -17 .0032 -1- -I- -I- -I- -I- .0002 -I- .02 -I- 3.82 -I- .00 -I- .81 -I- .013 -I- .00 .00 1- PIP I 624.000 I 413.710 I 3.532 I 417.242 5.20 I 1.06 .02 I I 417.26 I .00 I .75 .00 I I 2.500 1 .000 .00 1 1 JUNCT STR .1000 .0001 .00 .00 .00 .013 .00 .00 PIP 625.000 413.810 3.432 417.242 1.00 .57 .00 417.25 .00 .37 .00 1.500 .000 .00 1 19.000 .0032 .0001 .00 3.43 .00 .42 .013 .00 .00 PIP WALL ENTRANCE 644.000 413.870 3.373 417.243 1.00 .57 .00 417.25 .0.0. .37 .00 1.500 .000 .00 0 aximum CB #57/ #58 WS /HGL ='417.92 WATER SURFACE PROFILE LISTING Date: 8 -21 -2005 Time: 7:25 Tract 32398 - Storm Drain 9 100 yr - 1 Hr Design Storm File C: \WSPGW \Hydro r, r* w*, r**, r, r., r*, r*, r*****, r, r, r, r, t*+ r*, r,►, t, r, r, r**«******, r**«, r*, r, r**, t** t«..*, r*, r«*, r**«*, t******, r* *,r *t,r,r *,r,r,r,r * * *,r * * *,r *,r *,r ,r * * *,r *,r « * * * * « *,r ,r ,r* ,r ,r,►* Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Station Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs L /Elem ICh Slope I I I SF Ave] HF SSE DpthIFroude NINorm Dp I "N" I X -Fall] ZR ITyp Max Allowable CB #68 WS = 425.53 To Be Submitted with Offsite Street Storm Drain Improvement Plans • Appendix C Catch Basin and Lateral Design Summary and Sketches Rational Method Hydrology Catch Basin Capacity Catch Basin Lateral Size and Hydraulic Grade. Line Tract No. 3239-8 • Ii EXCEPT FOR REINFORCING BAR SHOWN ADJACENT TO FRAME, REINFORCE TOP SLAB WITH NO.3 BARS SPACED 6" C -C. 0 io 2" CLEARANCE (TYP)� BACK OF CURB FRAME 23 3/4" OPENING T�-- -- IT 2" 2" ��� i II I +ll I -- V I llI I I I 1I I L tt .t 1t t. -1 14 u— u-14- 0 TT- -T1TTT - i i e -II -+1 -Ir-- 444- I - -44 W 4- PARKWAY COVER & FRAME STD. NO. 312.- ANCHOR R=4" CURB DEPRESSION 1 1/2" OR AS NOTED FL - F 6' -0" MIN. GUTTER —� G'r� 4' -0" MIN. OPENING +-- GUTTER OPENING TO BE SPECIFIED 5 02� ON IMPROVEMENT PLAN. EXPANSION JOINT b SEE NOTES - STD. 300. EXPANSION JOINT SEE STD. 330 FOR GUTTER DEPRESSION ¢ - —►) 1' -6" TYP. SEE STD. NO. 310 FOR DETAIL OPENING NORMAL GUTTER FLOWLINE * 6' -0" i 4" E' :. 2 1/2 "—.p = 6" NO.4 BARS @ 16" C -C MIN. 3" EMBEDMENT • 11' 'JI.• 0 4 "L.-4 CONSTRUCTION ,101NT •' '112 "•PER1' • '• • cn —il T .1a 3' o SECTION A -A CATCH BASIN SHALL BE CLASS "A" P.C.C. 'TOP OF CATCH BASIN TO BE POURED MONOLITHIC WITH SIDE REVISIONS: APPROVED 08/21/01 CHRIS A. VOGT CITY ENGINEER RCE 44250 • -7 t-4112" lid � io f� • _.L 1 1/2" CLEAR TYPICAL ms 0 4 "L.-4 CONSTRUCTION ,101NT •' '112 "•PER1' • '• • cn —il T .1a 3' o SECTION A -A CATCH BASIN SHALL BE CLASS "A" P.C.C. 'TOP OF CATCH BASIN TO BE POURED MONOLITHIC WITH SIDE REVISIONS: APPROVED 08/21/01 CHRIS A. VOGT CITY ENGINEER RCE 44250 II.. I� • - ll' . n . 6 FT. CURB INLET CATCH BASIN NO.1 STANDARD 300 SHEET 1 OF 2 • -7 t-4112" lid � io f� • _.L 1 1/2" CLEAR TYPICAL II.. I� • - ll' . n . 6 FT. CURB INLET CATCH BASIN NO.1 STANDARD 300 SHEET 1 OF 2 • Y• Catch Basin Capacity: CB Opening Width -Iftl CB Capacity to TC /RW Ponding rckl 4 6.2 7 10.9 10 15.5 • MDS Consulting Phone(949)251 -8821 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 Fax (949) 251 -0516 Email: mdsirvine @mdsconsulting.net Sump Hydrology Assumption Use Capacity of Remarks_ CB# Q100 50/50 split CB, W= selected _ CB Width [11 - [21 131 _ [4) _ [5) (cfs) (cfs) (ft) (cfs) _ 1 7.4 _ 7.0 10.9 [4] > [2], OK 2 3 14.8 _ - 7.4 5.5 7.0 4.0 10.9 _ 6.2 [4] > [2], OK [41 > [2], OK _ 10.9 4 - 5 _ - -- 5.4 8.3 4.0 7.0 6.2 10.9 [4] > [21, OK _ [4] > [2], OK _ 16.5 - -- 6 _ - 8.2 7.0 10.9 [41 > [21, OK 7 _ 5.4 - 4.0 6.2 [4] > [21, OK 10.7 - -- - 8 _- 9 _- _ _ 5.3 5.0 4.0 - 4.0 6.2 6.2 _ [41 > [21, OK _ [41 > [2), OK 10.0 10 11 -- _ - 5.0 3.2 4.0 4.0 - 6.2 6.2 _ (4) > (2), OK [4] > [21, OK 6.4 -- 12 _ 13 _ 5.5 3.2 2.8 4:0 4.0 6.2 6.2 [41 > [21, OK_ [4] > [ �1, OK -_- 14 15 - - 2.7 _ -- 3.8 4.0 4.0 6.2 6.2 ---[41>[21,-OK [4] > [2), OK _ 16 17 _ -- - - 3.7 - 3.6 4.0 4.0 6.2 6.2 _ [4] > [21, OK__ [41 > [2), OK 18 _ 19 A 3 1.6 4.0 4.0 6.2 6.2 [4) ->[2), OK [41 > [21, OK 20 21 - 1.6 2.3 _ 4.0 _ - 4.0 6.2 6.2 [4) =[2), OK [4) > [2], OK 4.5 - -- 22 - - 2.2 4:0 6.2 [41 > [21, OK 23 _ 2.3 4.0 6.2 _ [4] > [2], OK 24 25 - -_ _ 2.2 6.2 - 4.0 4.0 - - 6.2 6.2 . [41, [2] OK -- [4)> [ �1, OK 12.4 _ - - - 26 - 27 _ 6.2 - 3.4 _ - ­-T 0 4.0 - - 6.2 6.2 [4] > [2), OK [4] > [2], OK 6.7 - - - -- 28 3.3 4.0 6.2 [4] > [21, OK Tract 32398 City of La Quinta County of Riverside SUMP Catch Basin U 7/13/2005 1 File:c:excel \32398 \Sump CB] • MDS Consulting Phone(949)251 -8821 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 Fax (949) 251 -0516 Email: mdsirvine @mdsconsulting.net Sump Hydrology Assumption Use Capacity of Remarks CB# Q1oo 50/50 split -_ CB, W = selected CB Width [11 [ �1 - -- [31 -- [4) [5l (cfs) (cfs) (ft) (cfs) __ 29 - - 11.2 -- 10.0 -- 15.5 [4) > [2), oK 30 ___ 22.3 / � _11.1 _ 10.0_ 15.5 - - (4] > [21, oK 31 _ _ _ 9.7 7.0 10.9 _ 19.4 _ - 32 - - 9.7 -.._ 7.0 10.7 -- - [41 > [2), OK 33 - _ 5.1 _ 4.0 6.2 [4] > [2), oK _ 34 10.1 5.0 -- - 4.0 6.2 -- [4] > [2), OK 35 -_ 3.4 4.0 -- _ - 6.2 (4] > [2), oK g 36 3.4 4.0 6.2 [4) > [2l, OK 37 3.4 _ 4.0 _ 6.2 _ [4] > [2], OK -- _ _ 6.8 38 3.4 4.0 6.2 [4] > [21, OK 39 3.5 4.0 _ 6.2 [4] > [2], OK - 40 _ _ __3.4' 4.0 _ 6.2 [4] > [21, oK 41 - 3.0 _- 4.0 6.2 [4] > [2), OK 6.0 __ 42 - 3.0 -- 4.0 6.2 (4] > [2], oK 43 - -- - -_ X 1.8 - - 4.0 6.2 [4] > [2), oK - -- -- 3.6 - _ - - - 44 - 1.8 4.0 6.2 [4] > [2l. oK - 45 _ - _ - 3.0 4.0 _ 6.2 [4] > [2), OK 46 - 3.0 4.0 6.2 [4] > [2), oK 47 - _ 3.3 4.0 __ _ _ 6.2 _ [4] > [2), oK 6.6 _ _ -- _48 3.3 4.0 6.2 [41 > [2), OK 49 - V 3.2 - 4.0 _ [4] > [2], oK - - -66.2 - 50 -_ -3.1 4.0 -- 6.2 [41 > (2), oK �- - 51 0.9 4.0 _ 6.2 [4] > [2), OK 52 0.8 4.0 6.2 [41 > [2), O_K 53 13.0 _ 10.0 _ 15.5 [4] > [2), oK - 26.0 _ - 54 13.0 10.0 15.5 [4) > [2], OK _ 55 � 6.8 3.4 - 4.0 `__ _ 6.2 _ - -- - Tract 32398 City of La Quirita County of Riverside SUMP Catch Basin 0 7/13/2005 2 File:c:excel \32398 \Sump CB] MDS Consulting Phone(949)251 -8821 • 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 Fax (949) 251 -0516 Email: mdsirvine @mdsconsulting.net Sump _ Hydrolo — Assumption Use Capacity of Remarks_ CB# Q100 50/50 split CB, W= selected _ - _ - CB Width [2] [3) [41 [51 - -- (cfs) (cfs) , _ (ft) (cfs) . 56 57 _ 3.4 5.4 4.0 _ 4.0 6.2 _ 6.2 -- [41 > [2), OK [4] > [2), OK 10.7 — 58 -- — 5.3 4.0 _ 6.2 [4] > [2], OK 59 2.7 4.0 6.2 [41 > [2]. OK —_ 5.3 — -- 60 61 — 2.6 4.0 6.2 t41 > [2], OK — 2.1 _ 4.0 6.2 _ [41 > [21, OK 4.2 — — - - -- 62 2.1 -- 4.0 6.2 [4) > [2], OK Note! Assumption of 50/50 split based on Crown Line Elevation is lower than TC Elevation, on all Street Widths. Where the Q1oo runoff is small, the width —__ of opening selected has enough capacity to carry the entire runoff in 1 CB even if nos lit occurs. (Conservative). - - - - -- {• • Tract 32398 City of La Quinta County of Riverside SUMP Catch Basin 0 7/13/2005 3 File:c:excel \32398 \8ump CB] •� ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' 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. 1.5A Release Dater 01/01/99 License ID 1269 Analysis.prepared.by: MDS Consulting 17320.Redhill Avenue, Suite 350 Irvine, CA:92714 -5644 Phone (949)251 - 8821. Fax (949).251 -0516 Email:mdsirvine @mdsconsulting: net DESCRIPTION OF STUDY * TRACT.32398. * CATCH ,BASIN, HYDROLOGY *.DESIGN Q100 FILE NAME: C: \AES99 \HYDROSFT \RATRVSD \32398 \32398CB.100 TIME /DATE OF STUDY: 13:45' 5/10/2005 -------=-------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---7------------------------------------------------------------------------ USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 --�� 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600 0\. COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.6000 SLOPE OF INTENSITY DURATION CURVE = 0.6000 RCFC &WCD HYDROLOGY-MANUAL "C "- VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR.DOWNSTREAM ANALYSES FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 21 -------------------------------=-------------------------------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[( LENGTH * *3)/(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 745.00 'UPSTREAM ELEVATION = 426.80 DOWNSTREAM ELEVATION.= 422.20 ELEVATION DIFFERENCE = 4.60 .TC = 0.393 *[( 745.00 * *3) /( .4.60)] * *.2 = 15.300 100.YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.632 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7993 SUBAREA RUNOFF(CFS) 11.32 TOTAL AREA(ACRES) = 3.90 TOTAL RUNOFF(CFS) = 11.32, FLOW PROCESS FROM NODE 10:00 TO NODE 10.00 IS CODE = 8 -------------------- --------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 100 YEAR RAINFALL IN7 •; SOIL CLASSIFICATION IS SINGLE- FAMILY(1 /4 ACRE SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) _ TC(MIN) = 15.30 ;NSITY(INCH /HOUR) = 3.632 OB 11 LOT) RUNOFF COEFFICIENT = .7993 1.20 SUBAREA RUNOFF(CFS) = 3.48 < 5.10 TOTAL RUNOFF(CFS)­ 14.81 FLOW PROCESS FROM NODE 11.10 TO.NODE 11.00 IS CODE. 21' ----------------------------------------------------------- ---------------- METHOD INITIAL SUBAREA ANALYSIS << <<< ASSUMED INITIAL SUBAREA UNIFORM . DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[( LENGTH * *3) /(ELEVATION CHANGE).] * *.2 . INITIAL SUBAREA FLOW- LENGTH = .800.00 UPSTREAM ELEVATION = 426.90• . DOWNSTREAM ELEVATION = 421.70. ELEVATION DIFFERENCE = 5.20 " TC = 0.393. *[( 800.00 * *3) /( 5.20)] * *.2 = ..15.581 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.593 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7984 SUBAREA RUNOFF(CFS) = 7.75 TOTAL AREA(ACRES) = 2.70 TOTAL RUNOFF(CFS) = 7.75 -- FLOW -PROCESS -FROM -NODE ---- 11�00,TO- NODE - - -- 1100 -IS- CODE - =--- 8------ - - - - -- • >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK.FLOW<<<<< - - - - - -- ---------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.593 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7984. SUBAREA AREA(ACRES)" = 1.10 SUBAREA RUNOFF(CFS) = 3.16 / TOTAL AREA(ACRES) = 3.80 TOTAL RUNOFF(CFS) = 10.90 c\ TC (MIN) = 15.58 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * *** FLOW PROCESS FROM NODE 13.10 TO NODE 13.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 775:00 UPSTREAM ELEVATION = 426.30 DOWNSTREAM ELEVATION = 421'.20 ELEVATION• DIFFERENCE = 5.10 TC. 0.393 *[( 775.00 * *3) /( 5.:10)] * *.2 15:347 100 YEAR.RAINFALL INTENSITY(INCH /HOUR) 3.626' SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7991 SUBAREA RUNOFF(CFS) = 7.53 -\ TOTAL AREA(ACRES) = 2.60 TOTAL RUNOFF(CFS) = 7.53 FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 8 -------------------------------------------------------------------- - - - - -- >>>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ----------------------=------------=---=-==== -= -= -==================== = = = === 100 YEAR RAINFALL INTENSITY (INCH /HOUR) = 3.626 . SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .'7991 �a� SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) 3.19 _ UJ TOTAL AREA(ACRES) = 3.70 TOTAL RUNOFF(CFS) = 10.72 D TC (MIN). = 15.35 _CIO FLOW PROCESS FROM NODE 1.10 TO NODE 12.00,IS CODE:= 21 >>> >> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[( LENGTH * *3) /(ELEVATION'CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 800.00 UPSTREAM ELEVATION = 426.00 DOWNSTREAM ELEVATION = 421.20 .ELEVATION DIFFERENCE = 4.80 TC = 0.393 *[( 800.00 * *3) /( 4.80)] * *.2 = 15.833 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.559 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7977 SUBAREA RUNOFF(CFS) = 10.79 TOTAL AREA(ACRES) = 3.80 TOTAL RUNOFF(CFS) = 10.79 • FLOW PROCESS FROM NODE 12.00. TO NODE . 12.00 IS CODE = 8 ---------7 --------------------------- -----.---------------------------------- >>>>>ADDITION OF SUBAREA TO-MAINLINE PEAK FLOW <<< << --------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.559 SOIL CLASSIFICATION.IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7977. Ad 1f SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 5.68 - S'._... TOTAL AREA(ACRES) = 5.80 TOTAL RUNOFF(CFS) = 16.46 TC(MIN), = 15.83 . ... � ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * ** * * * ** FLOW PROCESS FROM NODE 1.20 TO NODE 15.0.0 IS.CODE = 2.1 -------------------------------------------------------- =--------=---------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ------------------_------------------- ASSUM ED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 555.00 UPSTREAM ELEVATION = 425..00 DOWNSTREAM ELEVATION = 421..70 ELEVATION DIFFERENCE = 3:30 TC = 0.393 *.[( 555.00 * *3) /( 3.30)] * *.2 = 13:703 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.881 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8043 SUBAREA RUNOFF(CFS) = 7.80 TOTAL AREA(ACRES) = 2.50 TOTAL RUNOFF(CFS) = 7.80 FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 8 } ------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< - ------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.881 SOIL.CLASSIFICATION IS "B". SINGLE- FAMILY(1 /4 ACRE.LOT) RUNOFF COEFFICIENT = .8043 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 2.19 TOTAL.REA(ACRES) _ _ 3.20 TOTAL,RUNOFF(CFS) _ 9.99 A TC (MIN) = 13:70:.0 FLOW PROCESS FROM NODE .16.10.TO NODE 16.00 IS CODE 21 ------------------------------------------- - - -- >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY'(1 /4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA-FLOW-LENGTH = 355.00 UPSTREAM ELEVATION = 424.00 DOWNSTREAM ELEVATION = 421:70 ELEVATION DIFFERENCE = 2.30 TC = 0.393 *[( 355.00 * *3) /( 2.30)] * *.2 = 11.265 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.365 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8129 SUBAREA RUNOFF(CFS) = 2.48 TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 2.48 FLOW PROCESS FROM NODE 16.00-TO NODE 16.00 IS CODE = 8 --------------------------------------------- -------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.365 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8129 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) 1.80 TOTAL RUNOFF(CFS) = 6.39 TC (MIN) = 11.27 FLOW PROCESS FROM NODE 1.30 TO NODE 17.00 IS CODE = 21 ------------------------------- » » >RATIONAL METHOD INITIAL- SUBAREA•'ANALYSIS« «< ASSUMED INITIAL SUBAREA'UNIFORM DEVELOPMENT IS.SINGLE FAMILY (1/4 ACRE) TC = K *[( LENGTH * *3)' /(ELEVATION CHANGE)] * *.2 ..INITIAL SUBAREA FLOW- LENGTH = 415:00 UPSTREAM ELEVATION = 424.00 DOWNSTREAM ELEVATION = 422.10 ELEVATION DIFFERENCE = 1.90 TC = 0.'393*[( 415.00 * *3) / ( 1.90)'] * *.2 = 12.854 -� .100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.033. tc,• SOIL CLASSIFICATION IS "B" SINGLE- •FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8072 SUBAREA RUNOFF(CFS') = 5.53 / ..�3.. _ TOTAL A.REA(ACRES) = 1.70. TOTAL RUNOFF(CFS) = 5.53 C \, /¢ +----------------------------------------- - - - - -- + ------------------------- BASIN NO. 2 ----------------------------------------------- ---------------------------- FLOW PROCESS-FROM NODE 2.00 TO NODE- '30:00 -IS CODE = 21 >> »> RATIONAL METHOD INITIAL SUBAREA•ANALYSIS<<c« ASSUMED INITIAL SUBAREA.UNIFORM DEVELOPMENT..IS SINGLE FAMILY (i /4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH.= 385:.00 UPSTREAM ELEVATION:= 425.00 DOWNSTREAM ELEVATION = 422.00 ELEVATION DIFFERENCE = 3.00 TC 0.393 *[( 385.00 * *3) /( 3.00)] * *:2 = 11.21.5 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = .4.37.7 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8.131 / SUBAREA RUNOFF(CFS) = 7.47 TOTAL AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 7.47 T / FLOW PROCESS FROM'NODE 32.10 TO NODE- 32:00 IS .CODE­ 21 ---------------------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ------------------------------------- ASSUMED "INITIAL SUBAREA UNIFORM DEVELOPMENT IS'SINGLE:FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3)/(ELEVATION CHANGE)]. * *.2 INITIAL'SUBAREA FLOW- LENGTH 240.00 UPSTREAM ELEVATION = 423.20' DOWNSTREAM ELEVATION = 421.30 ELEVATION DIFFERENCE = 1.90 �• TC = 0.393 *[( 240.00 * *3) /( 1.90)] * *.2 = 9.254 100-YEAR-RAINFALL INTENSI•TY(INCH /HOUR) = 4.912 SOIL.CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8209 SUBAREA RUNOFF(CFS) = 3.23 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.10 TO NODE 31.00 IS CODE = 21 �. » »> RATIONAL METHOD INITIAL- SUBAREA�ANALYSIS « «<________________________ -- - - ASSUMED INITIAL SUBAREA.UNIFORM DEVELOPMENT IS SINGLE FAMILY'(1 /4 ACRE) TC = K *[( LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 340.00 UPSTREAM ELEVATION =' 424.00 DOWNSTREAM ELEVATION = 421.70 ELEVATION DIFFERENCE =. 2.30 TC = 0.393 *[( 340.00 * *3) /( 2.30)] * *.2 = 10.977 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.433 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8140 SUBAREA RUNOFF(CFS) = 7.22 TOTAL AREA(ACRES) = 2.00 TOTAL RUNOFF(CFS) = 7.22 < FLOW PROCESS FROM'NODE 32.10 TO NODE- 32:00 IS .CODE­ 21 ---------------------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ------------------------------------- ASSUMED "INITIAL SUBAREA UNIFORM DEVELOPMENT IS'SINGLE:FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3)/(ELEVATION CHANGE)]. * *.2 INITIAL'SUBAREA FLOW- LENGTH 240.00 UPSTREAM ELEVATION = 423.20' DOWNSTREAM ELEVATION = 421.30 ELEVATION DIFFERENCE = 1.90 �• TC = 0.393 *[( 240.00 * *3) /( 1.90)] * *.2 = 9.254 100-YEAR-RAINFALL INTENSI•TY(INCH /HOUR) = 4.912 SOIL.CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8209 SUBAREA RUNOFF(CFS) = 3.23 { TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 3.23 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 34.10 TO NODE 34.00 IS CODE = 21 ----------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ----------------------------------------------------------------------- - - = - -= ASSUMED INITIAL.SUBAREA UNIFORM . DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH 410.00 UPSTREAM ELEVATION- 424..00'. " DOWNSTREAM ELEVATION = 421.20 ELEVATION.DIFFERENCE = 2.80 TC = 0.39.3 *[( 410.00 * *3) /( 2.80)] * *.2 = 11.808 100 YEAR RAINFALL INTENSITY(INCH /HOUR) _ .4.243 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8109 SUBAREA RUNOFF(CFS)'= 2.06' TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) '= 2.06 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< - - - -- ----------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.243 SOIL CLASSIFICATION.IS "B" SINGLE- FAMILY(1 /4'ACRE LOT) RUNOFF COEFFICIENT = .8109 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 4.47 TC (MIN) = 11.81 +----------------------------------=---------------------------------- - - - - -+ BASIN NO. 3 1 +-------------------------------------------------------------- FLOW PROCESS FROM NODE 3.00 TO NODE 40.00 IS CODE­ 21 -------------------------------------------------------------------=-------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< -------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE.FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 305.00 UPSTREAM ELEVATION = 424.90. -DOWNSTREAM ELEVATION.= 422.60 ELEVATION DIFFERENCE = 2.30 TC = 0.393 *[( 305.00 * *3) /(. 2.30)] * *.2 = 10.285 100-YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.610 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8167J1�� SUBAREA RUNOFF(CFS) = 4.52 ft TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 4.52 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.10 TO NODE 41.00 IS CODE =. 21 . >» ,RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA'FLOW- LENGTH = 720.00 UPSTREAM ELEVATION = 427.40 DOWNSTREAM ELEVATION = 422.80 ELEVATION DIFFERENCE = 4.60 TC 0.393 *[( '.720.00 * *3) /( 4.60)] * *.2 = 14:990 100. YEAR RAINFALL INTENSITY(INCH /HOUR):= 3.677 •SOIL CLASSIFICATION IS "B ". SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT- .8002 SUBAREA RUNOFF(CFS) = 12.36 /- L!>`�- TOTAL AREA(ACRES) = 4.20 "-TOTAL,RUNOFF(CFS) = 12..36 C FLOW PROCESS FROM NODE_ 3.00 TO NODE 45.10 IS CODE 21 >> »,RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<-< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 635.00 UPSTREAM ELEVATION = 424.90 DOWNSTREAM ELEVATION = 420.80 ,,� ELEVATION DIFFERENCE = 4.10 A• TC = 0.393 *[( 635.00. * *3) /( 4.10)] * *.2 = 14.225 100 YEAR.RAINFALL INTENSITY(INCH /HOUR) = 3.795 SOIL.CLASSIFICATION.IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8026- AQ�L� SUBAREA RUNOFF(CFS) = 6.70 / -sue TOTAL AREA(ACRES) = 2.20 V TOTAL RUNOFF(CFS) = 6.70 C Z FLOW PROCESS FROM NODE 3.10 TO NODE 42.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[.(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 800.00 UPSTREAM ELEVATION = 427.40 DOWNSTREAM ELEVATION = 421.80 ELEVATION DIFFERENCE = 5.60 TC = 0.393 *[( 800.00 * *3) /( 5.60)] * *.2" = 15.352 100 YEAR RAINFALL INTENSITY(INCH /HOUR) 1:625. SOIL, CLASSIFICATION IS "B" SINGLE_-FAMILY(1 /4 ACRE LOT) RUNOFF.COEFFICIENT = .7991 SUBAREA RUNOFF(CFS)'= 13.04 TOTAL AREA(ACRES) = 4.50 TOTAL RUNOFF:(CFS) = 13.04 F. • FLOW PROCESS FROM NODE 42.00 TO :NODE 42.00 IS CODE = 8 >> » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.625 SOIL CLASSIFICATION IS "B "/ Ov SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT'= .7991 • SUBAREA AREA(ACRES) SUBAREA RUNOFF(CFS) _ "9, -27) L ?� TOTAL AREA(ACRES) = 7:70 TOTAL.RUNOFF(CFS) = 22.31 TC (MIN) = 15.35_,�_.- FLOW PROCESS FROM NODE 44.10 TO NODE 44.00 IS CODE 21 ---------------=---------=-------------------------------=------------------ >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA,UNIFORM DEVELOPMENT IS .SINGLE FAMILY (1/4 ACRE)' TC = K *[(LENGTH * *3) /(ELEVATION CHANGE ] * *.2 INITIAL SUBAREA FLOW- LENGTH = 440.00,E . UPSTREAM ELEVATION 425.80 DOWNSTREAM ELEVATION.= 421.60' ELEVATION DIFFERENCE _ .4.20 // p TC =-0.393*[.( 440.00 * *3) / ( 4.20) ] * *.2 - 11.360 & 01• 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.343`/ SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = ..8125 .� SUBAREA RUNOFF(CFS) = 3.88 cc TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 3.. 8 51/0 FLOW PROCESS FROM NODE 44.00 TO NODE 44.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = (4 .33 SOIL CLASSIFICATION IS "B" pp c SINGLE-FAMILY (1/4 ACRE LOT) RUNOFF COEFFICIENT = .8125 SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 5.50 TOTAL RUNOFF(CFS) _ >_1.9,.4 TC (MIN)' ,11 <36 Z +�G f y #3� �C�, 4wla --------------- ----------------------------------------------- BASIN NO. 4 I +--------------------------------------------------------------------- - - - - -+ ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW'PROCESS FROM NODE 4.00 TO NODE 50.00 IS CODE = 21 ---------------------------- --------------------------------------- ----------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE.FAMILY (1/4 ACRE) TC = K *[( LENGTH * *3) /(EL.EVATION.CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 530.00 UPSTREAM.ELEVATION = 424.30 DOWNSTREAM ELEVATION ,= 421.12 ELEVATION DIFFERENCE = 3.18 TC = .0.393 *.[( 530.00 * *3) /(• 3.18)] * *.2 = 13.429 1`• 100 YEAR RAINFALL INTENS.ITY(INCH /HOUR) = -3.928 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8053 SUBAREA RUNOFF(CFS) = 7.91 TOTAL AREA(ACRES)_ = 2.50 TOTAL RUNOFF(CFS) = 7.91 FLOW PROCESS FROM NODE 50..00 TO NODE 50.00 IS CODE = 8 --------------------- 7 ------------------------------------------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 100-YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.928 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF`COEFFICIENT = .805.3 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 2.21 33 TOTAL AREA.(ACRES) = 3.20 TOTAL RUNOFF(CFS) = 10.12 TC (MIN) = 13.43 FLOW PROCESS FROM NODE 51.10 TO NODE . .51.00 IS CODE .= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<<. ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 490.00 UPSTREAM ELEVATION = 424.30 DOWNSTREAM ELEVATION = 421.20 ELEVATION DIFFERENCE = 3.10 TC = 0.393 *[( 490.00 * *3) /( 3.10)] * *.2 = 12.876 100 YEAR- RAINFALL INTENSITY(INCH /HOUR) = 4.028 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8071 SUBAREA RUNOFF(CFS) = 4.23 TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CM = 4.23 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE 8 --------------------------------------------------------------------------- "» >>>ADDITION. OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.028 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8071 SUBAREA AREA(ACRES) = 0.80 SUBAREA-RUNOFF(CFS) = 2.60 LU TOTAL AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 6.83 `\ TC(MIN) = 12.88 FLOW PROCESS FROM NODE 52.10 TO NODE 52.00 IS CODE = 21 ----------------------------------- ----------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ----- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE.FAMILY'(1 /4 ACRE). TC K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 ' INITIAL SUBAREA FLOW- LENGTH = 490.00 UPSTREAM ELEVATION = 424.20 DOWNSTREAM ELEVATION = 421.29 • ELEVATION DIFFERENCE = 2.91 TC = 0.393 *[( 490.00 * *3) /( 2.91)] * *.2 = 13.040 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.998 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8066 SUBAREA RUNOFF(CFS) = 6.77 / _W37- TOTAL AREA (ACRES) = 2.10 TOTAL RUNOFF(CFS) = 6.77 ` FLOW PROCESS FROM NODE 5.00 TO NODE 53.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL.SUBAREA ANALYSIS « <<< 'ASSUMED INITIAL SUBAREA..UNIFORM DEVELOPMENT IS SINGLE..FAMILY (1 /4'ACRE). TC = K *[(LENGTH * *.3) /(ELEVATION CHANGE.)] * *..2 INITIAL .SUBAREA: FLOW:- LENGTH 575.00 UPSTREAM ELEVATION -= 424:10. DOWNSTREAM ELEVATION = 420.40 ELEVATION DIFFERENCE. .3.70 TC = 0.393 *[(..575.00 * *3) /( 3.70)] * *.2 = 13..681 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.885. - SOIL CLASSIFICATION.IS "B SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF.COEFFICIENT :8044 SUBAREA RUNOFF(CFS.) = 5.00 TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) = 5.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 53.00 TO NODE 53.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< -- --------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.885 SOIL CLASSIFICATION IS "B" `.. SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8044 SUBAREA AREA(ACRES) 0.60 SUBAREA RUNOFF(CFS) ° =. 1•.87 TOTAL AREA(ACRES) = 2.20 TOTAL RUNOFF(CFS) = 6.'87 TC (MIN) = 13.68 #_ +--------------------------------------------------------------------- - - - - -+ BASIN No. 5 1 +--------------------------------------------------------------------- - - - - =+ ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW - PROCESS FROM NODE S.00 TO NODE 36.00 IS CODE = 21. ------------------------------------ 7 --------------------------------- =------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ---------------------------------------- - - - --- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS'S.INGLE.FAMILY (1/4 ACRE) TC = , K* [ ( LENGTH* * 3) /' ( ELEVATION. CHANGE) ] * * . 2 INITIAL SUBAREA FLOW - LENGTH = .590.00 UPSTREAM ELEVATION = 424.10 DOWNSTREAM ELEVATION = 4.21.00 ELEVATION DIFFERENCE 3.10 TC = 0.393 *[( 590.00 * *3) /( 3.10)] * *.2 .14.394 100 YEAR•RAINFALL.INTENSITY(INCH /HOUR) = 3.768 SOIL CLASSIFICATION :IS "B" SINGLE- FA.MILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8021 �+ (. SUBAREA RUNOFF(CFS) = 6. 04 TOTAL AREA(ACRES) = 2.00 TOTAL RUNOFF(CFS) = 6.04 C A� -- FLOW - PROCESS - FROM - NODE - - -- 37_10 -TO NODE 37.00 IS CODE = 21 ---------------------------------------- •� >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *'[( LENGTH * *3) /(ELEVATION CHANGE)] * *..2 INITIAL SUBAREA FLOW- LENGTH 220..00 UPSTREAM 'ELEVATION. 422.80. DOWNSTREAM ELEVATION = 421.40 ELEVATION DIFFERENCE = 1.40 TC = - 0.393* C ( .220.00 * *3). / ( 1.40)•] * *.,2 = 9.336' 100'YEAR'.RAINFALL INTENSITY(INCH /HOUR)..= 4.885 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8205 SUBAREA RUNOFF(CFS) = 3.61 /3- TOTAL AREA(ACRES) = 0.90, TOTAL RUNOFF(CFS) .3.61. c FLOW PROCESS FROM NODE 38.10 TO NODE 38.00 IS CODE = 21 ------------------------------------------------------------=--------------- >> >>>RAT.IONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 305.00 UPSTREAM ELEVATION = 422.90 DOWNSTREAM ELEVATION = 420.60 t. ELEVATION. DIFFERENCE = 2.30 TC = 0.393 *[( 305.00 * *3) /( 2.30)] * *.2 = 10.285 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.610 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8167 SUBAREA RUNOFF(CFS) = 6.02 TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) = 6.02 C +--------------------------------------------------------------------- - - - - -+ BASIN No. 6 +-------------------------------------------------------------- FLOW PROCESS FROM NODE 6.00 TO NODE.. 60.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<< <. ------------------ ASSUMED.INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE')•] * *.2 INITIAL SUBAREA FLOW - LENGTH = 1000.00 UPSTREAM ELEVATION = 428.80 DOWNSTREAM ELEVATION = 421.70 ELEVATION DIFFERENCE = 7.10 TC = 0.393 *[( 1000.00 * *3) /( 7.10)] * *.2' = 16.738 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.442 (• SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7950 SUBAREA RUNOFF(CFS)•= 6.57 TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) _5< icy • +----- - - - - -- BASIN No. 7 +------------------------------------------------------------------------ - -+ - -FLOW PROCESS FROM-NODE.— 7.00 TO NODE 70..00.IS CODE _ 21 - --------.--- - - - - - - - - - - - - - - - - - - >>>>>RATIONAL.METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS•SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3)' /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 715.00 UPSTREAM ELEVATION 426.90 DOWNSTREAM ELEVATION = .422.'00 ELEVATION DIFFERENCE = 4.90 TC = 0.393 *[( 715.00 * *3) /( 4.90)] * *.2 = 14.740• 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.715 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8010 SUBAREA RUNOFF(CFS) = 6.25 '� q TOTAL AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) .z� -_FLOW PROCESS FROM NODE 71.10 TO NODE 71.20 IS CODE = 21 ------------------ ----------------------------------- >> 5>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 150.00 UPSTREAM ELEVATION = 422.80 DOWNSTREAM ELEVATION = 421.50 ELEVATION DIFFERENCE = 1.30 TC = 0.303 *[( 150.00 * *3) /( 1.30)] * *.2 = 5.814 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.491 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8875 SUBAREA RUNOFF (CFS ) = 1.73 TOTAL AREA(ACRES) = 0 TOTAL RUNOFF(CFS) -----------------------------------------------------=- BASIN No. 8 --- - - -+ +- ------------------------------- - ------------- - -------- FLOW PROCESS.FROK NODE 6.00 TO NODE 80.00 IS .CODE 21' ----------- •------------------- - - - - == >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< «< -------------------- ASSUMED_INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[( LENGTH *. *3) /(ELEVATION. CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 610.00 UPSTREAM ELEVATION = 428.80 DOWNSTREAM ELEVATION 424.00 ELEVATION DIFFERENCE = 4.80 •� TC = 0.393 *[( 610.00 * *3) /( 4.80)] * *.2 = 13.456 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.923 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8052 SUBAREA RUNOFF(CFS) _ . 3.47 TOTAL•AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 3.47 FLOW PROCESS FROM NODE 80.00 TO NODE 81.00 IS CODE' = 9 >>>>>COMPUTE "V" GUTTER PLOW TRAVELTIME THRU SUBAREA<< <<< UPSTREAM NODE ELEVATION = 424.00 DOWNSTREAM NODE ELEVATION = 423.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 135.00 "V'! GUTTER WIDTH (FEET) = 4..00 GUTTER HIKE (FEET). _ .0-150 PAVEMENT LIP (FEET) = 0.03.0' MANNING' S N =.-..0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) 0.50 •100 YEAR RAINFALL INTENSITY (INCH /HOUR) = 3.771 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8022 TRAVELTIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC) = 2.45 AVERAGE FLOWDEPTH(FEET) _. 0.31 FLOODWIDTH(FEET) = 17.00 "V" GUTTER FLOW TRAVEL TIME(MIN) = 0.92 TC(MIN) = 14.37 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.82 SUMMED AREA(ACRES) = 1.70 TOTAL RUNOFF(CFS) = 5.29 END OF SUBAREA_ "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0..33 FLOODWIDTH(FEET) = 19.00 FLOW VELOCITY(FEET /SEC.) 2.47.: DEPTH *VELOCITY 0.81 FLOW PROCESS FROM NODE 81.00 TO NODE .81.00 IS CODE = 8 >>>ADDITION OF SUBAREA TO- MAINLINE PEAK..FLOW<< <<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) 3.771 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8022 SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF,(CFS) = 9.08 TOTAL AREA(ACRES) = 4.70 TOTAL RUNOFF.(CFS) = 14.37 (( TC(MIN) = 14.37 t' FLOW PROCESS FROM NODE 81.00 TO NODE 82.00 IS CODE = 6 - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ->> >>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< �l ------ - - - - -- UPSTREAM ELEVATION = 423.10 DOWNSTREAM ELEVATION = 422.10 STREET LENGTH(FEET) 140.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 16.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = .10.00 INTERIOR.STPEET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED.NUMBER OF.HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED'USING MEAN FLOW.(CFS) = 16.99 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.48 HALFSTREET•FLOODWIDTH(FEET) = 16.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.70 PRODUCT OF DEPTH &VELOCITY = 1.28' STREETFLOW TRAVELTIME(MIN) = 0.86 TC(MIN) = .15'.24 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.641 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7995 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 5.24 SUMMED AREA(ACRES) = 6.50 TOTAL RUNOFF(CFS) = 19.61 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.50 HALFSTREET FLOODWIDTH(FEET) = 16.00 FLOW VELOCITY(FEET /SEC.) = 2.83 DEPTH *VELOCITY = 1.40 * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE ------------------------- >> >>>COMPUTE STREETFLOW UPSTREAM ELEVATION = STREET LENGTH(FEET) _ STREET HALFWIDTH(FEET) 82.00 TO NODE 83..00 IS CODE = 6 TRAVELTIME THRU SUBAREA« <<< --------------- - - - -- 422.10 DOWNSTREAM ELEVATION = 420.70 160.00 CURB HEIGHT(INCHES) = 6. 16.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET). = 0.48 HALFSTREET FLOODWIDTH(FEET) = 16.00 AVERAGE •FLOW NELOCITY(FEET /SEC.) = 3.23 PRODUCT OF DEPTH &VELOCITY = 1.53 STREETFLOW TRAVELTIME(MIN) = 0.83 TC(MIN) _ 16.06 20.31 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.528 SOIL CLASSIFICATION IS "B" SINGLE= FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7970 ( • SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.41 SUMMED AREA(ACRES) = 7.00 TOTAL RUNOFF(CFS) = 21.01 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.50 HALFSTREET FLOODWIDTH(FEET) = 16.00 FLOW VELOCITY(FEET /SEC.) = 3.04 DEPTH *VELOCITY = 1.50 i. FLOW PROCESS FROM NODE 83.00 TO NODE 83.00 IS CODE = 8 -------------------- - ------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ------------------------------ .100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.528 SOIL CLASSIFICATION IS "B" SINGLE- F-AMILY(1 /4 ACRE LOT) RUNOFF'(jOEFFICIENT .7970 -SUBAREA-AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2 :81. TOTAL AREA(ACRES) _ .8'.0,0 TOTAL RUNOFF(CFS) _ .23.82 TC(MIN) 16.06 FLOW PROCESS.FROM NODE 83.00 TO NODE 84.00 IS CODE `= 6 » » >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<< ----------------------------- UPSTREAM ELEVATION = 420.70 DOWNSTREAM ELEVATION. = 419.70 STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES).= 6. STREET HALFWIDTH(FEET) = 16.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTI.ME COMPUTED USING MEAN FLOW(CFS) = 24.90 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: - NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = 0.55 HALFSTREET FLOODWIDTH(FEET) = 16.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.•83 PRODUCT OF DEPTH &VELOCITY = 1.57 STREETFLOW TRAVELTIME(MIN) = 1.18 TC(MIN) = 17.24 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.381 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7936 2 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.15 / SUMMED AREA(ACRES) = 8.80 TOTAL RUNOFF(CFS) = 25.97 END OF SUBAREA STREETFLOW HYDRAULICS: \ DEPTH(FEET) =.0.55 • HALFSTREET FLOODWIDTH(FEET) = 16.00 FLOW VELOCITY(FEET /SEC.) = 2.95 DEPTH *VELOCITY = 1.64 FLOW PROCESS.FROM NODE 85.10 TO NODE 85.00 IS CODE = 21' ----- - - - - -- >>>>. >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------- - - - --- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2' INITIAL SUBAREA FLOW - LENGTH = 270.00 UPSTREAM ELEVATION = 421.70 DOWNSTREAM ELEVATION = 419.00 ELEVATION DIFFERENCE = 2.70 TC = 0.393 *[( 270.00 * *3) /( 2.70)] * *.2 = 9.258 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.910 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT.= .8209 SUBAREA RUNOFF(CFS) = 1..61 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 1.61 FLOW PROCESS FROM NODE 85.00 TO NODE 85.00 IS CODE = 8 >> >>>ADDITION OF.SUBAREA TO MAINLINE PEAK FLOW<< <<< ------------ 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.910 SOIL CLASSIFICATION IS. "B" COMMERCIAL DEVELOPMENT RUNOFF.COEFFICIENT = .8842 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.17 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 3.78 TC(MIN).= 9.26 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE .85.00 TO NODE 85.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ------------------------------------ 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.910 SOIL CLASSIFICATION IS "B" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8842 g� SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 3.04 TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) .= 6.82-/ TC (MIN) = 9.26 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.10 TO NODE 86.00 IS CODE = 21 -------------------------------------- -.------------------------------- ------ >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< --------------------------------- ----------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 630.00 UPSTREAM ELEVATION 423.10 DOWNSTREAM ELEVATION 419.70 ELEVATION DIFFERENCE = 3.40 TC = 0.393 *[( 630.00 * *3) /( 3.40)] * *.2 = 14.698 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.7.21 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4•ACRE LOT) RUNOFF COEFFICIENT = .8011 SUBAREA RUNOFF(CFS) = 8.35 TOTAL AREA(ACRES) = 2.80 TOTAL RUNOFF(CFS) = 8.35 FLOW PROCESS FROM NODE 86.00 TO NODE 86.00 IS CODE = 8 --------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< tr• °___________________________ 100 YEAR RAINFALL INTENSITY(INCH /HOUR) =--3.721 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8011 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.38 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 88.10 TO NODE 88.00 IS CODE = 21 ------------------ =--------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< - ------------------------------------------------------------ - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 280.00 UPSTREAM ELEVATION = 421.60 DOWNSTREAM ELEVATION = 419.70 ELEVATION DIFFERENCE = 1.90 TC •= 0..393-* [ ( 280.00 * *3) / ( 1.90) ] * *.2 = 10.151 100 YEAR RAINFALL INTENS.ITY(INCH /HOUR) = 4.646 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4. ACRE LOT) .RUNOFF'COEFFICIENT = .8172. - SUBAREA RUNOFF(CFS) = 4.1B TOTAL.AREA(ACRES) = 1.10 TOTAL.RUNOFF(.CFS) = 4.18 < Iz- +------------------------------- - ------------------------------------- - - - - -+ BASIN NO. 9 1 ---------------------------------------------------------------------- - - - - -- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL AREA(ACRES) = 3.60' TOTAL RUNOFF(CFS) = 10.73 ;. TC (MIN) = 14.70 \ FLOW PROCESS FROM NODE' 87.10 TO NODE 87.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>.>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<<. ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT..IS SINGLE.FAMILY.(1 /4' ACRE). TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH.= 250.00 UPSTREAM ELEVATION'= 422.00 DOWNSTREAM.ELEVATI.ON = 419:70 ELEVATION DIFFERENCE _ .2.30 TC =. 0.393*.[(. .250.00 * *3) / ( 2.30) ] * *.2 = 9.128 •100 YEAR RAINFALL.INTENSITY(INCH /HOUR) = 4.952 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4 ACRE.LOT) RUNOFF'COEFFICIENT = .8214 SUBAREA RUNOFF(CFS) = 3.25 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 3.25 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 87.00 TO NODE 87.00 IS CODE _ 8 ---------------------------------------------------------------------------- >> » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.952 SOIL CLASSIFICATION IS "B" ti.. .SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8214 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2..03 �,� - -� *6 TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 5.29 TC (MIN) = 9...13 d... . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 88.10 TO NODE 88.00 IS CODE = 21 ------------------ =--------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< - ------------------------------------------------------------ - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 280.00 UPSTREAM ELEVATION = 421.60 DOWNSTREAM ELEVATION = 419.70 ELEVATION DIFFERENCE = 1.90 TC •= 0..393-* [ ( 280.00 * *3) / ( 1.90) ] * *.2 = 10.151 100 YEAR RAINFALL INTENS.ITY(INCH /HOUR) = 4.646 SOIL CLASSIFICATION IS "B" SINGLE- FAMILY(1 /4. ACRE LOT) .RUNOFF'COEFFICIENT = .8172. - SUBAREA RUNOFF(CFS) = 4.1B TOTAL.AREA(ACRES) = 1.10 TOTAL.RUNOFF(.CFS) = 4.18 < Iz- +------------------------------- - ------------------------------------- - - - - -+ BASIN NO. 9 1 ---------------------------------------------------------------------- - - - - -- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 TO NODE 95.00 IS CODE = 21 -----------------------------7------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA.FLOW- LENGTH = 1110.00 UPSTREAM. ELEVATION 428.70• DOWNSTREAM ELEVATION = 426.5.0 ELEVATION DIFFERENCE = 2.20 TC = .0.303 *[( 1110.00, * *3) /( .2..20)] * *.2 = 17.390 100'.YEAR RAINFALL 'INTENSITY(INCH /HOUR) = 3.364 SOIL CLASSIFICATION.-IS "B" .COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT:= :8786 SUBAREA• RUNOFF (CFS). = 7709 :TOTAL AREA(ACRES) 2.40 TOTAL RUNOFF(CFS) = 7.09 T go" - -END OF STUDY SUMMARY: PEAK:FLOW .RATE(CFS) = 7.09 Td (MIN.) = 17.39 TOTAL AREA(ACRES) = 2.40 END OF RATIONAL METHOD ANALYSIS ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License.ID 1269 Analysis prepared.by: MDS Consulting. .17320 Redhill Avenue, Suite 350, Irvine, 'CA 92614 Phone. (949) ' 251 -8821 Fax _(949.) '251 -0516 Email :'mdsirvine@mdsconsulting.net . * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 32398, * CB #0' . * DESIGN Q = Q106 = 7.1 CFS >> >>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION <<<< Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 7.10 y GUTTER FLOWDEPTH(FEET) = 0.47 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY..BASIN WIDTH(FEET) = 15.60 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 15.6 >> >>CALCULATED.ESTIMATED INTERCEPTION(CFS) = 7.1 r •1 ------------------------------------------------- ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS.EQUATION WITH ALL DIMENSIONS IN FEET.OR.FEET AND SECONDS (c) Copyright 1983 =99 Advanced Engineering Software (aes) Ver.•8.0 Release:..Date: 01/01/99:. License ID.1269. Analysis.:prepared by: MPS Consulting .'17320 Redhill Avenue;. Suite 350; Irvine, CA 92614 Phone ..(949) 251 -8821 Fax (949)251 -0516. E -mail: mdsirvine@mdscorisulting.net DESCRIP.TION -OF STUDY .* * * ** * * * * * * * * * * * * * *,► * * * * ** * TRACT 32398 * CB #63 - DEPTH OF FLOW * DESIGN Q = Q100'= 7.1 CFS * TIME /DATE OF STUDY: 09:52 05/09/2005 ----------------------- -------=------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 0.00 10.47- 2 40.00 9.67 3 40.•01 9.50 4 41.87 9.44 5 42.00 10.00 6 55.00 10.26 SUBCHANNEL SLOPE(FEET /FEET) = 0..005000 SUBCHANNEL'MANNINGS FRICTION FACTOR' = 0.015000 SUBCHANNEL FLOW(CFS) _ 7.3 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.22 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 2.258 SUBCHANNEL FROUDE NUMBER = 0.915 SUBCHANNEL FLOW TOP- WIDTH(FEET) = 16.99 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.19 ------------- - - - - -- ____________ --------------- - - - -- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 7.10 COMPUTED IRREGULAR .CHANNEL FLOW(CFS). 7.26 ESTIMATED IRREGULAR CHANNEL :,NORMAL DEPTH WATER SURFACE ELEVATION .......... ................... . .9.97 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT.BANK ELEVATIONS. CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 ---------- - --------------------------------------------------- - - - - -- Tract 32398 - Curb Inlet Capacity - Sag Condition Major St - 8 inch Curb Face - 4 ft width Program License Serial Number 4082 * ** Street Flow +Inlet Analysis * ** Upstream (headworks) Elevation = 100.200(Ft.) Downstream (outlet) Elevation = 100.000(Ft.) Runoff /Flow Distance = 100.000(Ft.) Maximum depth(HGL) of flow at headworks = 0.670(Ft.) Top of street segment elevation = 100.200(Ft.) End of street segment elevation = 100.000(Ft.) Length of street segment = 100.000(Ft.) Height of curb above gutter flowline = 8.0(In.) width of half street (curb to crown) = 43.000(Ft.) Distance from crown to crossfall grade break = 0.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1) side(s) of the street Distance from curb to property line = 47.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 .� Half street cross section data points: X- coordinate (Ft.) Y- coordinate (Ft.) 0.0000 1.6067 right of way 47.0000 0.6667 top of curb 47.0000 0.0000 flow line 49.0000 0.1667 gutter end 89.5000 0.9767 grade break 90.0000 0.9867 crown Depth of flow = 0.670(Ft.) Average velocity = 1.842(Ft /s) Total flow rate in 1/2 street = 13.826(CFS) @ s = 0.002ft /ft (Sag) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.17(Ft.) Streetflow hydraulics: (Sag Condition ) Halfstreet flow width (curb to crown) = 27.167(Ft.) Average flow velocity = 1.84(Ft /s) Channel including Gutter and area towards property line: Flow Width = 2.167(Ft.) Flow Area = 1.174(Sq.Ft) Velocity = .2.415(Ft /s) Flow Rate = 2.835(CFS) Froude No. = 0.5784 Channel, from outside edge of gutter.to wards grade break: Flow Width = 25.16,7(Ft..) Flow Area = . 6.334(Sq.Ft) Velocity = 1.735(Ft /s) Flow Rate = 10.991(CFS) Froude No. = 0.6096 Channel from grade break to crown: Flow Width = 0.000(Ft.) Flow Area = 0.000(Sq.Ft) Velocity = 0.000(Ft /s) Flow Rate = 0.000(CFS) Froude No. = 0.3683 Total flow rate in street before inlet = 13.826(CFS) • • i L] CURB INLET TYPE STREET DRAIN, Opening Height = 11.000(In.) Street Inlet Calculations: Street flow in street inlet depression = 13.826(CFS) Gutter depression depth = 4.000(In.) Gutter depression width = 4.000(Ft.) Depth of flow = 0.930(Ft.) Average velocity = 1.884(Ft /s) Total flow rate in 1/2 street = 13.826(CFS) U.S. DOT Hydraulic Engineering Circular No. 12 inlet calculations: Street flow half width at start of inlet = 25.490(Ft.) Flow rate in gutter section of street = Qw = 7.240(CFS) Given inlet length L = 4.000(Ft.) Ratio of frontal flow to total flow = EO = 0.5237 Street slope is less than 0.5% , Depth of flow indicates an orifice flow condition exists for an opening height of 11.00(In.) Using equation Qi = .67hL(2gdo)".5 Maximum inlet flow capacity = 13.537(GFS) with St flow at TC Half street cross section data points through curb inlet: X- coordinate (Ft.) Y- coordinate (Ft.) 0.0000 1.9400 right of way 47.0000 1.0000 top of curb 47.0000 0.0000 flow line 51.0000 0.5000 gutter /depression end 89.5000 1.2700 grade break 90.0000 1.2800 crown Remaining flow in street below inlets = 0.289(CFS) Depth of flow = 0.227(Ft.) Average velocity = 0.767(Ft /s) Total flow rate in 1/2 street = 0.289(CFS) Streetflow hydraulics: Halfstreet flow width (curb to crown) = 5.000(Ft.) Average flow velocity = 0.77(Ft /s) Channel including Gutter and area towards property line: Flow Width = 2.000(Ft.) Flow Area = 0.287(Sq.Ft) Velocity = 0.900(Ft /s) Flow Rate = 0.258(CFS) Froude No. = 0.4189 Channel from outside edge of gutter towards grade break: Flow Width = 3.000(Ft.) Flow Area = 0.090(Sq.Ft) Velocity = 0.341(Ft /s) Flow Rate = 0.031(CFS) Froude No. = 0.3474 Channel from grade break to crown: Flow Width = 0.000(Ft.) Flow Area = 0.000(Sq.Ft) Velocity = 0.000(Ft /s) Flow Rate = 0.000(CFS) Froude No. = 0.3683 Total flow rate in street = 0.28 "9(CFS) CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 -------------------------------------------------------------------- Tract 32398 - Inlet Capacity - Continuous St Slope Major St - 8 inch Curb Face - 4 ft width -------------------------------------------------------------------- Program License Serial Number.4082 -------------------------------------------------------------------- *** Street Flow +Inlet Analysis * ** Upstream (headworks) Elevation = 100.500(Ft.) Downstream (outlet) Elevation = 100.000(Ft.) Runoff /Flow Distance = 100.000(Ft.) Maximum depth(HGL) of flow at headworks = 0.670(Ft.) Top of street segment elevation = 100.500(Ft.) End of street segment elevation = 100.000(Ft.) Length of street segment = 100.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 43.000(Ft.) Distance from crown to crossfall grade break = 0.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown.(v /hz) = 0.020 Street flow is on [1) side(s) of the street Distance from curb to property line = 47.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Half street cross section data points: • X- coordinate (Ft.) Y- coordinate (Ft:) 0.0000 1.6067 right of way 47.0000 0.6667 top of curb 47.0000 0.0000 flow line 49.0000 0.1667 gutter end 89.5000 0.9767 grade break 90.0000 0.9867 crown Depth of flow = 0.670(Ft.) Average velocity = 2.912(Ft /s) Total flow rate in 1/2 street = 21.860(CFS) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.17(Ft.) Streetflow hydraulics: Halfstreet flow width (curb to crown) = 27.167(Ft.) Average flow velocity = 2.91(Ft /s) Channel including Gutter and'area towards property line: Flow Width = 2.167(Ft.) Flow Area = 1.174(Sq:Ft) Velocity = 3.819(Ft /s) F1ow.Rate = 4.482(CFS) Channel from outside edge of gutter towards grade break: Flow Width = 25.167(Ft.) Flow Area = 6.334(Sq.Ft) Velocity = 2.744(Ft/s) Flow Rate = 17.378(CFS) Channel from grade break to crown: Flow Width = 0.000(Ft.) Flow Area = 0.000(Sq.Ft) Velocity = 0.000(Ft /s� Flow Rate = 0.000(CFS) Total flow rate in street before inlet = 21.860(CFS) • • CURB INLET TYPE STREET DRAIN, Opening Height = 11.000(In.) Street Inlet Calculations: Street flow in street inlet depression = 21.860(CFS) Gutter depression depth = 4.000(In.) Gutter depression width = 4.000(Ft.) Depth of flow = 0.930(Ft.) Average velocity = 2.979(Ft/s) Total flow rate in 1/2 street = 21.860(CFS) U.S. DOT.Hydraulic Engineering Circular No. 12 inlet calculations: Street flow half width at start of inlet = 25.490(Ft.) Flow rate in gutter section of street = Qw = 11.447(CFS) Given inlet length L = 4.000(Ft.) Ratio of frontal flow to total flow = EO = 0.5237 Half street cross section data points through curb inlet: X- coordinate (Ft.) Y- coordinate (Ft.) 0.0000 1.9400 right of way 47.0000 1.0000 top of curb 47.0000 0.0000 flow line 51.0000 0.5000 gutter /depression end 89.5000 1.2700 grade break 90.0000 1.2800 crown. Length required for total flow interception = Lt Lt = .6 * Q 0.42 * Slope .3 * (1 /(n *Se)^.6 = 29.014(Ft.) where Manning's n = 0.0150 and Slope = street slope = 0.0050 Se = Equivalent Street x -slope including depression = 0.0636 Efficiency = 1 - .(1- L /Lt)'1.8 = 0.2343 Remaining flow in street below inlets = 16.737(CFS) Depth of flow = 0.616(Ft.) Average velocity = 2.734(Ft/s) • Total flow rate in 1/2 street = 16.737(CFS). Streetflow hydraulics: Halfstreet flow width (curb to crown) = 24.487(Ft.) Average flow velocity = 2.73(Ft /s) Channel including Gutter and area towards property line: Flow Width = 2.000(Ft.) Flow Area = 1.066(Sq.Ft) Velocity = 3.741(Ft /s) Flow Rate = 3.989(CFS) Froude No. = 0.9031 Channel from outside edge of gutter towards grade break: Flow Width = 22.487(Ft.) Flow Area = 5.056(Sq.Ft) Velocity = 2.521(Ft /s) Flow Rate = 12.749(CFS) Froude No. = 0.9370 Channel from grade break to crown: Flow Width = 0.000(Ft.) Flow Area = 0.000(Sq.Ft) Velocity = 0.000(Ft /s) Flow Rate = 0.000(CFS) Froude No. = 0.3683 Total flow rate in ----=--------------------------------------------------------- street = 16.737(CFS) - - - - -- • CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 -------------------------------------------------------------------- Tract 32398 - Inlet Capacity - Continuous St Slope Major St - 8 inch Curb Face - 4 ft width Q 100 = 2.6 cfs -------------------------------------------------------------------- Program License Serial Number 4082 -------------------------------------------------------------------- * ** Street Flow +Inlet Analysis * ** Upstream (headworks) Elevation = 100.500(Ft.) Downstream (outlet) Elevation = 100.000(Ft.) Runoff /Flow Distance 100.000(Ft.) Maximum depth(HGL) of flow at headworks = 0.360(Ft.) Top of street segment elevation = 100.500(Ft.) End of street segment elevation = 100.000(Ft.) Length of street segment = 100.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 43.000(Ft.) Distance from crown to crossfall grade break = 0.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 47.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Half street cross section data points: X- coordinate (Ft.) Y- coordinate (Ft.) 0.0000 1.6067 right of way 47.0000 0.6667 top .of curb 47.0000 0.0000 flow line 49.0000 0.1667 gutter end 89.5000 0.9767 grade break 90.0000 0.9867 crown Depth of flow = 0.360(Ft.) Average velocity = 1:738(Ft /s) Total flow rate in 1/2 street = 2.586(CFS) Streetflow hydraulics: Halfstreet flow width (curb to crown) = 11.667(Ft.) Average flow velocity = 1.74(Ft /s) Channel including Gutter and area towards property line: Flow Width = 2.000(Ft.) Flow Area = 0.553(Sq.Ft) Velocity = 2.413(Ft /s) Flow Rate = 1.335(CPS) Froude No. 0.8084 Channel from outside edge.of gutter towards grade break: Flow Width = 9667(Et.) Flow Area = 0:934(Sq.Ft) Velocity = 1.339(Ft /,$) Flow Rate = 1.251(CFS) Froude No. = 0.7589• Channel from grade break to crown: Flow Width 0.00.0(F.t.) Flow Area = 0.000(Sq.Ft) Velocity = 0..000(Ft, /s) Flow Rate = 0.000(CFS) Froude No. = 0.3683 Total flow rate in street before inlet = 2.586(CFS) • CURB INLET Continuous slope STREET DRAIN, Opening Height = 11.000(In.) Street Inlet Calculations: Street flow in street inlet depression = 2.586(CFS) Gutter depression depth = 4.000.(In.) Gutter depression width = 4.000(Ft.) Depth of flow = 0.522(Ft.) Average velocity = 2.355(Ft/s) Total flow rate in 1/2 street = 2.586(CFS) U.S. DOT Hydraulic Engineering Circular No. 12 inlet calculations: Street flow half width at start of inlet = 5.082(Ft.) Flow rate in gutter section of street = Qw = 2.583(CPS) Given inlet length L = 4.000(Ft.) Ratio of frontal flow to total flow = E0 = 0.9986 Half street cross section data points through curb inlet: X- coordinate 0.0000 47.0000 47.0000 51.0000 89.5000 90.0000 (Ft.) Y- coordi 1.9400 1.0000 0.0000 0.5000 1.2700 1.2800 nate (Ft.) right of way top of curb flow line gutter /depression end grade break crown Length required for total flow interception = Lt Lt = .6 * Q -0.42 * Slope'.3 * (1 /(n *Se)".6 = 8.856(Ft.) where Manning's n = 0.0150 and Slope = street slope = 0.0050 Se = Equivalent Street x -slope including depression = 0.1032 Efficiency = 1 - (1- L /Lt)'1.8 = 0.6609 Remaining flow in street below 4 ft inlet = .0.877.(CFS) [Use 4 ft inlet and allow this small amount of the Q 100 to flow past to downstream sag inlet] Depth of flow = 0.270(Ft.) Average velocity = 1.366(Ft /s) Total flow rate in 1/2 street = 0.877(CFS) Streetflow hydraulics: Halfstreet flow width (curb to crown) = 7.179(Ft.) Average flow velocity = 1.37(Ft /s) Channel including Gutter and area towards property line: Flow Width = 2.000(Ft.) Flow Area = 0.374(Sq.Ft) Velocity = 1.761(Ft /s) Flow Rate = 0.658(CFS) Froude No. = 0.7176 Channel from outside edge of. gutter towards grade break: Flow Width = 5.179(Ft.) F1ow.Area = 0.268(Sq.Ft). Velocity = 0.816(Ft /s) Flow Rate = 0.219(CFS) Froude No. = 0.6317 Channel from grade break to crown:. Flow Width = 0.0.00.(Ft.) Flow Area = 0.000(Sq.Ft) Velocity = 0.000(Ft /s) F1ow.Rate = 0.000(CFS) Froude No. = 0.3683 Total flow rate in street = 0.877(CFS). CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 -------------------------------------------------------------------- Tract 32398 - Residential 32 ft c/f to c/f Street Sag Curb Inlet Capacity - W = 4 ft (All Residential Inlets are Sag inlets) -------------------------------------------------------------------- Program License Serial Number 4082 -------------------------------------------------------------- - - - - -- * ** Street Flow +Inlet Analysis * ** Upstream (headworks) Elevation = 100.200(Ft.) Downstream (outlet) Elevation = 100.000(Ft.) Runoff /Flow Distance = 100.000(Ft.) Maximum depth(HGL) of flow at headworks = 0.500(Ft.) Top of street segment elevation = 100.200(Ft.) End of street segment elevation = 100.000(Ft.) Length of street segment = 100.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 16.000(Ft.) Distance from crown to crossfall grade break = 0.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 1.500(Ft.) Slope from curb to property line (v /hz) = 0.330 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0200 Manning's N from grade break to crown = 0.0200 Half street cross section data .points: X- coordinate (Ft.) Y-coordinate (Ft.) 0.0000 0.5000 right of way 0.0000 0.5000 top of curb 1.5000 0.0000 flow line 3.0000 0.1250 gutter end 17.0000 0.4050 grade break 17.5000 0.4150 crown Depth of flow = 0.500(Ft.) Average velocity = 1.325(Ft /s) Total flow rate in 1/2 street = 5.290(CFS) Note: depth of flow exceeds top of street crown. Streetflow hydraulics: Halfstreet flow width (curb to crown) = 16.000(Ft.) Average flow velocity = 1.33(Ft /s) Channel including Gutter and area towards property line: Flow Width = 1.50b(Ft.) Flow Area = 0.656(Sq.Ft) Velocity = 1.997(Ft /s) Flow Rate = 1.311(CFS) Channel from outside edge of gutter towards grade break: Flow Width = 14.000(Ft.) Flow Area = 3.290(Sq.Ft) Velocity 1.201(Ft /s) Flow Rate = 3.950(CFS) Channel from grade break to crown: Flow Width = 0.500(Ft.) Flow Area = 0.045(Sq.Ft) Velocity =. 0.633(Ft /s) Flow Rate = 0.028(CFS) Total flow rate in street before inlet = 5.290(CFS) CURB INLET TYPE STREET DRAIN, Opening Height = 9.000 (In.) Street Inlet Calculations: Maximum Sag Inlet flow capacity = 16.273(CFS) Half street cross section data points through curb inlet: X- coordinate (Ft.) Y- coordinate (Ft.) 0.0000 1.3283 right of way 0.5000 0.8333 top of curb 1.5000 0.0000 flow line - 5.5000 0.4583 gutter /depression end 17.0000 0.6883 grade break 17.5000 0.6983 crown Note: Street inlet capacity is greater than existing flow in street. Remaining flow in street'below inlets = 0.000(CFS) Zero-flow remaining in street Total flow rate in street = 0.000(CFS) Street flow in street inlet depression = 5.290(CFS) Gutter depression depth = 4.000(In.) Gutter depression width = 4.000(Ft.) Depth of flow = 0.736(Ft.) Average velocity = 1.348(Ft /s) Total flow rate in 1/2 street = 5.290(CFS) U.S. DOT Hydraulic Engineering Circular No. 12 inlet calculations: Street flow half width at start of inlet = 16.000(Ft.) Flow rate in gutter section of street = Qw = 3.870(CFS) Given inlet length L = 4.000(Ft.) Ratio of frontal flow to total flow = E0 = 0.7317 Street slope is less than 0.5% , Depth of flow indicates a weir flow condition exists for an opening height /width of 9.00(In.) Using equation Qweir = 2.3(1.25 for SI) (L + 1.8w)d^1.5) Maximum Sag Inlet flow capacity = 16.273(CFS) Half street cross section data points through curb inlet: X- coordinate (Ft.) Y- coordinate (Ft.) 0.0000 1.3283 right of way 0.5000 0.8333 top of curb 1.5000 0.0000 flow line - 5.5000 0.4583 gutter /depression end 17.0000 0.6883 grade break 17.5000 0.6983 crown Note: Street inlet capacity is greater than existing flow in street. Remaining flow in street'below inlets = 0.000(CFS) Zero-flow remaining in street Total flow rate in street = 0.000(CFS) • Appendix D Street Hydraulics Summary and Sketches Rational Method Hydrology Street Capacity Check' Tract No... 32398 000 v 3nd 01 hVY (133&S 316'NYd) 13-981S H011: 91M \31 191 191 1-3nd oi htlY 1,00) c� • Tract 32393 Summary Seven - Half Street Storm Flow Capacities Major Streets - Monroe St and Ave 60 Flooding St Slope 0.5% Level Depth Width Q Cap. I Veloc ft ft ) (cfs) (f s Two 12 ft Lns Open 0.30 9.8 1.1 . 1.3 Max Re rd Q100 0.53 1 20.0 9.5 2.3 12 ft Lane Open 0.60 1 23.5 18.4 2.5 Top of 8 in Curb 0.67 2 5. 555 19.1 2.8 55 ft ROW 0.91 46.0 52.7 3.4 55 ft C/L to ROW, 43 ft C/L to cf, 34 ft cf to median curb, 12 ft Parkway, 35 or 40 ft Landscaped trail, 8 in vertical curb, Min St slope = 0.5 %, 2% cross - slope, n = 0.015 , Wedge Curb Residential Sts Flooding St Slo a 0.5% St Slope 0.75% St Slope 1.0% Level to Depth Width Q Ca Veloc Q Ca Veloc Q Ca Veloc ft ft 1/2 St 1/2 St 1/2 St cfs (fps) cfs YTS) cfs -7 s) St Crown 0.44 17.1 5.19 1.7 6.19 2.1 7.33 2.4 To Curb 0.50 17.5 8.23 2.0 10.14 2.4 11.60 2.8 Bk 10 ft Wlk /PUE 0.60 22.5 13.44 2.0 16.46 2.7 19.00 3.1 Max Re rd Q100 13.26 Location on ISan Jose near CB53/54 (St slope 0.77% ) All Local Sts have bin x 3ft Wedge Curb, 2% cross slope, 32 ft cf /cf, 35 ft ROW /ROW, 45 ft PUE /PUE, Min St slope = 0..5 %, n = 0.020 (per City) 9/22/05 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 - - - -- Rational - Hydrology Study - -Date 07/16/05 File:32398MajStHyd.out •. ------- - - - - -- ----------------------------- Tract 32398- Monroe St. and Ave 60 flows Q100 / 1 hr ------------------------------------------------------------------------ ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 4082 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity- duration curves data (Plate D -4.1) For the [ Cathedral City ] area used. 10 year storm 10 minute intensity = 2.770(In /Hr) 10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ • Process from Point /Station 1850.000(Ft.) to Point /Station 1800.000 (Ft.) ****.INITIAL AREA EVALUATION * * ** (High Point at Sta 18 +00) Initial area flow distance = 50.000(Ft.) Top (of initial area) elevation = 428.200(Ft.) Bottom (of initial area) elevation = 427.200(Ft.) Difference in elevation = 1.000(Ft.) Slope = 0.0200.0 s(percent)= 2.00 TC = k(0.530) *[(length'3) /(elevation change)]'0.2 Initial area time of concentration = 5.542 min. Rainfall intensity = 6.370(In /Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.850 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 78.00 Pervious area fraction 1•.000; Impervious fraction = 0.000 Initial subarea runoff = 0.541(CFS) Total initial stream area = 0.100(Ac.) Pervious area fraction = 1.000 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1800.000(Ft.) to Point /Station 1150.000 (Ft.) * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** (Sta 18 +00 to Ave 60 Intersection) Top of street segment elevation = 427.200(Ft.) End of street segment elevation = 423.770(Ft.) Length of street segment = 650.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 43.000(Ft.) Distance from crown to crossfall grade break = 0.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1) side(s) of the street Distance from curb to property line = 47.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.600(CFS) Depth of flow = 0.358(Ft.), Average velocity = 1.777(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.562(Ft.) x: Flow velocity = 1.78(Ft /s) Travel time = 6.10 min. TC = 11.64 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.809 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Results @ Monroe / Ave 60 intersection Rainfall intensity = 4.142(In /Hr) for a, 100.0 year storm Subarea runoff = 4.022(CFS) for 1.200(Ac.) Total runoff = 4.563(CFS) Total area = 1.300(Ac.) Street flow at end of street.= 4.563(CFS) Half street flow at end of street = 4.563(CFS) Depth of flow = 0.418(Ft.), Average.velocity = 2.031(Ft /s) Flow width (from curb towards crown)= .14.561(Ft.) ++++++±+++++++++++++++++++++++++++ +±+ + + + + + + + + + + + + ± + + + + + + + + + + + + + + + + +. • Process from Point /Station 1150.000(Ft.) to Point /Station 218.000 (Ft.) * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** (Ave 60 from Monroe Intersection to catch basin @ Sta 72 +40) Top of street segment elevation = 423.770(Ft.) End of street segment elevation = 419.500(Ft.) Length of street segment = 932.000(Ft.) Height of curb above gutter flowline = 8.0(In.) Width of half street (curb to crown) = 43.000(Ft.) Distance from crown to crossfall grade break = 0.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 47.000(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning-Is N.from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.060(CFS) Depth of flow = 0.483(Ft.), Average velocity = 2.140(Ft /s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.812(Ft.) Flow velocity = 2.14(Ft /s) Travel time = 7.26 min. TC = 18.90 min. Adding area flow to street '• SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.787 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Results @ Catch Basin at Sta 71 +00 Rainfall intensity = 3.127(In /Hr) for a 100.0 year storm Subarea runoff = 4.922(CFS) for 2.000(Ac.) Total runoff = 9.485(CFS) Total area = 3.300(Ac.) Street flow at end of street = 9.485(CFS) Half street flow at end of street = 9.485(CFS) Depth of flow = 0.527(Ft.), Average velocity = 2.300(Ft /s) Flow width (from curb towards crown)= 19.994(Ft.) End of.computations, total study area = 3.30• (AC.') The following figures may be used for a unit hydrograph study.of the same area. Area averaged pervious area fraction(Ap) = 0.515 Area averaged RI index number = 56.7 • - CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 ------------------------------------------------------------ Tract 32398 - Major Street Capacity 34 ft c/f to Median Half St Capacity with 12 lane unflooded s = 0.005, n = .015 ---------------------------------- Program License Serial Number 4082 * ** Irregular Channel Analysis * ** Upstream (headworks) Elevation = 100.000(Ft.) Downstream (outlet) Elevation = 99.500(Ft.) Runoff /Flow Distance = 100.000(Ft.) Maximum depth(HGL) of flow at headworks 0.600(Ft.) -------------------------------------------------------------------- Major Street - Two 12 ft lanes open Depth of flow = 0.300(Ft.) Average velocity = 1.324(Ft /s) Total flow rate in 1/2 street = 1.100(CFS) * * * * * ** Irregular Channel Data * * * * * * * * * ** ------------------------------------------------------------------ Information entered for subchannel number l Point number 'X' coordinate 'Y' coordinate 1 0.00 0.91 2 12.00 0.67 3 12.17 0.00 4 14.17 0.17 5 14.18 0.20 6 46.00 0.61 Manning's 'N' friction factor = .0.015 ----------------------------------------------------------------- Sub- Channel flow = 1.100(CFS) ' I flow top width = 9.847(Ft.) ' I wetted perimeter = 10.110(Ft.) ' velocity= 1.324(Ft /s) ' area = 0.831(Sq.Ft) ' Froude number = 0.803 Upstream point elevation = 100.000(Ft.) Downstream point elevation = 99.500(Ft.) Flow length = 100.000(Ft.) Depth of flow = 0.300(Ft.) Average velocity = 1.324,(Ft /s) Total .irregular channel flow-= 1.100(CFS) Irregular channel normal depth above invert elev. = 0.300.(Ft.) Average velocity of 'channel,(s) _ 1,:3.24.(Ft Is) Sub- Channel No. 1 Critical depth _: 0.285(Ft..) Critical flow top..width _ 8..691(Ft.). ' Critical flow velocity= 1..587(Ft /s) ' Critical flow `area _ 0. 693 (Sq. Ft) ++++++++++++ + + + + +................ +t + + + + + + +. + + + + + + + + + + + +............ #+ Major Street - One 12 ft lane Unflooded Depth of flow = 0.600(Ft.) Average velocity = 2.524(Ft/s) Total flow rate in 1/2 street = 18.395(CFS) Sub- Channel flow = 18.395(CFS) flow top width = 33.206(Ft.) wetted perimeter = 33.704(Ft.) ' velocity= 2.524(Ft/s) area = 7.289(Sq.Ft) Froude number = 0.949 Depth of flow = 0.600(Ft.) Average velocity = 2.524(Ft/s) Total irregular channel flow = 18.395(CFS) Irregular channel normal depth above invert elev. = 0.600(Ft.) Average velocity of channel(s) = 2.524(Ft/s) Sub - Channel No. 1 Critical depth = 0.590(Ft.) ' Critical flow top width = 32.415.(Ft:) ' Critical flow velocity= 2.645(Ft/s) Critical flow area = 6.955(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + +...... + + + + + + + + ++ FLOWRATE (CFS) vs. INLET DEPTH (Ft.) Summary 1.100 100.300 18.395 100.600 -------------------------------------------------7------------------ it I , i r • -- CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 ------------------------------------------------------ - - - - -- Tract 32398 - Major 34 ft c/f to Median Half Street Capacity s = 0.005, n = .015 Street Capacity to Top of 8 inch Curb ---------------------------------- Program License Serial Number 4082 * ** Irregular Channel Analysis * ** Upstream (headworks) Elevation = 100.000(Ft.) Downstream (outlet) Elevation = 99.500(Ft.) Runoff /Flow Distance = 100.000(Ft.) Maximum depth(HGL) of flow at headworks = 0.670(Ft.) -------------------------------------------------------------- - - - - -- Major Street - Curb Flow Only Depth of flow = 0.223(Ft.) Average velocity = 1.371(Ft /s) Total flow rate in 1/2 street = 0.407(CFS) * * * * * ** Irregular Channel Data * * * * * * * * * ** Information entered for subchannel number 1 Point number 'X' coordinate 'Y' coordinate 1 0..00 0.91 2 12.00 0.67 3 12.17 0.00 4 14.17 0.17 5 14.18 0.20 6 46.00 0.84 Manning's 'N' friction factor = 0.015 Sub - Channel flow = 0.407(CFS) flow top width = 3.227(Ft.) ' I wetted perimeter = 3.430(Ft.) ' I velocity= 1.371(Ft /s) ' I area = 0.297(Sq.Ft) ' ' Froude number = 0.796 Upstream point elevation = 100.000(Ft.) Downstream point elevation = 99.500(Ft.) Flow length = 100.000(Ft.) Depth of flow = 0.223(Ft.) Average velocity = 1.371(Ft /s) Total irregular channel flow = 0.407(CFS) Irregular channel normal depth.above .invert elev Average velocity of channel(s) = 1.371(Ft /s) Sub - Channel No. l Critical depth = 0.192(Ft ' Critical flow top width = Critical flow velocity= ' Critical flow area = 0.223(Ft.) 2.056(Ft 1.854(Ft /s) 0.220(Sq.Ft) +++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ • Depth of flow = 0.447(Ft.) Average velocity = 2.007(Ft /s) Total flow rate in 1/2 street = 4.543(CFS) ----------------------------------------------------------------- Sub- Channel flow = 4.543(CFS) flow top width = 14.387(Ft.) ' wetted perimeter = 14.766(Ft.) ' velocity= 2.007(Ft /s) ' area = 2.264(Sq.Ft) ' Froude number = 0.891 Depth of flow = 0.447(Ft.) Average velocity = 2.007(Ft /s) Total irregular channel flow = 4.543(CFS) Irregular channel normal depth above invert elev. = 0.447(Ft.) Average velocity of channel(s) = 2.007(Ft /s) Sub - Channel No. 1 Critical depth = 0.432(Ft.) Critical flow top width = 1.3.636(Ft.) Critical flow velocity= 2.212(Ft /s) ' Critical flow area = 2.053(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Major.Street - Flow to Top of Curb Depth of flow = 0.670(Ft.) Average velocity = 2.836(Ft/s) Total flow rate in 1/2 street = 19.066(CFS) -------------------------7--------------------------------------- • Sub- Channel flow = 19.066(CFS) flow top width = 25.548(Ft.) ' wetted perimeter = 26.103(Ft.) velocity= 2.836(Ft/s) ' area.= 6.723(Sq.Ft) ' Froude number = 0.974 Depth of flow = 0.670(Ft.) Average velocity = 2.836(Ft/s) Total irregular channel flow = 19.066(CFS) Irregular channel normal depth above invert elev. = 0.670(Ft.) Average velocity of channel(s) = 2.836(Ft/s) Sub - Channel No. 1 Critical depth = 0.664(Ft.) Critical flow top width = 25.251(Ft.) Critical flow velocity= 2.901(Ft /s) ' I Critical flow area = 6.572(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOWRATE (CFS) vs. INLET DEPTH (Ft.) Summary 0.407 0.223 4'.543 0.447 19.066 0.670 k�• -- CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 ------------------------------------------------=----- - - - - -- Tract 32398 - Major Street Capacity 34 ft c/f to Median Half Street Capacity to 12 ft ROW s = 0.005, n = .015 ---------------------------------- Program License Serial Number 4082 * ** Irregular Channel Analysis * ** Upstream (headworks) Elevation = 100.000(Ft.) Downstream (outlet) Elevation = 99.500(Ft.) Runoff /Flow Distance = 100.000(Ft.) Maximum depth(HGL) of flow at headworks = 0.910(Ft.) -------------------------------------------------------------- - - - - -- Major Street - Flowing to Right of Way Depth of flow = 0.910(Ft.) Average velocity = 3.380(Ft /s) Total flow rate in 1/2 street = 52.744(CFS). * * * * * ** Irregular Channel Data * * * * * * * * * ** Information entered for subchannel number 1 Point number 'X' coordinate 'Y! coordinate 1 0.00 0.91 2 12.00 0.67 3 12.17 0.00 4 14.17 0.17 5 14.18 0.20 6 46.00 0.84 Manning's 'N' friction factor = 0.015 Sub - Channel flow = 52.744(CFS) ' I flow top width = . 46.000(Ft.) ' ' wetted perimeter = 46.559(Ft.) ' ' velocity= 3.380(Ft /s) ' area = 15.605(Sq.Ft) ' Froude number = 1.023 Upstream point elevation = 100.000(Ft.) Downstream point elevation = 99.500-(Ft.) Flow length = 100.000(Ft.) Depth of flow = 0.910(Ft.) Average velocity = 3.380(Ft /s) Total irregular channel flow. 52.744(CFS) Irregular channel normal depth.above.invert elev. _ Average velocity of channels) = 3.3.80(Ft /s). Sub - Channel No. 1 Critical.depth = 0.914(Ft.) 0.910(Ft.) ' Critical flow top width = 46.00.0(Ft.). Critical flow.velocity 3.340(Ft /s) Critical flow area = 15.792(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ CIVILCADD /CIVILDESIGN - Engineering Software, (c) 2004 Version 7.0 .� -------------------------------- Tr32398 - Wedge Curb St Capacity - 0.5% St Slope 32 Ft Local St cf /cf - 35 ft ROW /ROW - 45 ft including 5ft PUEs Q100 = 13 cfs - 13 Q steps File 32398ResStCap -------------------------------------------------------------------- Program License Serial Number 4082 -------------------------------------------------------------------- *** Irregular Channel Analysis * ** Upstream (headworks) Elevation = 420.500(Ft.) Downstream (outlet) Elevation = 420.000(Ft.) Runoff /Flow Distance = 100.000(Ft.) Maximum flow rate in channel(s) 13.000(CFS) Depth of flow = 0.285(Ft.) Average velocity = 1.087(Ft /s) Total flow rate in 1/2 street = 1.000(CFS) * * * * * ** Irregular Channel Data * * * * * * * * * ** Information entered for subchannel number 1 :( Wedge Curb ) Point number 'X' coordinate 'Y' coordinate 1 0.00 0.60 2 5.00 0.50 • 3 5.20 0.50 4 6.42 0.08 5 6.50 0.00 6 7.92 0.12 7 8.00 0.15 8 22.50 0.41 9 22.50 0.50 10 22.50 0.60 Manning's 'N' friction factor = 0.020 (City Std) -------------------------------------------- - - - - -- -------- - - - - -- Sub- Channel flow = 1.000(CFS) ' I flow top width = 9.704(Ft.) ' ' wetted perimeter = 9.783(Ft.) ' I I velocity= 1.087(Ft /s) ' ' area— 0.920(Sq.Ft) Froude number = 0.622 Upstream point elevation— 420.500(Ft..) Downstream point elevation.= 420.000(Ft.) Flow length = 100.000(Ft.) Depth of flow = 0.285 (Ft-.') Average velocity 1.087(Ft /s) Total irregular channel flow= 1.000(CFS) Irregular channel normal depth above invert elev. = 0.285(Ft.) Average velocity of channel(s) = 1.087(Ft /s) Sub - Channel No. 1 Critical depth = 0.250(Ft.) Critical flow top .width = 7.651(Ft.) ' Critical flow velocity= 1:622(Ft /s) ' ' Critical flow area = 0.617(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.342(Ft.) Average velocity = 1.274(Ft /s) Total flow rate in 1/2 street = 2.000(CFS) Sub - Channel flow = 2.000(CFS) flow top width = 13.052(Ft.) ' wetted perimeter = 13.142(Ft.) ' velocity= 1.274(Ft /s) ' area = 1.570(Sq.Ft) Froude number = 0.648 Depth of flow = 0.342(Ft.) Average velocity = 1.274(Ft /s) Total irregular channel flow = 2.000(CFS) Irregular channel normal depth above invert elev. = 0.342(Ft.) Average velocity of channel(s) = 1.274(Ft /s) Sub - Channel No. 1 Critical depth = 0.303(Ft.) Critical flow top width = 10.745(Ft.) ' Critical flow velocity= 1.815(Ft /s) ' Critical flow area = 1.102(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.382(Ft.) Average velocity = 1.'403(Ft /s) Total flow rate in 1/2 street = 3.000(CFS) Sub - Channel flow = 3.000(CFS) flow top width = 15.398(Ft.) ' wetted perimeter = 15..494(Ft.) ' velocity= 1.403(Ft /s) • area = 2.138(Sq.Ft) ' Froude number = 0.664 - Depth of flow = 0.382(Ft.) Average velocity = 1.403(Ft /s) Total irregular channel flow = 3.000(CFS) Irregular channel normal depth above invert elev. = 0.382(Ft.) Average velocity of channel(s) = 1.403(Ft /s) Sub - Channel No. 1 Critical depth = 0.340(Ft.) ' Critical flow top width = 12.922(Ft.) Critical flow velocity= 1.947(Ft /s) Critical flow area = 1.541(Sq.Ft) +++++++++++++++++++++++++++++++++++ + + + + + + + + + +. + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.413(Ft.) Average velocity = 1.511(Ft /s) Total flow rate in 1/2 street = 4.000(CFS) Sub - Channel flow = 4.000(CFS) flow top width = 17.048(Ft.) wetted perimeter 17.153(Ft.) velocity= .1.511(Ft /s) area = 2.647(Sq.Ft)_ ' Froude number = 0.676 Depth of flow = 0.413(Ft.), Average velocity 1.511(Ft /s) Total irregular channel flow 4.000(CFS) Irregular channel normal depth above invert elev. = 0.413(Ft.) Average velocity of channel(s) = 1.511(Ft /s) Sub - Channel No. 1 Critical depth = 0.369(Ft.) ' Critical flow top width = 14.641(Ft.) • ' ' Critical flow velocity= 2.057(Ft /s) ' ' Critical flow area = 1.945(Sq.Ft) •/ ......................................................... + ....... Depth of flow = 0.436(Ft.) Average velocity = 1.649(Ft /s) Total flow rate in 1/2 street = 5.000(CF9) ----------------------------------------------------------------- Sub- Channel flow = 5.000(CFS) flow top width = 17.114(Ft.) wetted perimeter = 17.245(Ft.) velocity= 1.649(Ft /s) area = 3.032(Sq.Ft) ' Froude number = 0.690 Depth of flow = 0.436(Ft.) Average velocity = 1.649(Ft /s) Total irregular channel flow = 5.000(CFS) Irregular channel normal depth above invert elev. = 0.436(Ft.) Average velocity of channel(s) = 1.649(Ft /s) Sub - Channel No. 1 Critical depth = 0.395(Ft.) Critical flow top width = 16.131(Ft.) Critical flow velocity= 2.141(Ft /s) Critical flow area = 2.335(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.457(Ft.) Average velocity = 1.770(Ft /s) .Total flow rate in 1/2 street = 6.000(CFS) Sub - Channel flow = 6.000(CFS) ' flow top width = 17.174(Ft.) wetted perimeter = 17.330(Ft.) velocity= 1.770(Ft /s) area = 3.389(Sq.Ft) ' Froude number = 0.702 Depth of flow = 0.457(Ft.) Average velocity = 1.770(Ft /s) Total irregular channel flow = 6.000(CFS) Irregular channel normal depth above invert elev. = 0.457(Ft.) Average velocity of channel(s) = 1.770(Ft /s) Sub - Channel No. 1 Critical depth = 0.414(Ft.) ' Critical flow top width = 17.050(Ft.) ' Critical flow velocity= 2.255(Ft/s) Critical flow area = 2.661.(Sq.Ft) Depth of flow = 0.476(Ft.) Average velocity = 1.879(Ft /s) Total flow rate in 1/2 street = 7.000(CFS) Sub - Channel flow = 7.000(CFS) flow top width = 17.231(Ft.) ' wetted perimeter = 17.409(Ft.) velocity= 1.879(Ft /s) area 3.725(Sq.Ft) Froude number = 0.712 Depth of flow = 0.476(Ft.) Average velocity = 1.879(Ft /s) Total irregular channel flow = 7.000(CFS) Irregular channel normal depth above invert elev. = 0.476(Ft.) • Average velocity of channel(s) = 1.879(Ft /s) Sub- Channel No. 1 Critical depth = 0.432(Ft.) Critical flow top width = 17.101(Ft.) ' Critical flow velocity= 2.364(Ft/s) ' ' ' Critical flow area = 2.961(Sq.Ft) Depth of flow = 0.495(Ft.) Average velocity = 1.979(Ft /s) Total flow rate in 1/2 street = 8.000(CFS) Sub - Channel flow = 8.000(CFS) ' flow top width = 17.284(Ft.) ' wetted perimeter = 17.484(Ft.) velocity= 1.979(Ft /s) area = 4.042(Sq.Ft) ' Froude number = 0.721 Depth of flow = 0.495(Ft.) Average velocity = 1.979(Ft /s) Total irregular channel flow = 8.000(CFS) Irregular channel normal depth above invert elev. = 0.495(Ft.) Average velocity of channel(s) = 1.979(Ft /s) Sub - Channel No. 1 Critical depth = 0.449(Ft.) ' Critical flow top width = 17.153(Ft.) Critical flow velocity= 2.452(Ft/s) Critical flow area = 3.262(Sq.Ft) ++++++++++++++++++++++++.4....++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.517(Ft.) Average velocity = 2.025(Ft /s) Total flow rate in 1/2 street = 9.000(CFS) Sub - Channel flow = 9.000(CFS) ' flow top width = 18.360(Ft.) ' wetted perimeter = 18.584(Ft.) velocity= 2.025(Ft /s) area = 4.445(Sq.Ft) Froude number = 0.725 Depth of flow = 0.517(Ft.) Average velocity = 2.025(Ft /s) Total irregular channel flow = 9.000(CFS) Irregular channel normal depth above invert elev. = 0.517(Ft.) Average velocity of channel(s) = 2.025(Ft /s) Sub - Channel No. 1 Critical depth = 0.465(Ft.) ' Critical flow top width = 17.198(Ft.) Critical flow velocity= 2.549(Ft/s) Critical flow area = 3.531(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.538(Ft.) Average velocity = 2.065(Ft /s) Total flow rate in l/2 street = 10.000(CFS) Sub - Channel flow = 10.000(CFS) flow top width = 19.413(Ft.) wetted perimeter = 19.658(Ft.) velocity= 2.065(Ft /s) area = 4.843(Sq.Ft) Froude number = 0.728 Depth of flow = 0.538(Ft.) Average velocity = 2.065(Ft /s) Total irregular channel flow = 10.000(CFS) Irregular channel normal depth above invert elev. = 0.538(Ft.) Average velocity of channel(s) = 2.065(Ft /s) Sub - Channel No. 1 Critical depth = 0.479(Ft.) • ' ' ' Critical flow top width = 17.238(Ft.) ' Critical flow velocity= 2.655(Ft/s) ' Critical flow area = 3.766(Sq.Ft) • ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.558(Ft.) Average velocity = 2.103(Ft /s) Total flow rate in 1/2 street = 11.000(CFS) Sub - Channel flow = 11.000(CFS) flow top width = 20.386(Ft.) ' wetted perimeter = 20.650(Ft.) velocity= 2.103(Ft /s) area = 5.230(Sq.Ft) Froude number = 0.732 Depth of flow = 0.558(Ft.) Average velocity = 2.103(Ft /s) Total irregular channel flow = 11.000(CFS) Irregular channel normal depth above invert elev. 0.558(Ft.) Average velocity of channel(s) = 2.103(Ft /s) Sub - Channel No. 1 Critical depth = 0.492(Ft.) Critical flow top width = 17.277(Ft.) Critical flow velocity= 2.749(Ft/s) ' Critical flow area = 4.002(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.576(Ft.) Average velocity = 2.140(Ft /s) Total flow rate in 1/2 street = 12.000(CFS) Sub - Channel flow = 12:000(CFS) ' flow top width = 21.292(Ft.) wetted perimeter = 21.575(Ft.) • ' velocity= 2.140(Ft /s) ' area = 5.608(Sq.Ft) ' Froude number = 0.735 Depth of flow = 0.576(Ft.) Average velocity = 2.140(Ft /s) Total irregular channel flow = 12.000(CFS) Irregular channel normal depth above invert elev. = 0.576(Ft.) Average velocity of channel(s) = 2.140(Ft /s) Sub - Channel No. 1 Critical depth = 0.512(Ft.) ' Critical flow top width = 18.086(Ft.) ' Critical flow velocity= 2.761(Ft /s) ' Critical flow area = 4.346(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.593(Ft.) Average velocity = 2.175(Ft /s) Total flow rate in 1/2 street = 13.000(CFS) Sub - Channel flow = 13.000(CFS) . flow top width = 22.143(Ft.) wetted perimeter = 22.442(Ft.) velocity= 2.175(Ft /s) ' area = 5.977(Sq.Ft) Froude number 0.738, Depth of flow = 0.593(Ft.) Average velocity = 2.175(Ft /s) Total irregular channel flow = 13.000(CFS) Irregular channel normal depth above invert elev. = 0.593(Ft.) Average velocity of channel(s) = 2.175(Ft /s) • Sub- Channel No. 1 Critical depth = 0.527(Ft.) ' Critical flow top width = 18.867(Ft.) Critical flow velocity= 2.805(Ft /s) ' ' Critical flow area = 4.634(Sq.Ft) �> ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Summary Half St Capacity - (St Slope 0.5 %) 0.476 Gutter 8.000 Flowrate Depth Flow Width (CFS) (Ft.) (Ft.) 1.000 0.285 9.70 2.000 0.342 13.05 3.000 0.382 15.40 4.000 0.413 17.05 (16.0 ft crown to cf, 5.000 0.436 17.11 Remainder behind cf.) Typ 5.190 0.440 17.12 Full to Crown 6.000 0.457 17.17 7.000 0.476 17.23 8.000 0.495 17.28 8.227 0.500 17.50 Full to TC /ROW 9.000 0.517 18.36 10.000 0.538 19.41 11.000 0.558 20.39 12.000 0.576 21.29 :13.000 0.593 22.14 13.438. 0.600 22.50 Full to Bk Walk /5 ft PUB • 0 T • CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 Tr 32398 - Local Street - Wedge Curb - St Slope 0.75% 32 Ft Local St cf /cf - 35 ft ROW /ROW - 45 ft w/ 5ft PUEs Q100 - 16 cfs - 16 Q steps File 32398ResSt075 -------------------------------------------------------------------- Program License Serial Number 4082 -------------------------------------------------------------------- *** Irregular Channel Analysis * ** Upstream (headworks) Elevation = 420.750(Ft.) Downstream (outlet) Elevation = 420.000(Ft.) Runoff /Flow Distance = 100.000(Ft.) Maximum flow rate in channel(s) = 16.000(CFS) Depth of flow = 0.270(Ft.) Average velocity = 1.273(Ft /s) Total flow rate in 1/2 street = 1.000(CFS) * * * * * ** Irregular Channel Data * * * * * * * * * ** -------------=--------------------------------------------------- Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.60 2 5.00 0.50 3 5.20 0.50 4 6.42 0.08 5 6.50 0.00 6 7.92 0.12 7 8.00 0.15 8 22.50 0.41 9 22.50 0.50 10 22.50 0.60 Manning's 'N' friction factor = 0.020 -------------------------------------7--------------------------- Sub- Channel flow = 1.000(CFS) ' I flow top width = 8.852(Ft.) .' wetted perimeter = 8.929(Ft.) velocity= 1.273(Ft /s) ' area = 0.786(Sq.Ft) ' Froude number = 0.753 Upstream point elevation = 420.750(Ft.) Downstream point elevation = 42.0.000(Ft.) Flow length 100.000(Ft.) Depth of.flow = 0.270(Ft.) . Average velocity = 1.273.(Ft /s) Total irregular channel flow 1.000(CFS) Irregular channel normal depth above invert elev. Average velocity of channel(s) 1.273(Ft /s) Sub - Channel No. 1 Critical depth = 0.250(Ft.) Critical flow top width =. Critical flow velocity= 7 Critical flow area 0. 0.270(Ft.) 7.651(Ft.) 622(Ft /s) 617(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.324(Ft.) Average velocity = 1.488(Ft /s) Total flow rate in 1 /2.street = 2.000(CFS) Sub - Channel flow = 2.000(CFS) ' flow top width = 11.995(Ft.) wetted perimeter = 12.081(Ft.) velocity= 1.488(Ft /s) area = 1.344(Sq.Ft) ' Froude number = 0.784 Depth of flow = 0.324(Ft.) Average velocity = 1.488(Ft /s) Total irregular channel flow = 2.000(CFS) Irregular channel normal depth above invert elev. = 0.324(Ft.) Average velocity of channel(s) = 1.488(Ft /s) Sub - Channel No. 1 Critical depth = 0.303(Ft.) ' Critical flow top width = 10.745(Ft.) Critical flow velocity= 1.815(Ft /s) Critical flow area = 1.102(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.361(Ft.) Average velocity = 1.637(Ft /s) Total flow rate in 1/2 street = 3.000(CFS) Sub - Channel flow = 3.000(CFS) flow top width = 14.185(Ft.) wetted perimeter = 14.277(Ft.) • ' velocity= 1.637(Ft /s) ' area = 1.832(Sq.Ft) ' Froude number = 0.803 Depth of flow = 0.361(Ft.) Average velocity = 1.637(Ft /s) Total irregular channel flow = 3.000(CFS) Irregular channel normal depth above invert elev. = 0.361(Ft.) Average velocity of channel(s) = 1.637(Ft /s) Sub - Channel No. 1 Critical depth = 0.340(Ft.) ' Critical flow top width = 12.922(Ft.) Critical flow velocity= 1.947(Ft /s) Critical flow area = 1.541(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.391(Ft.) Average velocity = 1.754(Ft /s) Total flow rate in 1/2 street = 4.000(CFS) Sub- Channel flow = 4.000(CFS) flow top width = 15.932(Ft.) ' wetted perimeter = 16.030(Ft.) velocity= 1.754(Ft /s) area = 2.281(Sq.Ft) Froude number = 0.817 Depth of flow = 0.391(Ft.) Average velocity = 1.754(Ft /s) Total irregular channel flow = 4.000(CFS) Irregular channel normal depth above invert elev. = 0.391(Ft.) Average velocity of channel(s) = 1.754(Ft /s) • Sub- Channel No. 1 Critical depth = 0.369(Ft.) Critical flow top width = 14.641(Ft.) Critical flow velocity= 2.057(Ft /s) ' ' Critical flow area = 1.945(Sq.Ft) Depth of flow = 0.415(Ft.) Average velocity = 1.866(Ft /s) Total flow rate in 1/2 street = 5.000(CFS) Sub - Channel flow = 5.000(CFS) ' flow top width = 17.054(Ft.) ' wetted perimeter = 17.161(Ft.) ' velocity= 1.866(Ft /s) area = 2.68.0(Sq.Ft) ' Froude number = 0.830 Depth of flow = 0.415(Ft.) Average velocity = 1.866(Ft /s) Total irregular channel flow = 5.000(CFS) Irregular channel normal depth above invert elev. = 0.415(Ft.) Average velocity of channel(s) = 1.866(Ft /s) Sub - Channel No. 1 Critical depth = 0.395(Ft.) ' Critical flow top width = 16.131(Ft.) ' Critical flow velocity= 2.141(Ft /s) ' Critical flow area = 2.335(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.434(Ft.) Average velocity = 2.004(Ft /s) Total flow rate in 1/2 street = 6.000(CFS) Sub - Channel flow = 6.000(CFS) ' flow top width = 17.107(Ft.) ' wetted perimeter = 17.236(Ft.) ' velocity= 2.004(Ft /s) {• ' ' area = 2.995(Sq.Ft) Froude number = 0.844 Depth of flow = 0.434(Ft.) Average velocity = 2.004(Ft /s) Total irregular channel flow = 6.000(CFS) Irregular channel normal depth above invert elev. = 0.434(Ft.) Average velocity of channel(s) = 2.004(Ft /s) Sub - Channel No. 1 Critical depth = 0.414(Ft.) ' Critical flow top width = 17.050(Ft.) Critical flow velocity= 2.255(Ft/s) Critical flow area = 2.661(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.451(Ft.) Average velocity = 2.128(Ft /s) Total flow rate in 1/2 street = 7.000(CFS) Sub - Channel flow = 7.000(CFS) ' flow top width = 17.157(Ft.) ' wetted perimeter = 17.306(Ft.) ' velocity= 2.128(Ft /s) ' area = 3.290(Sq.Ft) ' Froude number = 0.856 Depth of flow = 0.451(Ft.) Average velocity = 2.128(Ft /s) Total irregular channel flow = 7.000(CFS) Irregular channel normal depth above invert elev. = 0.451(Ft.) Average velocity of channel(s) = 2.128(Ft /s) Sub - Channel No. 1 Critical depth = 0.432(Ft.) ��• Critical flow top width = 17.101(Ft.) Critical flow velocity= 2.364(Ft/s) Critical flow area = 2.961(Sq.Ft) Depth of flow = 0.467(Ft.) Average velocity = 2.241(Ft/s) Total flow rate in 1/2 street = 8.000(CFS) Sub - Channel flow = 8.000(CFS) flow top width = 17.205(Ft.) ' wetted perimeter = 17.372(Ft.) velocity= 2.241(Ft /s) area = 3.570(Sq.Ft) ' Froude number = 0.867 Depth of flow = 0.467(Ft.) Average velocity = 2.241(Ft /s) Total irregular channel flow = 8.000(CFS) Irregular channel normal depth above invert elev. = 0.467(Ft.) Average velocity of channel(s) = 2.241(Ft /s) Sub - Channel No. 1 Critical depth = 0.449(Ft.) ' Critical flow top width = 17.153(Ft.) ' Critical flow velocity= 2.452(Ft/s) ' Critical flow area = 3.262(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.483(Ft.) Average velocity = 2.345(Ft/s) Total flow rate in 1/2 street = 9.000(CFS) Sub - Channel flow = 9.000(CFS) ' flow top width = 17.250(Ft.) wetted perimeter = 17.436(Ft.) velocity= 2.346(Ft/s) • area = 3.837(Sq.Ft) ' Froude number = 0.876 Depth of flow = 0.483(Ft.) Average velocity = 2.345(Ft/s) Total irregular channel flow = 9.000(CFS) Irregular channel normal depth above invert elev. = 0.483(Ft.) Average velocity of channel(s) = 2.345(Ft/s) Sub - Channel No. 1 Critical depth = 0.465(Ft.) Critical flow top width = 17.198(Ft.) Critical flow velocity= 2.549(Ft/s) Critical flow area = 3.531(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.497(Ft.) Average velocity = 2.443(Ft/s) Total flow rate in 1/2 street = 10.000(CFS) Sub - Channel flow = 10.000(CFS) flow top width = 17.293(Ft.) wetted perimeter = 17.496(Ft.) velocity= 2.443(Ft/s) area = 4.093(Sq.Ft) Froude number = 0.885 Depth of flow = 0.497(Ft.) Average velocity = 2.443(Ft/s) Total irregular channel flow = 10.000(CFS) Irregular channel normal depth above invert elev. = 0.497(Ft.) Average velocity of channel(s) = 2.443(Ft/s) Sub - Channel No. 1 Critical depth = 0.479(Ft.) Critical flow top width = 17.238(Ft.) Critical flow velocity= 2.655(Ft/s) ' ' ' Critical flow area = 3.766(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.517(Ft.) Average velocity = 2.479(Ft/s) Total flow rate in 1/2 street = 11.000(CFS) Sub - Channel flow = 11.000(CFS) ' flow top width = 18.340(Ft.) ' wetted perimeter = 18.563(Ft.) ' velocity= 2.479(Ft/s) ' area = 4.438(Sq.Ft) Froude number = 0.888 Depth of flow = 0.517(Ft.) Average velocity = 2.479(Ft/s) Total irregular channel flow = 11.000(CFS) Irregular channel normal depth above invert elev. = 0.517(Ft.) Average velocity of channel(s) = 2.479(Ft/s) Sub-Channel 'No. 1 Critical depth = 0.492(Ft.) Critical flow top width = 17.277(Ft.) ' Critical flow velocity= 2.749(Ft/s) ' Critical flow area = 4.002(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.534(Ft.) Average velocity = 2.519(Ft /s) Total flow rate in 1/2 street = 12.000(CFS) Sub - Channel flow = 12.000(CFS) ' flow top width = 19.207(Ft.) wetted perimeter = 19.448(Ft.) velocity= 2.519(Ft /s) • area = 4.764(Sq.Ft) ' Froude number = 0.891 Depth of flow = 0.534(Ft.) Average velocity = 2.519(Ft /s) Total irregular channel flow = 12.000(CFS) Irregular channel normal depth above invert elev. = 0.534(Ft.) Average velocity of channel(s) = 2.519(Ft /s) Sub - Channel No. 1 Critical depth = 0.512(Ft.) ' Critical flow top width = 18.086(Ft.) Critical flow velocity= 2.761(Ft /s) Critical flow area = 4.346(Sq.Ft) Depth of flow = 0.550(Ft.) Average velocity = 2.558(Ft/s) Total flow rate in 1/2 street = 13.000(CFS) Sub - Channel flow = 13.000(CFS) flow top width = 20.019(Ft.) ' wetted perimeter = 20.276(Ft.) velocity= 2.558(Ft/s) area = 5.b82(Sq.Ft) ' Froude number = 0.895 Depth of flow = 0.550(Ft.) Average velocity = 2.558(Ft/s) Total irregular channel flow = 13.000(CFS) Irregular channel normal depth above invert elev. = 0.550(Ft.) Average velocity of channel(s) = 2.558(Ft/s) Sub - Channel No. 1 Critical depth = 0.527(Ft.) • ' ' Critical flow top width = 18.867(Ft.) ' Critical flow velocity= 2.805(Ft /s) ' ' Critical flow area = 4.634(Sq.Ft) ++++++++++++++ ++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.566(Ft.) Average velocity = 2.595(Ft/s) Total flow rate in 1/2 street = 14.000(CFS) Sub - Channel flow = 14.000(CFS) ' flow top width = 20.784(Ft.) wetted perimeter = 21.056(Ft.) ' velocity= 2.595(Ft/s) area = 5.394(Sq.Ft) Froude number = 0.898 Depth of flow = 0.566(Ft.) Average velocity = 2.595(Ft/s) Total irregular channel flow = 14.000(CFS) Irregular channel normal depth above invert elev. = 0.566(Ft.) Average velocity of channel(s) = 2.595(Ft/s) Sub - Channel No. 1 Critical depth = 0.543(Ft.) ' Critical flow top width = 19.649(Ft.) Critical flow velocity= 2.837(Ft/s) Critical flow area = 4.935(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.580(Ft.) Average velocity = 2.632(Ft/s) Total flow rate in 1/2 street = 15.000(CFS) Sub - Channel flow = 15.000(CFS) ' flow top width = 21.507(Ft.) wetted perimeter = 21.794(Ft.) velocity= 2.632(Ft/s) • area = 5.700(Sq.Ft) ' Froude number = 0.901 Depth of flow = 0.580(Ft.) Average velocity = 2.632(Ft/s) Total irregular channel flow = 15.000(CFS) Irregular channel normal depth above invert elev. = 0.580(Ft.) Average velocity of channel(s) = 2.632(Ft/s) Sub - Channel No. 1 Critical depth = 0.559(Ft.) Critical flow top width = 20.430(Ft.) Critical flow velocity= 2.858(Ft/s) Critical flow area = 5.248(Sq.Ft) +±++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.594(Ft.) Average velocity = 2.666(Ft/s) Total flow rate in 1/2 street = 16.000(CFS) Sub- Channel.flow = 16.000(CFS) flow top width = 22.195(Ft.) ' wetted perimeter = 22.496(Ft.) velocity= 2.666(Ft/s) area = 6.001(Sq.Ft) Froude number = 0.904 Depth of flow = 0.594(Ft.) Average velocity = 2.666(Ft/s) Total irregular channel flow = 16.000(CFS) Irregular channel normal depth above invert elev. = 0.594(Ft.) Average velocity of channel(s) = 2.666(Ft/s) Sub - Channel No. 1 Critical depth = 0.570(Ft.) Critical flow top width = 21.016(Ft.) ' Critical flow velocity= 2.914(Ft /s) ' Critical flow area = 5.491(Sq.Ft) (0 Summary Half St Capacity -(St Slope 0.75 %) Gutter Flowrate Depth Flow Width (CFS) (Ft.) (Ft.) 1.000 0.270 8.85 2.000 0.324. 12.00 3.000 0.361 14.19 4.000 0.391 15.93 5.000 0.415 17.05 (16.0 ft crown /cf, Remainder bk of cf Typ) 6.000 0.434 17.16 6.190 0.44.0. 17....12 Full to Crown 7.000 0.451 17.23 8.000 0.467 17.21 9.000 0.483 17.25 10.000 0.497 17.29 10.140_ 0.500. 17..50 Full to TC /ROW 11.000 0.517 18.34. 12.0.00 0.534 19.21 13.000 0.550 20.02 14.000 0::566 20.78 15.000 0.580 21.51 16.000 0'.594 22.20 16.460 0.600 22.50 Full to Bk Walk /5.ft PUE (0 CIVILCADD /CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 • ------- ---- -- - -------- ------ --- ------------ - ----- ---- Tract - 323-98---- 2398 - -- - - - - Wedge Curb St - - Capacity - -- 1.0% -- St -- Slope 32 Ft Local St cf /cf - 35 ft ROW /ROW - 45 ft w /5ft PUEs Q100 - 22 cfs - 1 cfs intervals File 32398LocWdgStCapl %Slp -------------------------------------------------------------------- Program License Serial Number 4082 -------------------------------------------------------------------- *** Irregular Channel Analysis * ** Upstream (headworks) Elevation = 421.000(Ft.) Downstream (outlet) Elevation = 420.000(Ft.) Runoff /Flow Distance = 100.000(Ft.) Maximum flow rate in channel(s) = 22.000(CFS) Depth of flow = 0.261(Ft.) Average velocity = 1.425(Ft /s) Total flow rate in 1/2 street = 1.000(CFS) * * * * * ** Irregular Channel Data * * * * * * * * * ** ----------------------------------------------------------------- Information entered for subchannel number 1 Point number 'X' coordinate 'Y' coordinate 1 0.00 0.60 2 5.00 0,.50 3 5.20 0.50 • 4 6.42 0.08 5 6.50 0.00 6 7.92 0.12 7 8.00 0.15 8 22.50 0.41 9 22.50 0.50 10 22.50 0.60 Manning's 'N' friction factor = 0.020 Sub - Channel flow = 1.000(CFS) flow top width = 8.277(Ft.) ' ' wetted perimeter = 8.352(Ft.) ' velocity= 1.425(Ft /s) area = 0.702(Sq.Ft) ' Froude number = 0.863 Upstream point elevation = 421.000(Ft.) Downstream point elevation = 420.000(Ft.) Flow length = 100.000(Ft.) Depth of flow = 0.261(Ft.) Average velocity = 1.425(Ft /s) Total irregular channel flow = 1.000(CFS) Irregular channel normal depth above invert elev. = 0.261(Ft.) Average velocity of channel(s) = 1.425(Ft /s) Sub - Channel No. 1 Critical depth = 0.250(Ft.) ' Critical flow top width = 7.651(Ft.) ' Critical flow velocity= 1.622(Ft /s) ' ' ' Critical flow area = 0.617(Sq.Ft) Depth of flow = 0.312(Ft.) Average velocity = 1.662(Ft /s) Total flow rate in 1/2 street = 2.000(CFS) Sub - Channel flow = 2.000(CFS) flow top width = 11.286(Ft.) ' wetted perimeter = 11.369(Ft.) velocity= 1.662(Ft /s) ' area = 1.203(Sq.Ft) Froude number = 0.897 Depth of . flow = 0 . 312 (Ft . ) Average velocity = 1.662(Ft /s) Total irregular channel flow = 2.000(CFS) Irregular channel normal depth above invert elev. 0.312(Ft.) Average velocity of channel(s) = 1.662(Ft /s) Sub - Channel No. 1 Critical depth = 0.303(Ft.) Critical flow top width = 10.745(Ft.) Critical flow velocity= 1.815(Ft /s) Critical flow area = 1.102(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.348(Ft.) Average velocity = 1.827(Ft /s) Total flow rate in 1/2 street = 3.000(CFS) Sub - Channel flow = 3.000(CFS) ' flow top width = 13.373(Ft.) wetted perimeter = 13.464(Ft.) velocity= 1.827(Ft /s) • ' ' area = 1.642(Sq.Ft) Froude number = 0.919 Depth of flow = 0.348(Ft.) Average velocity = 1.827(Ft /s) Total irregular channel flow = 3.000(CFS) Irregular channel normal depth above invert elev. = 0.348(Ft.) Average velocity of channel(s) = 1.827(Ft /s) Sub - Channel No. 1 Critical depth = 0.340(Ft.) ' Critical flow top width = 12.922(Ft.) Critical flow velocity= 1.947(Ft /s) Critical flow area = 1.541(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.376,(Ft.) Average velocity = 1.956(Ft /s) Total flow rate in 1/2 street = 4.000(CFS) Sub- Channel flow 4.000(CFS) ' flow top width = 15.037(Ft.) wetted perimeter = 15.132(Ft.) ' velocity= 1.956(Ft /s) area = 2.045(Sq.Ft) ' Froude'number = 0.935 Depth of flow = 0.376(Ft.) Average velocity = 1.956(Ft /s) Total irregular channel flow = 4.000(CFS) Irregular channel normal depth above invert elev. = 0.376(Ft.) Average velocity of channel(s) = 1.956(Ft /s) Sub - Channel No. 1 Critical depth = 0.369(Ft.) Critical flow top width = 14:641(Ft.) Critical flow velocity= 2.057(Ft /s) ' ' Critical flow area = 1.945(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.400(Ft.) Average velocity = 2.064(Ft /s) Total flow rate in 1/2 street = 5.000(CFS) Sub- Channel flow = 5.000(CFS) ' flow top width = 16.445(Ft.) ' wetted perimeter 16.544(Ft.) ' velocity= 2.064(Ft /s) ' area = 2.422(Sq.Ft) Froude number = 0.948 Depth of flow = 0.400(Ft.) Average velocity = 2.064(Ft /s) Total irregular channel flow = 5.000(CFS) Irregular channel normal depth above invert elev. = 0.400(Ft.) Average velocity of channel(s) = 2.064(Ft /s) Sub - Channel No. 1 Critical depth = 0.395(Ft.) ' Critical flow top width = 16.131(Ft.) Critical flow velocity= 2.141(Ft /s) ' Critical flow area = 2.335(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.419(Ft.) Average velocity = 2.187(Ft /s) Total flow rate in 1/2 street = 6.000(CFS) Sub - Channel flow = 6.000(CFS) flow top width = 17.064(Ft.) wetted perimeter = 17.176(Ft.) velocity= 2.187(Ft /s) ' area = 2.743(Sq.Ft) ' Froude number = 0.961 Depth of flow = 0.419(Ft.) Average velocity = 2.187(Ft /s) Total irregular channel flow = 6.000(CFS) Irregular channel normal depth above invert elev. = 0.419(Ft.) Average velocity of channel(s) = 2.187(Ft /s) Sub - Channel No. 1 Critical depth = 0.414(Ft.) ' Critical flow top width = 17.050(Ft.) ' Critical flow velocity= 2.255(Ft/s) ' Critical flow area = 2.661(Sq.Ft) ++++++++++++++++++++++++++++++..4. .. + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.435(Ft.). Average velocity = 2.323(Ft/s) Total flow rate in 1/2 street = 7.000(CFS) Sub - Channel flow = 7.000(CFS) ' flow top width = 17.110(Ft.) wetted perimeter 17.240(Ft.) ' velocity 2.323(Ft/s) area = 3.014(Sq.Ft) ' Froude number = 0.9.75 Depth of flow = 0.435(Ft.) . Average velocity = 2.323(Ft/s) Total irregular channel flow = 7.000(CFS) Irregular channel normal depth above invert elev. = 0.435(Ft.) Average velocity of channel(s) = 2.323(Ft/s) Sub - Channel No. 1 Critical depth = 0.432(Ft.) Critical flow top width = 17.101(Ft.) Critical flow velocity= 2.364(Ft/s) ' ' ' Critical flow area = 2.961(Sq.Ft) tttt+++++t+tttttttttt+++++++++t+t+ ft +t + + + + + + + + + + + +fff + + + + + + + + + + ++ Depth of flow = 0.450(Ft.) Average velocity = 2.447(Ft/s) Total flow rate in 1/2 street = 8.000(CFS) Sub - Channel flow = 8.000(CFS) ' flow top width = 17.154(Ft.) wetted perimeter = 17.301(Ft.) velocity= 2.447(Ft/s) area = 3.270(Sq.Ft) Froude number = 0.988 Depth of flow = 0.450(Ft.) Average velocity = 2.447(Ft/s) Total irregular channel flow = 8.000(CFS) Irregular channel normal depth above invert elev. = 0.450(Ft.) Average velocity of channel(s) = 2.447(Ft/s) Sub- Channel No. 1 Critical depth = 0.449(Ft.) Critical flow top width = 17.153(Ft.) Critical flow velocity= 2.452(Ft/s) Critical flow area = 3.262(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.464(Ft.) Average velocity = 2.561(Ft /s) Total flow rate in 1/2 street = 9.000(CFS) Sub - Channel flow = 9.000(CFS) ' flow top width = 17.195(Ft.) ' wetted perimeter = 17.359(Ft.) velocity= 2.561(Ft /s) • ' ' area = 3.514(Sq.Ft) ' Froude number = 0.999 Depth of flow = 0.464(Ft.) Average velocity = 2.561(Ft /s) Total irregular channel flow = 9.000(CFS) Irregular channel normal depth above invert elev. = 0.464(Ft.) Average velocity of channel(s) = 2.561(Ft /s) Sub - Channel No. 1 Critical depth = 0.465(Ft.) ' Critical flow top width = 17.198(Ft.) Critical flow velocity= 2.549(Ft/s) ' Critical flow area = 3.531(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.477(Ft.) Average velocity = 2.668(Ft/s) Total flow rate in 1/2 street = 10.000(CFS) Sub - Channel flow = 10.000(CFS) ' flow top width = 17.235(Ft.) wetted perimeter = 17.414(Ft.) velocity= 2.668(Ft /s) area = 3.748(Sq.Ft) Froude number = 1.008 Depth of flow = 0.477(Ft.) Average velocity = 2.668(Ft/s) Total irregular channel flow = 10.000(CFS) Irregular channel normal depth above invert elev. = 0.477(Ft.) Average velocity of channel(s) = 2.668(Ft/s) Sub - Channel No. 1 Critical depth = 0.479(Ft.) Critical flow top width = 17.238(Ft.) Critical flow velocity= 2.655(Ft/s) ' ' Critical flow area = 3.766(Sq.Ft) •� ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.491(Ft.) Average velocity = 2.769(Ft/s) Total flow rate in 1/2 .street = 11.000(CFS) Sub - Channel flow = 11.000(CFS) flow.top width = 17.273(Ft.) wetted perimeter = 17.468(Ft.) ' velocity= 2.769(Ft/s) area = 3.973(Sq.Ft) ' Froude number = 1.017 Depth of flow 0.491(Ft.) Average velocity = 2.769(Ft/s) Total irregular channel flow = 11.000(CFS) Irregular channel normal depth above invert elev. = 0.491(Ft.) Average velocity of channels) = 2.769(Ft/s) Sub - Channel No. 1 Critical depth = 0.492(Ft.) Critical flow top width = 17.277(Ft.) Critical flow velocity= 2.749(Ft/s) Critical flow area = 4.002(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + +..... Depth of flow = 0.506(Ft.) Average velocity = . 2.833(Ft/s) Total flow rate in 1/2 street = 12.000(CFS) Sub- Channel flow = 12.000(CFS) flow top width = 17.781(Ft.) wetted perimeter = 17.992(Ft.) velocity= 2.833(Ft/s) ' area = 4.236(Sq.Ft) ' Froude number = 1.023 Depth of flow = 0.506(Ft.) Average velocity = 2.833(Ft/s) Total irregular channel flow = 12.000(CFS) Irregular channel normal depth above invert elev. = 0.506(Ft.) Average velocity of channel(s) = 2.833(Ft/s) Sub - Channel No. 1 Critical depth = 0.512(Ft.) ' Critical flow top width = 18.086(Ft.) Critical flow velocity= 2.761(Ft /s) Critical flow area = 4.346(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.521(Ft.) Average. velocity .= 2.874(Ft/s) Total flow rate.in 1 /2,street = 13.000(CFS) Sub - Channel flow = 13.000(CFS) flow top width _ 18.570(Ft.) wetted.perimeter ' velocity = 2.874(Ft/s) area'= .4.523(Sq.Ft) Froude number = 1.026 Depth of flow = 0.521(Ft.) Average velocity = 2.874(Ft/s) Total irregular channel flow = 13.000(CFS) Irregular channel normal depth above invert elev. = 0.521(Ft.) Average velocity of channel(s) = 2.874(Ft/s) Sub - Channel No. 1 Critical depth = 0.527(Ft.) Critical flow top width = 18.867(Ft.) ' Critical flow velocity= 2.805(Ft /s) ' Critical flow area = 4.634(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + ++ + + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.536(Ft.) Average velocity = 2.914(Ft /s) Total flow rate in 1/2 street = 14.000(CFS) Sub - Channel flow = 14.000(CFS) ' flow top width = 19.311(Ft.) ' wetted perimeter = 19.554(Ft.) ' velocity= 2.914(Ft /s) ' area = 4.804(Sq.Ft) ' Froude number = 1.030 Depth of flow = 0.536(Ft.) Average velocity = 2.914(Ft /s) Total irregular channel flow = 14.000(.CFS) Irregular channel normal depth above invert elev. = 0.536(Ft.) Average velocity of channel(s) = 2.914(Ft /s) Sub - Channel No. 1 Critical depth = 0.543(Ft.) Critical flow top width = 19.649(Ft.) Critical flow velocity= 2.837(Ft/s) ' Critical flow area 4.935(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.550(Ft.) Average velocity = 2.953(Ft/s) Total flow rate in 1/2 street = 15.000(CFS) Sub - Channel flow = 15.000(CFS) ' flow top width = 20.012(Ft.) wetted perimeter = 20.269(Ft.) ' velocity= 2.953(Ft/s) • ' ' area = 5.079(Sq.Ft) ' Froude number = 1.033 Depth of flow = 0.550(Ft.) Average velocity = 2.953(Ft/s) Total irregular channel flow = 15.000(CFS) Irregular channel normal depth above invert elev. = 0.550(Ft.) Average velocity of channel(s) = 2.953(Ft/s) Sub - Channel No. 1 Critical depth = 0.559(Ft.) Critical flow top width = 20.430(Ft.) Critical flow velocity= 2.858(Ft/s) Critical flow.area = 5.248(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.564(Ft.) Average velocity = 2.991(Ft /s) Total flow rate in 1/2 street = 16.000(CFS) Sub - Channel flow = 16.000(CFS). flow top width = 20.677(Ft.) wetted perimeter = 20.947(Ft.) ' velocity= 2.991(Ft /s) area = 5.350(Sq.Ft) ' Froude number = 1.036 Depth of flow = 0.564(Ft.) Average velocity = 2.991(Ft /s) Total irregular channel flow = 16.000(CFS) Irregular channel normal depth above invert elev. = 0.564(Ft.) Average velocity of channel(s) = 2.991(Ft /s) Sub - Channel No. 1 Critical depth = 0.570(Ft.) ' Critical flow top width = 21.016(Ft.) { Critical flow velocity= 2.914(Ft /s) ' Critical flow area = 5.491(Sq.Ft) • ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.576(Ft.) Average velocity = 3.027(Ft /s) Total flow rate in 1/2 street = 17.000(CFS) Sub - Channel flow = 17.000(CFS) ' flow top width = 21.310(Ft.) wetted perimeter = 21.593(Ft.) ' velocity= 3.027(Ft /s) area = 5.616(Sq.Ft) ' Froude number = 1.039 Depth of flow = 0.576(Ft.) Average velocity = 3.027(Ft /s) Total irregular channel flow = 17.000(CFS) Irregular channel normal depth above invert elev. = 0.576(Ft.) Average velocity of channel(s) = 3.027(Ft /s) Sub - Channel No. 1 Critical depth = 0.586(Ft.) Critical flow top width = 21.797(Ft.) ' Critical flow velocity= 2.918(Ft /s) Critical flow area = 5.826(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + ++ + + + + + + + + + + ++ Depth of flow = 0.588(Ft.) Average velocity = 3.062(Ft /s) Total flow rate in 1/2 street = 18.000(CFS) Sub - Channel flow = 18.000(CFS) ' flow top width = 21.916(Ft.) wetted perimeter = 22.211(Ft.) ' velocity= 3.062(Ft /s) • ' area = 5.878(Sq.Ft) ' Froude number = 1.042 Depth of flow = 0.588(Ft.) Average velocity = 3.062(Ft /s) Total irregular channel flow = 18.000(CFS) Irregular channel normal depth above invert elev. = 0.588(Ft.) Average velocity of channel(s) = 3.062(Ft /s) Sub - Channel No. 1 Critical depth = 0.598(Ft.) ' T Critical flow top width = 22.383(Ft.) ' Critical flow velocity= 2.958(Ft/s) Critical flow area = 6.084(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.600(Ft.) Average velocity = 3.097(Ft /s) Total flow rate in 1/2 street = 19.000(CFS) Sub - Channel flow = 19.000(CFS) flow top width = 22.497(Ft.) wetted perimeter = 22.804(Ft.) ' velocity= 3.097(Ft /s) ' area = 6.136(Sq.Ft) ' Froude number = 1.045 Depth of flow = 0.600(Ft.) Average velocity = 3.097(Ft /s) Total irregular channel flow = 19.000(CFS) Irregular channel normal depth above invert elev. = 0.600(Ft.) Average velocity of channel(s) = 3.097(Ft /s) Sub- Channel No. 1 Critical depth = 0.609(Ft.) r. Critical flow top width = 22.500(Ft.) Critical flow velocity= 2.993(Ft/s) ' Critical flow area = 6.348(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.608(Ft.) Average velocity = 3.161(Ft /s) Total flow rate in 1/2 street = 20.000(CFS) !!Warning: Water is above left or right bank elevations Sub - Channel flow = 20.000(CFS) flow top width = 22.500(Ft.) wetted perimeter = 22.807(Ft.) ' velocity= 3.161(Ft /s) ' area = 6.328(Sq.Ft) Froude number = 1.050 Depth of flow = 0.608(Ft.) Average velocity = 3.161(Ft /s) Total irregular channel flow = 20.000(CFS) Irregular channel normal depth above invert elev. = 0.608(Ft.) Average velocity of channel(s) = 3.161(Ft /s) !!Warning: Water is above left or right bank elevations Sub - Channel No. 1 Critical depth = 0.617(Ft.) Critical flow top width = 22.500(Ft.) Critical flow velocity= 3.066(Ft /s) Critical flow area = 6.524(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.617(Ft.) Average velocity = 3.223(Ft/s) Total flow rate in 1/2 street = 21.000(CFS) !!Warning: Water is above left or right bank elevations Sub - Channel flow = 21.000(CFS) • ' flow top width = 22.500(Ft.) wetted perimeter = 22.807(Ft.) velocity= 3.223(Ft/s) area = 6.516(Sq.Ft) Froude number = 1.055 Depth of flow = 0.617(Ft.) Average velocity = 3.223(Ft/s) Total irregular channel flow = 21.000(CFS) Irregular channel normal depth above invert elev. = 0.617(Ft.) Average velocity of channel(s) = 3.223(Ft/s) !!Warning: water is above left or right bank elevations Sub- Channel No. 1 Critical depth = 0.629(Ft.) Critical flow top width = 22.500(Ft.) Critical flow velocity= 3.094(Ft /s) Critical flow area = 6.787(Sq.Ft) 1• t ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Depth of flow = 0.625(Ft.) Average velocity = 3.283(Ft/s) Total flow rate in 1/2 street = 22.000(CFS) !!Warning: Water is above left or right bank elevations Sub- Channel flow = 22.000(CFS) flow top width = 22.500(Ft.) ' wetted perimeter = 22.807(Ft.) velocity= 3.283(Ft/s) area = 6.700(Sq.Ft) ' Froude number = 1.060 Depth of flow = 0.625(Ft.) Average velocity = 3.283(Ft/s) Total irregular channel.flow = 22.000(CFS) Irregular channel normal depth above invert elev. = 0.625(Ft.) Average velocity of channel(s) = 3.283(Ft/s) !!Warning: Water is above left or right bank elevations ----------------------------------------------------------------- Sub- Channel No. 1 Critical depth = 0.637(Ft.) Critical flow top width = 22.500(Ft.) ' Critical flow velocity= 3.159(Ft /s) ' Critical flow area = 6.963(Sq.Ft) ++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Summary Half St Cap. (St Slope 1.0 %) Gutter Flowrate Depth Flow Width (CFS) (Ft.) (Ft.) 1.000 0.261 8.28 2.000 0.312 11.29 3.000 0.348 13.37 4.000 0.376 .15.04 5.000 0.400 16.45 (16.0 ft crown /cf, Remainder bk of cf Typ) 6.000 0.419 17.06 7.000 0.435 17.11 7.333 0.440 17.12 Full to Crown 8.000 0.450 17.15 9.000 0.464 17.20 10.000 0.477 17.24 11.000 '0.491 17.27 11.600 0.500 17.50 Full to TC /ROW 12.000 0.506 17.78' 13.000 0.521 18.57 14.000 0.536 19.31 15.000 0.550 20.01 16.000 0.564 20.68 17.000 0..576 21.31 18.000 0.588 21.92 19.000 0.600 22.50 Full to Bk Walk /5 ft PUE Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 •Rational Hydrology Study Date: 07/17/05 File:32398Basin8StFlw.out ------------------------------------------------------------------------ Tract 32398 - Line 8A Street and Pipe flow - Q 100 lhr ------------------------------------------------------------------------ ********* Hydrology Study Control Information * * * * * * * * ** English (in -lb) Units used in input data file Program License Serial Number 4082 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity- duration curves data (Plate D -4.1) For the [ Cathedral City ] area used. 10 year storm 10 minute intensity = 2.770(In /Hr) 10 year storm 60 minute intensity = 0.980(In /Hr) 100 year storm 10 minute intensity = 4.520(In /Hr) 100 year storm 60 minute intensity = 1.600(In /Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In /Hr) Slope of intensity duration curve = 0.5800 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 80.000 to Point /Station 81.000 • * * ** INITIAL AREA EVALUATION * * ** Initial area flow distance = 600.000(Ft.) Top (of initial area) elevation = 427.700(Ft.) Bottom (of initial area) elevation = 423.400(Ft.) Difference in elevation = 4.300(Ft.) Slope = 0.00717 s(percent)= 0'.72 TC = k(0.390) *[(length"3) /(elevation change)]'0.2 Initial area time of concentration = 13.529 min. Rainfall intensity = 3.796(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.803 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 9.141(CFS) Total initial stream area = 3.000(Ac.) Pervious area fraction = 0.500 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 81.000 to Point /Station 82.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 423.400(Ft.) End of street segment elevation = 422:400(Ft.) Length of street segment = 140.000(Ft.) • Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) 16.000(Ft.) Distance from crown to crossfall grade break = 0.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2) side(s) of the street Distance from curb to property line = 1.500(Ft.) Slope from curb to property line (v /hz) = 0.025 • Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0200 Manning's N from gutter to grade break = 0.0200 Manning's N from grade break to crown = 0.0200 Estimated mean flow rate at midpoint of street = 10.816(CFS) Depth of flow = 0.426(Ft.), Average velocity = 1.931(Ft /s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.000(Ft.) Flow velocity = 1.93(Ft /s) Travel time = 1.21 min. TC = 14.74 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.799 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.612(In /Hr) for a 100.0 year storm Subarea runoff = 3.174(CFS) for 1.100(Ac.) Total runoff = 12.315(CFS) Total area = 4.100(Ac.) Street flow at end of street = 12.315(CFS) Half street flow at end of street = 6.157(CFS) Depth of flow = 0.440(Ft.), Average velocity = 2.033(Ft /s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 16.000(Ft.) • +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 82.000 to Point /Station 83.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Top of street segment elevation = 422.400(Ft.) End of street segment elevation = 421.100(Ft.) Length of street segment = 150.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 16.000(Ft.) Distance from crown to crossfall grade break = 0.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /'hz) = 0.020 Street flow is on (2) side(s) of the street Distance from curb to property line = 1.500(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0200 Manning's N from gutter to grade break = 0.0200 Manning's N from grade break to crown = 0.0200 Estimated mean flow rate at midpoint of street = 13.797(CFS) Depth of flow = 0.442(Ft.), Average velocity = 2.254(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.000(Ft.) Flow velocity = 2.25(Ft /s) Travel time = 1.11 min. TC = 15.85 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) �• Runoff Coefficient = 0.795 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.463(In /Hr) for a 100.0 year storm • Subarea runoff = 2.838(CFS) for 1.030(Ac.) Total runoff = 15.152(CFS) Total area = 5.130(Ac.) Street flow at end of street = 15.152(CFS) Half street flow at end of street = 7.576(CFS) Depth of flow = 0.453(Ft.), Average velocity = 2.340(Ft /s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 16.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 83.000 to Point /Station 84.000 * * ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * * ** Point 84 is CB # 53 and 54 Top of street segment elevation = 421.100(Ft.) End of street segment elevation = 419.700(Ft.) _ Length of street segment = 210. 000 (Ft . ) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 16.000(Ft.) Distance from crown to crossfall grade break = 0.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 1.500(Ft.) Slope from curb to property line (v /hz) = 0.025 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0200 Manning's N from gutter to grade break = 0.0200 Manning's N from grade break to crown = 0.0200 Estimated mean flow rate at midpoint of street = 16.678(CFS) Depth of flow = 0.483(Ft.), Average velocity = 2.246(Ft/s) • Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.000(Ft.) Flow velocity = 2.25(Ft /s) Travel time = 1.56 min. TC = 17.41 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.791 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.280(In /Hr) for a 100.0 year storm Subarea runoff = 2.854(CFS) for 1.100(Ac.) Total runoff = 18.006(CFS) Total area = 6.230(Ac.) Street flow at end of street = 18.006(CFS) Half street flow at end of street = 9.003(CFS) - r--,$• Depth of flow = 0.494(Ft.), Average velocity = 2.315(Ft /s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 16.000(Ft.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 84.000 to Point /Station 85.000 * * ** PIPEFLOW TRAVEL TIME (Program estimated size) * * ** Upstream point /station elevation = 413.700(Ft.) Downstream point /station elevation = 413.300(Ft.) Pipe length = 330.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 18.006(CFS) Nearest computed pipe diameter = 33.00(In.) Calculated individual pipe flow = 18.006(CFS) Normal flow depth in pipe = 26.44(In.) Flow top width inside pipe = 26.34(In.) Critical Depth = 16.73(In.) Pipe flow velocity = 3.53(Ft /s) . Travel time through pipe = 1.56 min. Time of concentration (TC) = 18.96 min. - +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 85.000 to Point /Station 89.000 * * ** STREET INLET + AREA + PIPE TRAVEL TIME * * ** Point 85 is CB # 55 & 56, Pipe leaves street Top of street segment elevation = 413.300(Ft.) End of street segment elevation = 412.500(Ft.) Length of street segment = 50.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 16.000(Ft.) Distance from crown to crossfall grade break = 0.500(Ft.) Slope from gutter to grade break (v /hz) = 0.020 Slope from grade break to crown (v /hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 1.500(Ft.) Slope from curb to property line (v /hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0200 Manning's N from gutter to grade break = 0.0200 Manning's N from grade break to crown = 0.0200 User- specified maximum inlet flow capacity of 14.400(CFS) Number of street inlets = 2 Note: Single inlet capacity is greater than 1/2 street flow Pipe calculations for under street flow rate of 18.006(CFS) ,.� ,• Using a pipe slope = 1.600 % Upstream point /station elevation = 413.300(Ft.) Downstream point /station elevation = 412.500(Ft.) Pipe length = 50.00(Ft.) Manning's N = 0.012 No. of pipes = 1 Required pipe flow = 18.006(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 18.006(CFS) Normal flow depth in pipe = 14.60(In.) Flow top width inside pipe = 19.33(In.) -Critical Depth = 18.52(In.) Pipe flow velocity = 10.09(Ft /s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 19.04 min. Maximum flow rate of street inlet(s) = 0.000(CFS) Maximum pipe flow capacity = 18.006(CFS) Remaining flow in street below inlet = 0.000(CFS) Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.787 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.113(In /Hr) for a 100.0 year storm Subarea runoff = 2.694(CFS) for 1.100(Ac.) Total runoff = 20.700(CFS) Total area = 7.330(Ac.) Street flow at end of street = 2.694(CFS) Half street flow at end of street = 1.,347(CFS) • Depth of flow = 0.257(Ft.), Average velocity = 1.846(Ft /s) Flow width (from curb towards crown)= 8.113(Ft.) End of computations, total study area = 7.33 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction.(Ap) = 0.500 Area averaged RI index number = 56.0 • • ix E- Nuisance Water Dis Summary and Sketches Tract No. 32 tem. • A B C D I E F G H I J K L M N O P 1 Tract 32398 Summary Nine - Nuisance Water Disposal - Sand Filter Systems - 2 3 4 s 6 Number of Sand Filters, and Number and Length of Percolation Fields Per Retention Basin 8 NWD SD Line Trib Area Res Landscaping Wellsite Total SandFilter Required Perc Line Required 9 ID# Hs E v Hs E v Hs Hs Calc Use In /Out Calc Length Use 10 No. No. Ac No. s No. No. No. ea ea ) (cfs) (LF) (ea ) (LF ) (LF )/ea 11 count F / 2000 (1/40) (Kx137g h (1x1.9 ) (K M / N 12 13 1 1A& 1B 1 -1 thru 1 -8 18.3 82 19,500 9.8 122 214 5.3 6 0.03205 406 6 79.7 80 14 1C & 1D 1 -9 thru 1 -12 7.3 38 1 38 1.0 merge systems 72 15 16 2 2A & 2B DA 2 6.4 23 52,200 26.1 0 49 1.2 2 0.01018 93 2 46.6 50 17 18 3a 3A 3-1,3-2 5.2 27 27 0.7 1 0.00509 51 1 51.3 55 19 3b 313 3 -3 thru 3 -9 12.7 58 18,900 9.5 0 67 1.7 2 0.01018 128 2 64.1 65 20 21 5 4A & 5A DA 4 & 5 13.7 68 20,000 10.0 0 78 2.0 2 0.01146 148 2 85.5 85 22 713 7 -2 2.5 12 0 12 0.3 23 23 24 6. 6A', 613, & 6C DA 6 4.7 22 21,600 10.8 0 33 0.8 1 0.00418 62 1 76.6 80 25 7 7A 7 -1 1.6 0 15,000 7.5 0 8 0.2 merge systems 14 26 27 8 8A, 8B, & 8C . 8 -1 thru 8 -16 26.7 60 101,900 51.0 0 111 2.8 3 0.01528 211 3 70.3 70 28 29 9 9A & 913 9- 1,2,3,5 3.1 0 57,150 28.6 122 151 3.8 4 0.02037 286 4 71.5 70 30 31 11 11A DA11 0.6 0 12,600 6.3 0 6 1 0.2 0 1 0.00080 0 Maxwell Drywell 32 33 Totals 102.81 390 1 1 793 1 1496 1 21 1 1 1505 34 1 House = 3.43 gph, = 2000 sf of Landscaping, = 1.9 LF of Percolation Chamber in sandy soil (Perc tests show nigh perc) 1 Sand Filter = 137 gph, = 40 houses 1 Pump site = 417 gph, = 122.houses Combine Nuisance Water Systems in each Basin to equalize use. 35 36 37 38 39 40 • Appendix F Design Reference Documents Soils and Percolation Test Reports SCS Soil Classification Map /Hydrologic Soil Group Time of Concentration Nomograph, Initial Sub -Area Rational Rainfall Intensity Table -l0 year and 1.00 year NOAA Atlas 14, Point Precipitation Storm Volume Table Rainfall Patterns in % of 3, 6 and 24 hour Storm Volume Rational Runoff Index Numbers Runoff Coefficient Curve (Soil. Gp B, AMC II) 32 ft cf /sf Street Velocity /Discharge Monograph 34 ft d /sf Divided Street Velocity /Discharge Monograph Curb Inlet Capacity at Street Low Point Curb Inlet Capacity — Continuous Street Slope V Tract No. 32398 Jul 01 2005 7:25AM III Arag .: o h M Medall, Aragon Geotechnic (951) 637 -1497 p.l Consultants In The Earth Sciences Member of The Earth & Material Sciences (Troup C A L I F O R N I A s N E V A D A June 30, 2005 Project No. 3846 -P Schumacher Interests, Inc. 2.995 Woodside Road, #400 Woodside, California 94062 Attention : Mr. Web Barton Subject; Report on Results of Retention Basin Percolation Tests Tract No. 32398 .City of La Quinta, California : Gentlemen .`. As requested, Medall, Aragon Geotechnical, Inc. (MAG) has performed percolation tests :.for the subject site in accordance with our approved proposal dated June 15, 2005. This report presents. the results of the percolation tests performed at the subject site. Schumacher Interests authorized MAG to perform percolation tests at sites where proposed.basins will be located. MDS supplied a conceptual tract map indicating the proposed basin locations and desired test sites; one test site per basin (6 percolation test :. sites total) were shown on the conceptual map. Proposed staking by the Civil' Engineer to . locate the'test sites was shelved due to time constraints, and the task of locating the test :. sites was shifted to our firm. MAG established percolation test sites by using a wheeled horizorital measuring device and a surveying transit. The approximate locations of the test �.- sites are shown on the Percolation Test Location Map, Plate No. 1, located at the back of :this report. Los Angeles County: 2860 Walnut Avenue • Signal Hill, CA 90755 • Telephone (562) 426 -7990 • Fax (562) 426 -1842 Orange County: 4500 Campus Drive, Suite 380 • Newport Beach, CA 92660 • Telephone (949) 660 -9292 •Fax (949) 660 -9295 Riverside County: 16801 Van Buren Boulevard •Riverside, CA 92504 • Telephone (951) 776 -0345 • Fax (951)776 -0395 San Bernardino County: P.O. Box 1056 • Lake Arrowhead, CA 92352 • Telephone /Fax (969) 337 -5636 San Diego County: 4320 Viewridge Avenue, Suite D • San Diego, CA 92123 • Telephone (858) 292 -7575 • Fax (858) 292 -7570 Nevada: 401 Ryland Street, Suite 330 • Reno, NV 89502 • Telephone (775) 327 -4344 • Fax (775) 786 -5044 Nevada: 4480 W. Hacienda Avenue. Suite 104 • Las Veaas. NV 89118'e Telephone (702) 873 -3478 • Fax (7021873 -2199 Jul 01 2005 7:25AM Medall, Aragon Geotechnic (951) 637-1497 p.2 ... .. ..... . ..... . • 1. '0 sc6macher Interests, Inc. June 30, 2005 ..Project No.. 3846-P Paste No. 2 ThEi percolation tests were performed according to Riverside County Department of Environmbrital Health guidelines for individual wastewater disposal systems. The goal of this study was to derive infiltration rates, 'in minutes per inch or inches per hour, that in turn will be .used the civil engineer to design basin. dimensions. d -A ru,bber-tire backhoe was used to excavate wide, safe trenches to test depths corresponding to the he proposed basin bottom elevations. Exploratory excavation depths . r h 'ied a. g from 4.0 to.:5.0.feet below the existing ground surface. The excavated materials were Pre visually/manually examined and classifie'd according to the Unified Soil Classification system. . Once.the testing at the six locations was complete, the backhoe returned t6 the ;site . and all trenches were loosely backfilled. These trenches must be located during -grading and their backf ill replaced as compacted engineer e*d fill unless the entire trench falls within the basin cut zone. Field. percolation 'testing utilized the Continuous Pre-Soak Method. Pre-saturation ! and testing was accomplished the same day at all but one test site. Slower infiltration was .'noted at site P-1., and an overnight pre-saturation period necessitated testing the following ..:Oay. The test results are shown below. 'SUMMARY OF PERCOLATION TEST RESULTS a P-1 01M, f, 14 A MIS, U 'a 6;0 00, N' 106.0 0.57 7.0 4.6 132 9.0 3.7 16.3 P-4 7.0 13.4 4.5 P-5. 4.0 1.8 34.3 P-6. 9.0 13.8 4.3 Medall, Arag6n Geotechnical, Inc. Jul 01 2005 7:26AM Medall, Aragon Geotechnic (9511 637 -1497 P.3 .. .:.Schumacher Interests, Inc. June 30, 2005 Project No. 3846 -P. Page No 3 The data indicate site P -1 was significantly less permeable than all other tested locations. Soils at the test depth were classified as a clayey silt to silty clay. It is our interpretation that the soils in question are part of a thin fine- grained stratum of very limited depth. extent, based, on geotechnical logs previously reported for the project as a whole. It is our opinion that infiltration rates comparable to the other test sites would be obtained at slight greater depths. The Civil Engineer may wish to consider deepening the basin by 18 to 24 inches, where sandy sediments with faster percolation characteristics would be expected. .::AlI professional services provided in connection with MAG's testing and interpretations have complied with generally accepted principles and local practice. This warranty is in lieu of all other warranties, either express or implied. Thank you very much for the opportunity to be of service on this project. be directed to the undersigned at our Riverside office at (951) 776 -0345. .Respectfully submitted, . MedWI, Aragon Geotechnical, Inc. ....:'Carlos F. Aragon .Project Engineer. EIT No. 117277 Reviewed by: .1, :Fernando Aragon, P. E. Geotechnical Engineer, GE.99 Distribution: (2) Addressee .(2) MDS Consulting, Attn.: Mr. John W. Cavin Attachment: Percolation Test Results Medall, Arag ®n Ge ®technical, Inc. Questions may Jul 01 2005 7:26AM Medall, Aragon Geotechnic (951) 637-1497 p.4 LEAC1.4LINE PERC DATA si-iEj---,r/c0NTTNU01JS PRIG -SOAK 10B N10.: TEST HOLE NO.. P TEST 1-101-E SIZ8.: SOIL CLASSIFICATION.: C F Jr-c' U,-yj C L - /-1 L DEPTI-I'OF TEST HOLE.: DATE F-:XCAVATED.: PRESOAK PERIOD 3IME INTERVAL AMOUNT NVATER USW START. G TE- STPERIOD INITIAL FIRST WATER WATER .LEVEL LEVEL NCHFIS) (INCHES) ---- 0-71 e . G� 0 Pft1:,-sbAI( ft)ZIOD T imim) INITIAL FIRST WATER NvAuR LEVEL LEVEL , .6 IN PERCOLATION WATER RATE LEVEL (h4rN/(NCI-I) ;1NCFICS) 0 C: TEST j-IOLE- SIZE.: DATE EXCAVATED.: AMOUNT WAI-ER USED G 6IN PERCOLATIO WATER RATE LEVEL (MINANCH) rc\,i.red 10-09-9(, presoak.doc FF-CH 'C F4 NICIAN: _DATE:' 0 33 -3c) 7Z ---- 0-71 c/, C) rc\,i.red 10-09-9(, presoak.doc FF-CH 'C F4 NICIAN: _DATE:' 0 Jul 01 2005 7:27AM Medall, Aragon Geotechnic (951) 637-1497 P.5 LEVEL LEACHLINE PERC DATA sr-if:,.i3T/c0N1._FNU01jS PRE`-SOAI.0 JOB*Nlo.. 3 k • I LS'T 1101.E hU.: P-3 WATER TEST HOLE SIZE.: (MIN/ INCH) sbil. Cf_ASSII_ICj1\TI0N..-C--f& F-,,-S,,J C. c bEPTj-i 017 TESTIAOLC.: /0../-/ 1'11�SOAK PERIOD L TIME INTERVAL START C--/ * STOP 3.1 TEST PERIOD TIME INITIAL FIRST INTERVAL WATER WATER (MIN) LEVEL LEVEL DATE EXCAVATED.: o DATE EXCAVATED.: AMOUNT WATER USED 5-1 0 C-4 L_ L IN PERCOLATION WATER RATE LEVEL ai,i r, 0 iz Q N ..-FEST HOLE NO SOIL CLASSIFICATION Db:,Ti-i bi: TEST HOLE.: '7 0 ­tO- TIME TERVAL START S TOP V-- I . '7 INITIAL ]NITERVAL WATER (MIN) LEVEL (INCHES) PRLSOA K PERIOD TEST PERIOD FIRST WATER LEVEL f1'K1r11.1rc1% TEST HOLE' SIZE,: 3 c� 7_1 — 3 3 DATE EXCAVATED.: o AMOUNT WATER USED o IN PERCOLATIO WATER RATE Lf:VEL (MIN/ INCH) 00 C. c 3 9 Vo ..-FEST HOLE NO SOIL CLASSIFICATION Db:,Ti-i bi: TEST HOLE.: '7 0 ­tO- TIME TERVAL START S TOP V-- I . '7 INITIAL ]NITERVAL WATER (MIN) LEVEL (INCHES) PRLSOA K PERIOD TEST PERIOD FIRST WATER LEVEL f1'K1r11.1rc1% TEST HOLE' SIZE,: - 41 0,6 of- C/ DATE EXCAVATED.: o AMOUNT WATER USED o IN PERCOLATIO WATER RATE Lf:VEL (MIN/ INCH) revised 10 -09-96 'ITCHNICIAN:_ C, DATE-: pa: swLA oc o C/ 00 L revised 10 -09-96 'ITCHNICIAN:_ C, DATE-: pa: swLA oc Jul 01 2005 7:27AM Medall, Aragon Geotechnic (951) 637-1497 p.6 '�OAK LEACI-ILINE PERC DATA SHEI-EDCONTHNUOUS PRE,S J0 B NO.: •7-L:ST'1-1-61-13 1\10. L4 TEST 1.101-13 SIZE.:— S014- CL AS81FICAJ ]ON.: GFCv'sk) QUI-14 Or- PEST HOLE.: 7. C) DATE EXCAVATED.: PRESOAK PERIOD TIME 1N1 -17RVAL AMOUNT WATER USED START STO P •TEST PERIOD TIME TIME INITIAL FIRST 61N PERCOLATION FNTERVAI, • WATER \VATER WATE=R RATE LEVEL LEVEL LEVI (MM /INCH) (INCHES) (INCHES) (INCH PS) • INITIAL INTERVAL WA,miz (MIN) LEVEL TEST PERIOD FIRST \V ATER. LEVEL 6IN WATER RATC LEVEL ci FESTHOLC NO.: c, C/ Cl, '4 0 0, SOIL CLASSIFICATION C— rc 3f, rc w DE)'•I'l-I 017 TEST HOLE.: 0 C) t 0 3 PRESOAK PERIOD 03 0, C) AMOUNT WATER USED ci 0 0 il In its, c-- 4- • INITIAL INTERVAL WA,miz (MIN) LEVEL TEST PERIOD FIRST \V ATER. LEVEL 6IN WATER RATC LEVEL ci FESTHOLC NO.: c, rj:S'l- HOLE' SIZE.: SOIL CLASSIFICATION C— rc 3f, rc DE)'•I'l-I 017 TEST HOLE.: DATE EXCAVAIT"D.: J /0--57 PRESOAK PERIOD TIN4): -RVAI, INTL AMOUNT WATER USED 00 il In its, c-- 4- • INITIAL INTERVAL WA,miz (MIN) LEVEL TEST PERIOD FIRST \V ATER. LEVEL 6IN WATER RATC LEVEL (MIN/INCH) revised 10-09-96 TECHNICIAN: DATC: presoak.doc C, c, ro IS:a L Or 00 its, revised 10-09-96 TECHNICIAN: DATC: presoak.doc i,� it G, GcA Y I f r 0 F r �� ---N ITf - ^� -�+•sn rte. �„ 1- .,r ,� tt A. Z- Irj I " Gcl>! ti, i i '� l�I r tR b ► \.,ri�tffe �r '� •-t, r _ � � P ,��i, J �\ riti r l' �'�fIj1 '``I}il {) uII i i' tii _ � +.'. + k�V, �� ` �• {fit lYp 1 �t hp Ilµ'III` j ii' I» 1 • IZ,3, 'tom •+': !r " E '�A +�'� �, '�'. O �-� *, �Q �ii rll 11 - rr, f+ y i - � � '� i� .y, j• ]• � Ihfp I ' � `��r {` r :tl`r�r 'ry' `. ' !}.+' I+ i,,? I '�.I11ugIIN Iii '.t/�. #�!• r �'`r�l(.� _'�, :'L .!'f"'9 -''� .a ' r� ri� 1 sp' r r+ ' I, ' , + i ki.4rM,yrrt. ..1.» i ` . f"a A ���.G +a fAVe Ve lF GbA GbB� aB `'.. .I eA "- _ N , -� �- � •' t ,N�h ,, ,� I {� , .ei ' ;a hl� ,1 IGcA t 4 _ r {F 36 3 ^ �1 ^CrA ; f ,• \�\ Rif+ It+�i. i CdC 1' •t a i GbB �r r K1" '`A i , �-i �.. - � � (I 'vl ` _ .•:i..•» _ i � _ N t r- e�yr•',�, I-� p,ngu .'� _ . r- -,.s 1 r,14 4 � +' , fix• ( 'T 11 �' yy r f .'' I' _ _. -I 1 ' I'+Nf -• r tx f�� `�` •� _` i ,FT' -� - �T `y�'�.�••• �{ I v L.4r -K 'r':t ai xtl,'7'r,� I ._. lip � _.. Cdc 1 � s+ esA' 't R M A t � i' � �f��' it , I ,' 9•filld _ 4* , n cA �-�yf ,4 : ' ;,«'+ 4 d )CI !+ T 1 • . f + 1 j3 ,1 . 4 Mad TO ALI a r {VIA T 10 IP TOr6 ` •, sir ci7.��. t _- _ -- =x >p, r . _ ,_ F =� 4 =__ -- + Y• ;� "ChG f I \`� M8B GbA CdC Sb .e '.I ��• `r. i ♦A r M y�: qq NAT• �� - Y_2�'S6 'ef!_ Sri / + TORR It, .E, INIAt'+ cnT c NE \ me CSA 1 — .:.._ "'» SD' • ;� - c� ` I t �. t 611 '-vAaB will .t„' ChC .. {. ' �- , }i3•"+' - � a die `- � � ��. GbA �� •r Is ;1 ' } "yrr GbA RU RO ` RU 1p coo Pm I » .. �, i. 7 Star. '''• S� ' ' `_- / �• /�' cnc �`,-o l Gba rI M.\ `F, Y1 I�_.. RIVERSIDE COUNTY, CALIFORNIA 77 TABLE 12. —Soil and water features �bsence of an entry indicates the feature is not a concern. See text for descriptions of symbols and such terms as "rare," "brief," and "perched." The symbol < means less than; > means greater than] Hydro- Flooding High water table Bedrock Soil name and logic map symbol group Frequency Duration Months Depth Kind Months Depth Hardness Ft In Badland: .BA. Borrow pits: B P. Bull Trail: BtE----------------- Cajon: aD----------------- Cajon Variant: Cb D----------------- Carrizo : CCC ----------------- Carsitas CdC, CdE, ChC, CkB. CFB------------------- Carsitas Variant: CmB, CmE ------------ Chuckawalla: COB Co D, C nC, C n E. achella: CpA, CpB, CsA ------ CrA------------------ Fluvaquents: Fa------------------- Fluvents: Fe------------------- Gilman: G..aa••6", GbA, Gb B, GeA. f'GcAAGdA, GFA ------ Gravel pits and dumps: G P. Imperial: IeA------------------ IFA------------------ ImC is Impperial part_ _ _ _ _ _ _ Gullied land.part. Imperial: IoC is Imperial part -------- Gullied land part. Indio: P.;:I:s- -------- - - - - -- Ir, I.t- ---=--- - - - - -- Lithic Torripsamments: LR1: Lithic Torripsamments part. Rock outcrop part. B A A A A A C B B B D A/D B D D D I1 a M None - - - - -- -------- - - - - -- ------ - - - - -- >6.0 ------ =- - - -- -- ------ -- - - -- None------ ------- - - - - - -- ------ - - - - -- >6.0 -------- - - - - -- - None - - - - -- -------- - - - - -- ------ - - - - -- >6.0 -------- - - - - -- ------ - - - - -- Rare- -- - - -- -------- - - - - -- - ----- - - - - -- >6.0 -------- - - - - -- ----- - - - - -- None - - - - -- -------- - - - - -- -- ---- - - - - -- >6.0 --------------- ------------ None ------ --------------- ____________ 2.011.0 Apparent----- Jan-Dee ---- None - - - - -- -------- - - - - =- ------ - - - - -- >6.0 -------- - - - --- - None - - - - -- -------- - - - - -- ------ - - - - -- >6.0 --- ----- - - - - -- ------ - - - --- None------ -------- - - - - -- ------ - - - - -- >6.0 -------------- ------------ None ------ __ __ _________ ________ _____ 3.0 -5.0 Apparent ----- Jan - Dec_ -__ Frequent___ Very long_____ Apr-Sep ---- 0.5 -2.0 Apparent__ -.- Jan- pec ---- Occasional__ Very brief ---- Jan - Dec____ >6.0 ______ ___ _ _ _ __ ___ ___ ______ Rare- - - - - -- -------- - - - - -- ------ - - - - -- >6.0 -------- - - - - -- ------ - - - - -- None______ _____ ___ _ _ ____ _______ __ _ __ 3.0 -5.0 Apparent___ -- Apr-Oct ---- None------ -------------- ------------ None ------ -------- - - - - - - ------ - - - - -- None- ----- ------ - -- - -- ----- - - - - -- None------ ----------=---- - - - - -- - - -- None------ - - - - -- - - - - -- --- --- - - - - -- None ------ --=-- - - - - - -- -- ------ - - - - -- None-=---- I-------- ----- -1------ - - - - -- >6.0 1.0 =3.0 >6.0 1:5 -5.0 >6.0 3.0 -5.0 >6.0 Apparent__ _ _ _ I Jan - Dec---- 1. Apparent----- >60 ---- - - - - -- >60 -- -- - - - - -- >60 ---- - - - - -- >60 ---- - - - - -- >60 ---- - - - - -- >60 ---- - - - --- 6 -20 .Rippable. >60 ----------- >60 -- - - - - -- >60 ---- - - - - -- >60 ---- - - - - -- >60 ---- - - - - -- >60- ---- - - - - -- >60 ---- - - - - -- >60 --- - - - - - =- >60 ---- - - - - -- >60: ---- - - - - -- Jan-Dec-'- 7_I --------- -------------- > 60 Jan = ec____ ' >60 -------------- I- ------ - - - - -1 .1 -10 Hard. •,f 500 d w 40C 350 v 300 .c 0 250 J L 200 J 150 M v 35 a�• a i 0 30 0 N 25 .E S 20 19 18 H 17 16 0 15 0 14 c 13 c 12 II w 0 9 E ~ 8 7 6 5 4 LIMITATIONS: Tc' L I. Maximum length 100 1000 area = 10 Acres 90 900 80 800 Y 70 700 400 60 c > 600 n. o ^� 50 0 o , 500 d w 40C 350 v 300 .c 0 250 J L 200 J 150 M v 35 a�• a i 0 30 0 N 25 .E S 20 19 18 H 17 16 0 15 0 14 c 13 c 12 II w 0 9 E ~ 8 7 6 5 4 LIMITATIONS: I. Maximum length =1000 2, Maximum area = 10 Acres a H Y U v 400 c 300 > 200 o ^� a E 100 o , 0 80 5`o 0 E Q' H 30 0) ai v ac, 20 0 a c 1 0 # 8 6 K Al Undeveloped 0 _ Good Cover 2 w Undeveloped 0 ,� !e Fair Cover .6 :4 Undeveloped 0 0 ,3 l21 .Poor Cover 2 / Single Family 50 (I/4 Acre) Commercial 0 (Pav a� 21 a� w w o RCF'C 81 WCD HYDROLOGY J\iIANUAL KEY L-•H -Tc —K —Tc' Tc 5-1 r 6 v Q 4' 7 c a> e o. 0 n� 9 0 10 E v II � a� 12 c 0 14 . 15 N 16 5 17 E 18 c 19-- 20 1- C 0 0 c 25 c 0 U w 0 30 EXAMPLE: E i= (1) L =5501 H =5.0, K = Single Family(1 /4 Ac.) 35 Development , Tc = 12.6 min, (2)'L =550', H =5.0', K= Commercial 40 Development ,. Tc = 9.7 min. Reference: Bibliography. item No. 35. PLATE D -3 r m v N 0 r RAINFALL INTENSITY - INCHES PER HOUR vCATHEDRAL CITY CHERRY VALLEY CORONA DESERT HOT SPRINGS ELSINORE - MILDOMAR C r DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY C) MINUTES MINUTES MINUTES MINUTES MINUTES 10 100 10 100 10 100 10 100. 10 100 oft YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR 5 3.65 5.49 5 3.10 4.78 5 4.39 6.76 5 3.23 4.94 5 4.14 6.76 ` 6 7 3.73 3.41 6.08 5.56 6 7 3.30 3.03 4.97 4.56 6 7 2.84 2.64 4.38 6 7 3.95 6.08 6 2.96 4.53 D 8 3.15 5.15 a 2.82 4.24 8 2.47 4.07 3.81 8 3.62 3.35 5.56 5.15 7 8 2.75 2.58 4.21 3.95 9 2.95 4.81 9 2.64 3.97 9 2.34 3.60 9 3.13 4.81 9 2.44 3.73 v 10 2.77 4.52 10 2.49 3.75 10 2.22 3.43 10 2.94 4.52 10 2.32 3.54 y 11 2.'62 4.28 11 2.36 3.56 11 2.12 327 11. 12.T8 4.28 11 2.21 3.39 r 12 2.49 4.07 12 2.25 3.39 12 2.04 3.14 12 2.65 4.07 12 2.12 3.25 13 2.38 3.88, 13 2.16 3.25 13 1.96 3.02 13 2.53 3.88 13 2.04 3.13 14 2.28 3.72 14 2.07 3.12 14 1.89 2.92 14 2.42 3.72 14 1.97 3.02 15 2.19 3.58 15 1.99 3.00 15 1.83 2.82 15 2.32 3.58 IS 1.91 2.92 16 2.11 3.44 16 1.92 2.90 16 1.77 2.73 16 2.24 3.44 16 1.85 2.83, 1.7 2.04 3.32 17 1.86 2.80 17 1.72 2.66 17 2.16 3.32 17 1.80 2.75 18 I.* 9T 3.22 18 1.80 2.71 18 1.68 2.56 18 2.09 3.22 18 1.75 2.67 19 1.91- 3.12 19 1.75 2.64 19 1.63 2.52 19 2.03 3.12 19 1.70 2.60 20 1.85 3.03 20' 1.70 2.56 20 1.59 2.46 20 1.97 3.03 20 1.66 2.54 22, 1.75 2'.86 22 1.61 2.43 22 1.52 2.35 22 1.86 2.86 22 1.59 2.43 24 1.67 2.72 24 1.54 2.32 24 1.46 2.25 24 1.77 2.72 24 1.52 2.33 26 1.59 2.60 26 1.47 2.22 26 1.40 2.17 26 1.69 2.60 26 1.46 2.24 28 1.52 2.49 28 1.41 2.13 28 1.36 2:09 28 1.62 2.49 28 1.41 2.16 30 1.46 2.39 30 1.36 2.05 30 1.31 2.02 30 1.55 2.39 30 1.37 2.09 32 1.41 2.30' 32 1:31 1.96 32 1.27 1.96 32 1.50 2.30 32 1.33 2.03. z 34 1.36 2.22 .34 1.27 1.91 34 1.23 1.90 34 1.45 2.22 34 1.29 1.97 36 1.32' 2.15 36 1.23 1.85 36 1.20 1.85 36 1.40 2.15 36 1.25 1.92 M 38 1.28 , 2.09 38 1.20 1.80 38 1.17 1.81 38 1.36 2.09 38 1.22 1.87 C Z Vi 40 1.24 2.02 40 1.16 1.75 40 1.14 1.76 40 1.32 2.02 40 1.19 1.82 m (n 45 1.16 1.89 45 1.09 1.64 45 1.08 1.66 45 1.23 1.89 45 1.13 1.72, D 50 1.09 1.78 50 1.03 1.55 50 1.03 1.58 50 1.16 1.78 50 1.07 1.64 m � 55 1.03 1.68 55 .99 1.47 55 .98 1.51 55 1.09 1.68 55 1.02 1.56 U 60 .98 1.60 .60 .93 1.40 60 .94 1.45 60 1.04 1.60 60 .98 1.50 I z Q 65 .94 1.53 65 .89 1.34 65 .90 1.40 65 .99 1.53 65 .94 1.44 Q 70 .90 1.46 70 .85 1.29 70 .87 1.35 70 .95 1.46 70 .91 1.39 75 80- .86 .83 1..41 75 .82 1.24 75 .84 1.30 75 .91 1.41 75 .88 1.35 1.35 80 .79 1.20 80 .82 1.26 80 .88 1.35 80 .85 1.31 D D 85 .80 1.31 85 .77 1.16 85 .80 1.23 85 .85' 1.31 85 .83 1.27 0 SLOPE _ .580 SLOPE _ .550 SLOPE _ .480 SLOPE '= .580 SLOPE _ .480 Z Precipitation Frequency Data Server POINT PRECIPITATION FREQUENCY ESTIMATES • FROM NOAA ATLAS 14:,y , CaliforniA 33.61559 N 116.23244 W 42 feet from "Precipitation- Frequency Atlas of the United States" NOAH Atlas 14, Volume I, Version 3 G.M. Bonnin, D.. Todd, B. Lin, T. Parzybok, M.Yekta, and D. Riley NOAA, National Weather Service, Silver Spring, Maryland, 2003 . Extracted: Tue Jul 5 2005 • Page 1 of 5 1 hese precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval. [Oh, {OfaN al)le please refer to the documentation for more information. NOTE: Formatting forces estimates near zero to appear as zero. http : //hdsc.nws.noaa. gov /cgi- binlhdsclbui ldout.perl ?type =pf &series =pd &units =us &statena... 7/5/2005 r m M tO t? 3-HOUR RAINFALL PATTERNS STORM 6'-HOUR STORM IN PERCENT 24 -HOUR STORM \ �- TIME PER]00 - 5 -MIN PERIOD 10 -MIN PERiOD'.PERIOD 15 -04IN 30 -MIN' TIME 5 -MIN PERI00 PERIOD PERI00 10 -MIN IS -MIN 3o -MIN TIME PERIOD PER100 PERIOD PERIOD 5 -MIN PERIOD TIME PERIOD 15 -MIN PEPIOD 30 -MIN PERI00 60 -MIN TIME PERIOD PERIOD IS -MIN PERIOD 1 1.3 2.6 3.7 8.5 1 .5 1.1. 1.7 3.6 .09 1.7 1 .2 .5 1.2 49 2.5 ZZ2 1.3 2.6 4.8 10.0 2 .6 1.2 1.9 4.3 50 I.B 2 .3 .7 1.3 50 2.6 3 4 1.1 1:5 3.3. 3.3 5.1 13.9 3 .6 4.9 17.s 4 .6 1.3 2.1 0,8 SI 1.4 2.2 4.9 52 1.9 2.0 3 .3 .6 l.8 5l 2.8 D 5 6 1.5 1.8 3.3 3.4 6.6 29.9 5 .6 7.3 20.3 1:4 2.4 5.3 53 2.1 4 5 .4 .3 .7 .8 2.1 2.8 52 53 2.9 3.4 e- 7 1.5 4.4 6 .7 8.4 7 1.5 2.4 5.8 54 2.1 6 .3 1.0 2.9 54 3.4. 0 1.8- 0.2 .7 9.0 8 .7 1.6 2.4 6.8 55 1.6 2.5 9.0 56 2.2 2.3 7 8 .3 .4 1.0 1.1 3.8 .4 .6 55 56 2.3 2.3 9 10 1.8 1.5 5.3 "5.1 12.3 9 .7 17.6 10 .7 1.6 2.6 11.6 57 1.6 2.7 1.4.4 So 2.4 2.4 9 10 .4 1.3 1.5 6.3 B.2 57 2.7 11 12 1.6 1.8 '6.4 5.9 16.1' 11 .7 ♦.2 12 1.6 2.8 25.1 5q 2.5 11 .4 .5 1.3 7,0 SB 59 2.6 2.6 13 2.2 7.3 .8 13 .8 1.7 3.0 4.4 60 1.7 3.2 2.6 12 13 .5 1.6 1.8 7,3 IO.B 60 2.5 14 15 2.2 2.2 8.5 14.1 l4 .8 l5 61 1.8 3.6 - 62 3.1 3.6 le .5 .5 2:0 11.4 61 62 2.4 2.3 16 2.0 �lo•I .8 16 .8 1.8 4.3 63 1.B 4.7 3.9 15 l6 .S .6 2.1 2.5 1'0.4 B,5 63 1.9 17 18 2.6 2.7 3.8 2.4 17 .8 18 6♦ 2.0 5.4 65 2.0 4.2 4.7 17 .6 3.0 1.4 64 65 1.9 .4 19 2.4 .8 19 .8 6.2 66 2.1 6.9 5.6 18 19 .7 .7 3.3 3.9 1.9 1.3 66 .4 20 21 2.7 3.3 20 .B 21 .8 67 2.2 7.5 68 2.5 10.6 1.9 ,9 20 21 .8 .6 4.3 3.0 1.2 1.1 67 68 .3 .3 22 23 3.1 2.9 22 .B 23 .B 69 2.8 14.5 70 3.0 3.4 6 .5 22 23 .7 .8 ♦.0 3.8 1.0 69 70 .5 .5 24 25 3.0 3.1 24 .9 25 �.e 71 3.2 1.0 72 3.5 ,3 ,2 24 .8 3.5 .9 .8 7l 72 .5 .4 26 4.2 26 '.9 3.9 25 26 .9 .9 5.1 S.7 73 74 .4 27 28 5.0 3•S 27 .9 28 .9 4.2 4.5 27 28 1.0 1.0 6.8 4.6 75 •4 .3 29 30 6.8 7.3 29 .9 4.8 29 1.0 S.3 76 7T .2 .3 D 31 8.2 30 .9 31 .9 5.l 6.7 30 31 1.1 1.2 5.1 4.7 78 79 ,4 _ 32 33 5.9 2.0. 32 .9 33 1.0 B.1 10.3 32 33 1.3 1.5 3.0 B BO .3 .2 Z Z 34 35 I.B 1.8 34 1.0 35 1.0 2.8 1.1 34 35 1.5 1.6 .6 1.0 81 82 .3 .3 36 .6 36 1.0 ,5 36 1.7 .9 83 84 .3 .2 r 37 I.0 37 1.9 .8 BS .3 1 r' 3B 1.1 39 1.1 38 39 2.0 2.1 .5 .7 86 B7' .2 .3 rn 40 1.1 41 1.2 40 41 2.2 I.5 .S .6 BB .2 42 1.3 42 1.5 .5 B9 90 •3 .2 ^ 43 1.♦ 44 1.4 43 2.0 •5 9l .2 rn 45 1.5 44 45 2.0 1.9 .5 .5 92 93 •2 .2 46 1.5 47 1.6 46 4T 1.9 1.7 .4 .0 94 95 .2 T 48 1.6 ♦B 1.8 .4 96 .2 .2 Z NOTES: 1. 3 and 6 -hour patterns based on the Indio area thunderstorm of September 24,1939. 2. 24 -hour patterns based on the general storm of March 2 a 3,1938. RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II Cover Type (3) Quality of Soil Group A B I C D Cover (2) NATURAL COVERS - Barren 78 86 91 93 (Rockland, eroded and graded land) Chaparrel, Broadleaf Poor 53 70 80 85 (Manzonita, ceanothus and scrub oak) Fair 40 63 75 81 Good 31 57 71 78 Chaparrel, Narrowleaf Poor 71 82 88 91 (Chamise and redshank) Fair 55 72 81 86 Grass, Annual or Perennial Poor 67 78 86 89 Fair 50. 69 79 84 Good 38 61 74 80 Meadows or Cienegas Poor 63 77 85 88 (Areas with seasonally high water table, Fair 51 70 80 84 principal vegetation is sod forming grass) Good 30 58 72 78 Open Brush Poor 62 76 84 88 (Soft wood shrubs - buckwheat, sage, etc.) Fair 46 66 77 83 Good 41 63 75 81 Woodland Poor 45 66 77 83 (Coniferous or broadleaf trees predominate. Fair 36 60 73 79 Canopy density is at.least 50 percent) Good 28 55 70 77 Woodland, Grass Poor 57 73 82 86 (Coniferous or broadleaf trees with canopy Fair 44 65 77 82 density from 20 to 50 percent) Good 33 58 72 79 URBAN COVERS - Residential or Commercial Landscaping Good 32 56 69 75 (Lawn, shrubs, etc.) Turf Poor 58 74 83 87 (Irrigated and mowed grass) Fair 44 65 77 82 Good 33 58 72 79 AGRICULTURAL COVERS - Fallow 76 85 90 92 (Land plowed but not tilled or seeded) R C F CuW'2 C® RUNOFF INDEX NUMBERS HYDROLOGY JN /JANUAL FOR PERVIOUS AREAS PLATE E -6.1 0 of 2) 1 11 RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II Cover Type (3) Quality ofj Soil Group Cover (2 )1 A I B I C I D AGRICULTURAL COVERS (cont.) - Legumes, Close Seeded (Alfalfa, sweetclover, timothy, etc.) Orchards, Deciduous (Apples, apricots, pears, walnuts, etc.) Orchards, Evergreen (Citrus, avocados, etc.) Pasture, Dryland (Annual grasses) Pasture, Irrigated (Legumes and perennial grass) Row Crops (Field crops - tomatoes, sugar beets, etc.) Small Grain (Wheat, oats, barley, etc.) Vineyard Poor 66 89 Good 58 177 185 72 81 85 See Note 4 Poor 57 73 82 86 Fair 44 65 77 82 Good 33 58 72 79 Poor 67 78 86 89 Fair 50 69 79 84 Good 38 61 74 80 Poor 58 74 83 87 Fair 44 65 77 82 Good 33 58 72 79 Poor 72 81 88 91 Good 67 78 85 89 Poor 65 76 84 88 Good 63 75 83 87 1 See Note 4 Notes: 1. All runoff index (RI) numbers are for Antecedent Moisture Condition (AMC) II. 2. Quality of cover definitions: Poor - Heavily grazed or regularly burned areas. Less than 50 per- cent,of the ground surface is protected by plant cover or brush and tree canopy. Fair - Moderate cover with 50 percent to 75 percent of the ground sur- face protected. Good -Heavy or dense cover with more than 75 percent of the ground surface protected. 3. See Plate C -2 for a detailed description of cover types. 4. Use runoff index numbers based on ground cover type. See discussion under "Cover Type Descriptions" on Plate C -2. 5. Reference Bibliography item 17. R C F C a W C D RUNOFF, INDEX. NUMBERS ; J- JYDROL OGY 1\/JANUAL FOR PERVIOUS AREAS PLATE E -6.1 (2of 2) -1: m .< D n C D r 'O r -D-I m O -w N RUNOFF COEFFICIENTS FOR RI INDEX NO. = 52 IMPERVIOUSI INTENSITY - INCHES /HOUR PERCENT .0 .5 1.0 1.5 2.0. 2.5 3.0 3.5 4.0 5.0 6.0 0. S. 10. I5. 20. 25. 30. 35. 40. 45. 50. 55. 60. 65. 70. 75. 80. 85. 90. 95. 100. .00 .26 .40 .49 .56 .60 .64 .67 .69 .72 .75 .04 .29 .43 .51 .57 .62 .65 .68 .70 .73 .75 .09 .32 .45 .53 .59 .63 .66 .69 .T1 .7.4 .76 .13 .36 .48 .56 .61 .65 .68 .70 .72 .75 .77 .18 .39 .50 .58 .63 .66 .69 .71 .73 .76 .78 .22 .42 .53 .60 .64 .68 .70 .72 .74 .77 .79 T .45 .55 .62 .66 .69 .72 .74 IS .78 .79 .48 .58 .64 .68 .71 .73 .75 .76 .78 .80 .36 .52 .60 .66 .69 .72 .74 .76 .77 .79 .81 .40 .55 .63 .68 .71 .74 .76 .77 .78 .80 .82 .45 .58 .65 .70 .73 .75 .77 .78 .79 .81 .82 .49 .61 .68 .72 .75 .77 .78 .T9 .80 .82 .83 .54 .64 .70 .T4 .76 .78 .80 .81 .82 .83 .84 .58 .68 .73 .76 .78 .80 .81 .82 .83 .84 .85 .63 .71 .75 .78 .80 .81 .82 .83 .84 .85 AS .67 .74 .78 .80 .81 .83 .83 .84 .85 .86 .86 .72 .77 .80 .82 .83 .84 AS .85 .86 .86 .87 .76 .80 .83 .84 .85 .86 .86 .86 .87 .87 .88 .81 .84 .85 .86 .87 .87 .87 .88 .88 .88 .88 .86 .87 .88 .88 .88 .89 .89 .89 .89 .89 .89 .90 .90 .90 .90' .90 .90 .90 .90 .90 .90 .90 RUNOFF COEFFICIENTS FOR RI INDEX NO. = 56 • RUNOFF COEFFICIENTS FOR RI INDEX NO. = 54 IMPERVIOUS INTENSITY - INCHES /HOUR PERCENT .0 .5 1.0 1.5 7.0 2.5 3.0 3.5 4.0 5.0 6.0 0. S. 10. 15. 20. 25. 30. 35. 40. 45. 50. 55. 60. 65. 70. 75. 80. 85. 90. 95. 100. IMPERVIOUS INTENSITY - INCHES /HOUR IMPERVI PERCENT PERCENT .0 .5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 5.0 6.0 0. S. 10. 15. 20. 25. 30. 35. 40. 45. 50. 55. 60. 65. 70. 75. 80. 85. 90. 95. 100. . -00 .29 .44 .53 .59 .63 .67 .69 .TI .74 .77 .04 .32 .46 .55 .61 .65 .68 .70 .72 .75 .77 .09 .35 .49 .S7 .62 .66 .69 .71 .73 .76 .78 .13 .38 .51 .59 .64 .67 .70 .72 .74 IT .79 .18 .41 .53 .60 .65 .69 .71 .73 IS .78 .79 .22 .44 .55 .62 .67 .70 .73 .74 .76 .78 .80 .27 .47 .S8 .64 .68 .71 .74 .75 .77 .79 .81 .31 .50 .60 .66 .70 .73 .7S IT .78 .80 .81 .36 .53 .62 .68 .71 .74 .76 .78 .79 .81 .82 .40 .56 .65 .70 .73 .75 .77 .79 .80 .81 .83 .45 .60 .67 .71 .7S IT .78 .80 .81 .82 .83 .49 .63 .69 .73 .76 .78 .80 .81 .82 .83 .84 .54 .66 .72 .7S .76 .79 .B1 .82 .83 .84 AS .58 .69 .74 .77 .79 .81 .62 .83 .63 .85 .85 .63 .T2 .76 .79 .81 .82 .83 .84 .84 .85 .86 .67 .75 .78 .81 .82 .83 .84 .85 .85 .86 .87 .72 .78 .81 .83 .84 .85 .85 .86 .66 .87 .87 .76 .81 .83 .84 .85 .86 .87 .67 .87 .88 .88 .81 .84 :A5 .86 .97 .87 .M .88 .A8 .88 .89 .86 .87 .86 .68 .88 .69 .89 .89 .89 .89 .89 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 0. S. 10. 15. 20. 25. 30. 3S- 40. 45. 50. 55. 60. 65. 70. 75. 80. 85. 90. 95. 100. .00 .28 .42 .51 .5T .04 .31 .45 .53 .59 .09 .34 .47 .55 .61 •13 .37 .49 .57 .62 .18 .40 .52 .59 .64 ..22 .43 .54 .61 .66 .27 .46 .56 .63 .67 •31 .49 .59 .65 .69 .36 .53 .61 .67 TO .40 .56 .64 .69 .72 .45 .59 .66 .71 .74 .49 .62 .68 .73 .75 .54 .65 .71 .74 IT .58 .68 .73 .76 .79 .63 .71. .76 .78 .80 .67 .74 .78 .80 .82 .72 .78 .80 .82 .83 .76 .81 .83 .84 .85 .81 .84 .85 .86 .87 .86 .87 .88 .88 .88 .90 .90 .90 .90 .90 .62 .65 .68 .70 .73 .76 .63 .67 .69 .T1 .74 .76 .65 .68 TO .72 .75 IT .66 .69 .71 .73 .76 .78 .68 TO .7? .74 .77 .T9 .69 .71 .73 .75 .78 .79 .70 .73 .75 .76 .78 .80 .72 .T4 ,76 IT .79 .81 .73 .75 IT .78 .80 .81 .75 .76 .78 .79 .81 .82 .76 .78 .T9. .80 .82 .83 .77 .79 .80 .81 .83 .84 .79 .80 .81 .82 .83 .84 .80 .81 .82 .83 .84 .85 .82 ..03 .83 .84 .85 .86 .83 .84 .84 .85 .86 .86 .84 .85 .86 .86 .87 .87 .86 .86 .87 .87 .88 .86 .87 .88 .88 .88 .88 .89 .89 .89 .89 .89 .89 .89 .90 .90 .90 .90 .90 .90 RUNOFF COEFFICIENTS FOR RI INDEX NO. a 58 INTENSITY - INCHES /HOUR .0 .5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 5.0 6.0 .00 .31 .46 .55 .61 .65 .68 .71 .73 .75 .18 .04 .34 .48 .57 .62 .66 .69 .72 .73 .76 .78 .09 .37 .50 .58 .64 .67 .70 .72 .74 .77 .79 .13 .40 .52 .60 .65 .69 .71 .73 .75 .78 .79 .18 .43 .55 .62 .67 .70 .72 .74 .76 .78 .80 .22 .46 .57 .64 .68 .71 .74 .7S .77 .79 .81 .27 .48 .59 .65 .69 .72 .7S .76 .78 .80 .81 -31 .51 .61 .67 .71 .74 .76 . IT .79 .81 .82 .36 .54 .63 .69 .72 .75 .77 .78 .79 .81 .83 .40 .57 .66 .71 .74 .76 .78 .79 .80 .82 .83 .45 .60 .68 .72 .75 .77 .79 .80 .81 .83 .84 .49 .63 .70 .74 IT .79 .80 .81 .82 .83 .84 .54 .66 .72 .76 .78 .80 .81 .82 '. B3" ­84'' .85 .58 .69 IS .78 .80 .81 .82 .83 .84 .85 .86 .63 .72 .77 .79 .81 .82 .83 .84 .85 .86 .86 .67 .75 .79 .61 .83 .84 .85 .0S .86 .86 .87 .72 .78 .81 .83 .84 .85 .86' .86 .86 .87 .68 .76 .81 .83 .8S .86 .86 .87 .87 .87 .88 as 81 :84 .86 .86 47 ...:87.... 9W- _:B.A._ �_..��..�.._ .86 .87 .88 .88 .89 .89 .89 .89 .89 .89 .89 .90 .90 .90 -------- 9a-- -.9'0- ;,40, R/W 50' 31.67' 0(cfe) Q(cfs) 2.0 1.0 "-0.10 0.103D-50.17 Page G-20 'A (f t!) I D (ft.) ().65 0 (cf 5) 5.7 0.60 SM 300 ti 0.20 10.0- -0.50 2.7 so 2.016.9 0.40 8.0- 0.09 - zoo- 0.08. 7.0- 0.07 6.0- 005 4.0- 100- - 90- 80- 3.0 -= 70- EXAMPLE (See Dashed Line) 60- 2.0- Given 0. 82 cfs 50-: S= 10.0% 40- Find D- 0.60ft. *A- 5.7 ft. 2 - 301 1.0- R/W 50' 31.67' 0(cfe) Q(cfs) 2.0 1.0 "-0.10 0.103D-50.17 Page G-20 'A (f t!) I D (ft.) ().65 5.7 0.60 4.5 ti 0.20 3.6 -0.50 2.7 0.45 2.016.9 0.40 0.* 0.09 0.08. 0.07 0.06• 005 R/W 50' 31.67' 0(cfe) Q(cfs) 2.0 1.0 "-0.10 0.103D-50.17 Page G-20 'A (f t!) I D (ft.) 0.30 0.49--trr0.25 0.17 =D =0.67 s 1-0.15 0.099- NOTE THE 0 DETERMINED FROM THIS CHART IS FOR ONE HALF OF STREET. 0.059 0,10 LOS ANGELES COUNTY ROAD DEPARTMENT STREET FLOW REFERENCE SHEET MAJOR HWY. -Chart 5 of 5 _j D-08 ().65 5.7 0.60 4.5 0.55 3.6 -0.50 2.7 0.45 2.016.9 0.40 0.30 0.49--trr0.25 0.17 =D =0.67 s 1-0.15 0.099- NOTE THE 0 DETERMINED FROM THIS CHART IS FOR ONE HALF OF STREET. 0.059 0,10 LOS ANGELES COUNTY ROAD DEPARTMENT STREET FLOW REFERENCE SHEET MAJOR HWY. -Chart 5 of 5 _j D-08 r"'e, y rx/ uiod mrl /P rl,?1u1 :20 fZ V, /V S/ ooy jo nop-i,,7g 1 "T fi 10-707 q 7 7 57* a. 00 �o z . pol �00 - Its a0 14 .57'7- F 9 yZ,y.o. ol :Z's SL 9 —6* �L01� 4, 0 VU v� rov zi - o i 9L 0 Wo f 9' D V / Jq 10 JVWIJO/Y fi V LOAD FOR REINFORCED . CONCRETE PIPE CASE III BEDDING STD. DWG. 2 -D 177 ® ®moo ©� ©o��i�� ®� ®��■��mn� M WIX -A ����s��Ef� �����man �s���s���■������■ ���1�����r��� :tea ' 1=11MIIOiGtiIIMI IIIIIIIIIIIIIIIE OEM �� c� MNEW ain DATA: Safety focior =l.25 NOTE: This is tobe used for overmgs roll conditions: increase Load factor= /.e for .Case ZT, Z./ for Case r. where $oil ono /ys/s indieales greater earth loads Live load - / 19-20, 3-/6 /ruck. Where soi /s having /ow cohesive values . axis /, use Earth /oad- //O AC-f (Aobistotis farmu /a1. D -/cods calculated for Frojection Caidifion. NOTES' Where cover is greater than /0' and °Wl exceeds /0, use (a) or a bolo wcase I bedding may be used with the D -loads shown an this sheet for values of ''W —fiaf exceeding &a following: W' =15' for .ppe 49'or less in dlame/si WS22'for pipe 72' ar less fn diorneter. 2B' for pipe 96' of less in diameter. Where 'W'exCeedS the above vo/ues, use Option No./ as shown on a7*V1 No.2 of this standard. (bJUse Option No.2 on sheet Nat. • Page 1 of 1 Chris Bergh From: Paul Goble [Pgoble @la- quinta.org] Sent: Tuesday, June 28, 2005 4:10 PM To: Chris Bergh (E -mail) Cc: Noel Owsley (E -mail) Subject: FW: Tentative Tract Map 32398 - Robert Schumacher PCN 05148 Please find a street width review and recommendation as requested yesterday from Brian. Please proceed with your plan corrections as applicable. First round check comments indicate hydro /grading issue's are the areas of concern. Also, please confirm that sidewalk removal from the original concept is acceptable to planning and that the City has agreed that you have substantially conformed to the tentative map, on all other changes made. Plan check history: 06/03/2005 - Paul reviewed and annotated 1st round NRO redlines. Problems with hydrology, isolated grading busts and required sub conformance approval before resubmittal. Planning may require PC review of sidewalk deletion. Hydrology report and related aspects need most of the redline attention. Redlines given to Jesse to return to MDS for correction and handling. Thanks Paul Goble, P.E. City of La Quinta Public Works , - - - -- Original Message---- - From: Brian Ching Sent: Tuesday, June 28, 2005 1:03 PM To: Paul Goble Subject: Tentative Tr 239Z"- Robert Schumacher Paul, checked with Community Development and gathered the following information. 1. The approved Tentative Map Private Street sections calls for a 32 feet.gutter flow line to gutter line. 2. The Recommended Conditions of Approval to City Council called for 32 feet gutter flow line to flow line. 3. Minutes of the City Council Meeting did not change the travel width to 35 feet as indicated in Final Conditions of Approval as Adopted by Resolution on November,16, 2004. Therefore, I- believe the applicant is allowed 32 feet flow line to flow line as recommended by Pub li orks'and consistent with the General Plan. Ching City of La Quinta (Public Works Department T6one: (760 777 -7044 •Taz• (760 ) 777 -7155 email 6ching@ra-quinta.org 6/28/2005 • `r Appendix G­- Drainage Area Map Exhibits Plate T - Unit Hyd.rograph Hydrology Plate 2 -. Storm Drain Rational Method: Hydrology Plate 3: - Catch Basin Rational Method Hydrology Tract No. 323918 ,lip ""P PROJHCT SITE TRACY 82898 e� AIRPORT BOULEVARD AVENUE 60 AVENUE 61 AVENUE 62 NOT TO SCALE 0 50 100 200 400 I\S r � Em XX kip w,# s :w` w. t u � d S ` MM {,,.eI111n1�InAA w�eNwlowp! " ° Y+o r e E w" + � °.fit• � �! �, • ., DRAINAGE BOUNDARY TRACT BOUNDARY P DIRECTION OF FLOW e Mal, * NODE NO. r s DRAINAGE AREA DESIGNATION 2. DRAINAGE AREA (ACRES) MORSE 17320 Redhill Ave. PLATE .Suite 350 _ D O K I C X Irvine, CA 92614 Voice: 949.251 -8821 n S C M U I, i Z FAX: 949.251.0516 LJ PLANNERS ENGINEERS SURVEYORS �r TRACT 32398 POST DEVELOPMENT MAINLINE RATIONAL METHOD MAP I: 63100 HYDR0L0G PLATE 2 32398.dwg 8/16/05 I 57 t / rya i 56 a222 a 23..4 0 �I ff r � Em XX kip w,# s :w` w. t u � d S ` MM {,,.eI111n1�InAA w�eNwlowp! " ° Y+o r e E w" + � °.fit• � �! �, • ., DRAINAGE BOUNDARY TRACT BOUNDARY P DIRECTION OF FLOW e Mal, * NODE NO. r s DRAINAGE AREA DESIGNATION 2. DRAINAGE AREA (ACRES) MORSE 17320 Redhill Ave. PLATE .Suite 350 _ D O K I C X Irvine, CA 92614 Voice: 949.251 -8821 n S C M U I, i Z FAX: 949.251.0516 LJ PLANNERS ENGINEERS SURVEYORS �r TRACT 32398 POST DEVELOPMENT MAINLINE RATIONAL METHOD MAP I: 63100 HYDR0L0G PLATE 2 32398.dwg 8/16/05 I NOT TO SCALE a ON AWN !WAND-OARMANNOM WIN 424.2 424.8 x F 424.8 x lil—* x C4 '219 X G *"3.2 X .4 4221 428.8 42' x 21 9" 424.1 44 A3 23.9 �i 424.4 X x429,? 24.8 X 423.6 X1 423 (141� 11 �42X fff jj�j 423.5 4 ' 4, �4axz 4213 1 LX1,