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326833-az 9 3,-5 iminsuu ,3 3-az 9 3,-5 Oy w ■ ■ ■ 0 0 w L W cr L n04 10 IV CAL %Y0 0 ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ f. v. N ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ f. v. N PARDUE;"COR.N ;WELL &/A.SSbCIATES, PLANNIN -d" •'' -ENPINEERING • SUFZVEYING' HYDROLOGYAND HYDRAULIC CALCULATIONS WASHINGTON PARK RETAIL CENTER PHASE I & II LA QUINTA, CA PREPARED FOR. WASHINGTON 111 74 -770 HIGHWAY 111. SUITE 201 INDIAN WELLS, CA 92210 S Prepared under the supervision of. JAMES HAYWARD PARDUE, P.E. Date 1 S 1 KALMUS DRIVE SUITE M-2 • COSTA MESA, CA 92626 • PHONE (71 4) 241-3409 • FAx (71 4) 241-3432-. DISCUSSION: Washington Park Phase I & 11 consists of multiple general use retail buildings situated on approximately 41 acres of commercial zoned land. The site is located in the area bounded by Simon Dr. and Highway 111. The site is currently in use with an existing Lowe's Home Improvement store on site. Sewer, water, and storm drain facilities exist adjacent to the site. The drainage concept is to direct surface drainage to existing and proposed catch basins. These basins are in turn connected to various storm drain systems which direct flows to existing and proposed retention,basins at various locations throughout the site. Please note that:the retention basin sizes and related flood routing calculations were submitted and. approved as part of the Mass Grading plan review and are included herein with a - comparison indicating the tributary areas as they are currently designed versus the original assumptions at the time of mass grading. The onsite study is based on a 100 -year recurrence interval storm event. This report calculates the runoff expected to occur as a result'of this-event. The study is based on Riverside County Hydrology Rational Method calculations for hydrology and performed using AES Software. Pipe hydraulics were analyzed utilizing the Storm Cad hydraulics program by Haestad Methods. Included in this report are the following: 1. Hydrology Calculations . 2. Pipe Hydraulics 3. Catch Basin & Channel Sizing Calculations 4. Dry Well Nuisance Water Capacity 5. Hydrology Reference Data 6. Hydrology Map 7. Retention Basin Calculations a) Storage Calulations b) Water Surface Calculations (per basin) PARDUE, CORNWELL & ASSOCIATES, INC. 151 KALMUB DRIVE SUITE M-2 • COSTA MEGA, CA 92626 • PHONE (71 4) 241-3400 OF-AX(714)241-3432 HYDROLOGY CALCULATIONS ,PA'RDUE, CORNWELL & ASSOCIATES, INC. 151 KALMUS DRIVE SUITE M-2 • COSTA MESA, CA 92626 • 'PHONE (71 4) 241 -3400 • FAX (71 4) 241-3432 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling Version 6.OD) Release Date: 01/01/2004 License ID 1420' Analysis prepared by: * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * WASHINGTON PARK RETAIL CENTER * 100 Yr Study * W.O. 312 -1 File: 31.21.dat ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME:" S:\ 312 -1\ 3121. DAT❑❑ ❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑ TIME /DATE OF STUDY: 10:13 05/31/2004 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SI'ZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 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) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.6000 R.CFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD DOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS 'FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) •(FT) (FT) = - - -- --- - - - - -- ----------- - - - - -- - - - - -- - - - -- - - - - -- - - - -- (n) - - - - - -- -- - --- - - - -- --- - - - - -- ----------- - - - - -- - - - - -- - - - -- - - - - -- - - - -- 1 30.0 20.0 0.018/0.018/0.020 0.50 2.00 0.0313 0.167 - - - - - -- 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21 --------------------------------------------"-------------------------------- >>>>>RAT ONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] *• *.2 INITIAL SUBAREA .FLOW- LENGTH(FEET) = 402.00 UPSTREAM ELEVATION(FEET) _ . 78.30 DOWNSTREAM ELEVATION(FEET) = 73.30 ELEVATION DIFFERENCE(FEET) = 5.00 ' TC = 0.303 *[( 402.00 * *3) /( 5.00)) * *.2 = 8.023 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.351 USER - SPECIFIED RUNOFF COEFFICIENT = .8931 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 13.38 TOTAL AREA(ACRES) = 2.80 TOTAL RUNOFF(CFS) = 13:-38 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 202.00 TO NODE 22.00 IS CODE = 31 ---------------------------------------------------------- - ----------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW). <<<<< --------------- - ELEVATION DATA: UPSTREAM(FEET) = 71.00 DOWNSTREAM(FEET) = 70.40 FLOW LENGTH(FEET) = 118.00 MANNING'S N = 0.013 DEPTH OF, FLOW IN 24.0 INCH PIPE IS 17.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.36 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 13.38 PIPE TRAVEL TIME(MIN.) _ 10.37 Tc(MIN.) = 8.39 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 22.00 = 520.00 FEET. FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 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.).= 8.39 RAINFALL INTENSITY(INCH /HR)-= 5.21 ' TOTAL STREAM AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.38 FLOW PROCESS FROM NODE 221.00 TO NODE 222.00 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(FEET) = 200.00 UPSTREAM ELEVATION(FEET) = 74.20 DOWNSTREAM ELEVATION(FEET) = 73.50 ELEVATION DIFFERENCE(FEET) = 0.70 TC = 0.303 *[•( 200.00 * *3) /( 0.70)] * *.2 = 7.820 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.434 USER- SPECIFIED RUNOFF COEFFICIENT = .8932 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 3.01 TOTAL AREA(ACRES) = 0.62 TOTAL RUNOFF(CFS) = 3.01 - ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 222.00 TO NODE 22.00 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.) = 7.82 RAINFALL INTENSITY(INCH /HR) = 5.43 TOTAL STREAM'AREA(ACRES) = 0.62 PEAK'FLOW RATE(CFS) AT CONFLUENCE = 3.01 ** CONFLUENCE DATA ** Tc. INTENSITY STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 13.38 8.39 5.209 2.80 2 3.01 7.82 5.434 0.62 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 15.48 7.82 5.434 2 16.27 8.39 5.209 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.27 Tc(MIN.) _ TOTAL AREA(ACRES) = 3.42 LONGEST FLOWPATH FROM NODE 201.00 TO NODE MmV 22.00 = 520.00 FEET. FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE _ .31 >>>>> COMPUTE. PIPE -FLOW TRAVEL TIME'THRU SUBAREA«« < >>>>>USING•COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< --------------- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 70.40- DOWNSTREAM(FEET) = 70.20 FLOW LENGTH(FEET) = 182.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.20 ESTIMATED PIPE.DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 16.27 PIPE TRAVEL TIME(MIN.) = 0.95 Tc(MIN.) = 9.34 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 23.00 = 702.00 FEET. 0 FLOW PROCESS FROM•NODE 23.00 TO NODE 23.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESI.GNATE INDEPENDENT STREAM FOR CONFLUENCE«« < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM I ARE: TIME OF CONCENTRATION(MIN.) = 9.34 RAINFALL INTENSITY(INCH /HR) = 4.89 TOTAL,STREAM AREA(ACRES) = 3.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.27 FLOW PROCESS FROM NODE 231.00 TO NODE 232.00 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(FEET) = 467.00 UPSTREAM ELEVATION(FEET) =. 79.00 DOWNSTREAM ELEVATION(FEET) = 73.50 ELEVATION DIFFERENCE(FEET) = 5.50 TC = 0.303 *[( 467.00 * *3) /( 5.50)] * *.2 = 8.612 100 YEAR RAINFALL INTENSIT.Y(INCH /HOUR) = 5.128 USER - SPECIFIED RUNOFF COEFFICIENT = .8928 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 13.74 TOTAL AREA(ACRES) = 3.00 TOTAL RUNOFF(CFS) = 1.3.74 FLOW PROCESS FROM NODE 232.00 TO NODE 23.00 IS CODE 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< ----------- - - - - -- - TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.61 RAINFALL INTENSITY(INCH /HR) = 5.13 TOTAL STREAM AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.74 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 16.27 9.34 4.885 3.42 2 13.74 8.61 5.128 3.00 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM - RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 28.74 8.61 5.128 2 29.35 9.34 4.885 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 29.35 Tc(MIN.) = 9.34 TOTAL AREA(ACRES) 6.42 LONGEST FLOWPATH•FROM NODE 201.00 TO NODE 23.00 = 702.00 FEET. FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 31 -------------------- - ------------- 7 ----------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < >> » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 70:20 DOWNSTREAM(FEET) 68.10 FLOW LENGTH(FEET) = 312.00 MANNING'S N = 0.013 DEPTH' OF FLOW IN 30.0 INCH PIPE IS 23.3 INCHES PIPE- FLOW .VELOCITY(FEET /SEC.) = 7.19 ESTIMATED PIPE DIAMETER(INCH). = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 29.35 PIPE TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 10.06 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 24.00 1014.00 FEET. FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 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.) = 10.'06 RAINFALL INTENSITY(INCH /HR) = 4.67 TOTAL STREAM AREA(ACRES) = 6.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 29.35 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 241.00 TO NODE 242.00 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(FEET) = 434.00 UPSTREAM ELEVATION(FEET) = 77.00• DOWNSTREAM ELEVATION(FEET) = 73.50 ELEVATION DIFFERENCE(FEET) = 3.50 TC = 0.303 *[( 434.00 * *3) /( 3.50)] * *.2 = 9.021 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.987 USER - SPECIFIED RUNOFF COEFFICIENT = .8926 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 14.51 TOTAL AREA(ACRES) = 3.26 TOTAL RUNOFF(CFS) = 14.51 FLOW PROCESS FROM NODE 242.00 TO NODE 24.00 IS CODE = 1- ----------------------------------------------------------------------- INDEPENDENT STREAM FOR CONFLUENCE« <<< . » >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.02 RAINFALL INTENSITY(INCH /HR) = 4.99 TOTAL STREAM AREA(ACRES) = 3.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.51 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 29.35 10.06 4.671 6.42 2 14.51 9.02 4.987' 3.26 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 40.83 9.02 4.987 2 42.94 10.06 4.671 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 42.94 TC(MIN.) = 10.06 -TOTAL AREA(ACRES) = 9.68 LONGEST FLOWPATHi FROM NODE 201:00 TO NODE 24.00 = 1014.00 FEET. FLOW PROCESS FROM NODE � 24.00 TO NODE 26.00 IS CODE = 31 -_ -------------------------------------- 7 ------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< --------------- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 68.10 DOWNSTREAM(FEET) = 62.10 FLOW LENGTH(FEET) = 19.9.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.04 ESTIMATED PIPE DIAMETER(INCH)•= 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 42..94 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 10.30 - LONGEST FLOWPATH FROM NODE 201.00 TO NODE 26.00 = 1213.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 26.00 TO NODE - 26.00 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.) = 10.30 RAINFALL INTENSITY(INCH /HR) = 4.61 TOTAL STREAM AREA(ACRES) = 9..68 PEAK FLOW RATE.(CFS) AT CONFLUENCE = 42..94 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 261.00 TO NODE 262.00 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(FEET) = 185.00, UPSTREAM ELEVATION(FEET) = 74.20 DOWNSTREAM ELEVATION(FEET) = 68.00 ELEVATION DIFFERENCE(FEET) = 6.20 TC = 0.303 *[( 185.00 * *3) /( 6.20)] * *.2 = 4.824 COMPUTED TIME OF CONCENTRATION INCREASED.TO 5 MIN. 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 7.106 USER - SPECIFIED RUNOFF COEFFICIENT = .8947 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 3.56 TOTAL AREA(ACRES) = 0.56 TOTAL RUNOFF(CFS) = 3.56 FLOW PROCESS FROM NODE 262.00 TO NODE 26.00 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.) = 5.00. RAINFALL INTENSITY(INCH /HR) = 7.11 TOTAL STREAM AREA(ACRES) = 0.56 PEAK FLOW RATE('CFS) AT CONFLUENCE = 3.56 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 42.94 10.30 4.607 9.68- 2 3.56 5.00 17.106 0.56 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 24.41 5.00 7.106 2 45.25 10.30 4.607 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 45.25 Tc(MIN.) = 10.30 TOTAL AREA(ACRES) = 10.24 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 26.'00 = 1213.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)•« <<< ELEVATION DATA: UPSTREAM(FEET) = 62.10 -DOWNSTREAM(FEET) = 59.20 FLOW LENGTH(FEET) = 369.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.62 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 45.25 PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 11.01 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 27.00 = 1582.00 FEET. FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «2 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.01 RAINFALL INTENSITY(INCH /HR) = 4.43 TOTAL STREAM AREA(ACRES) = 10.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 45.25 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 271.00-TO NODE 272.00 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(FEET) = 577.00 UPSTREAM ELEVATION(FEET) = 75.00 DOWNSTREAM ELEVATION(FEET) = 69.5.0 ELEVATION DIFFERENCE(FEET) = 5.50 TC = 0.303 *[( 577.00 * *3) /( 5.50)] * *.2 -= 9.777 100 YEAR RAINFALL INTENSITY(INCH /HOUR) 4.752 USER- SPECIFIED RUNOFF COEFFICIENT = .8923 SOIL CLASSIFICATION IS "D" > SUBAREA RUNOFF(CFS) = 16.07 TOTAL AREA(ACRES)'= 3.79 TOTAL RUNOFF(CFS) 16.07 FLOW PROCESS FROM NODE 272.00 TO NODE 27.00 IS CODE = 1 ---------- - ----------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< -TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.78 RAINFALL INTENSITY(INCH /HR) = 4.75 TOTAL STREAM AREA(ACRES) = 3.79 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.07 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA - NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) l' 45.25 11.01 4.425 10.24 2 16.07 9.78 4.752 3.79 ** ** * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 56.26 9.78 4.752 2 60.22 11.01 4.425 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 60.22 Tc(MIN.) = 11.01 TOTAL AREA(ACRES) = 14.03 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 27.00 = 1582.00 FEET. FLOW .PROCESS FROM NODE 27.00 TO NODE 28.00 IS CODE = 31 ------------------------------------------------ 7 --------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 59.20 DOWNSTREAM(FEET) = 58.00 FLOW LENGTH'(FEET) = 154.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC..) = 9.16 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE= FLOW(CFS) = 60.22 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 11.29 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 28.00 = 1736.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS.FROM NODE 28.00 TO NODE 28.00 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.) = 11.29 RAINFALL INTENSITY(INCH /HR) = 4.36 TOTAL STREAM AREA(ACRES) = 14:03 PEAK FLOW RATE(CFS) AT CONFLUENCE = 60.22 FLOW PROCESS FROM NODE 281.00 TO NODE 282.00 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(FEET) = 381.00 UPSTREAM ELEVATION(FEET) = 72.50 DOWNSTREAM ELEVATION(FEET) = 68.50 ELEVATION DIFFERENCE(FEET) = 4.00 TC = 0.303 *[( 387.00 * *3) /( 4.00)] * *.2 = 8.200 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.281 USER - SPECIFIED RUNOFF COEFFICIENT = .8930 ` SOIL CLASSIFICATION IS "D" 'SUBAREA RUNOFF(CFS) = 11.65 TOTAL AREA(ACRES)­ 2.47 TOTAL RUNOFF(CFS) = 11.65 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 282.00 TO NODE 28.:00 IS CODE = 1 ---------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR.CONFLUENCE ««< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< --------------------------- _______________________ TOTAL NUMBER OF STREAMS­. 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.20 RAINFALL INTENSITY(INCH /HR) = 5.28 TOTAL STREAM AREA(ACRES) = 2.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.65 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER • (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 60.22 11.29 4.359 14.03 2 11.65 8.20 5.281 2.47 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE 0 -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ° CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER' (CFS) (MIN.) (INCH /HOUR) 1 55.38 8.20 5.281 2 69.83 11.29 4.359 COMPUTED CONFLUENCE ESTIMATES'ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 69.83 Tc(MIN.) = 11.29 TOTAL AREA(ACRES) = 16.50 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 28.00 = 1736.00 FEET. 'FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) «« < ELEVATION DATA: UPSTREAM(FEET) = 58.00 DOWNSTREAM(FEET) = 54.90 FLOW LENGTH(FEET) = 398.00 MANNING'S N = 0.013 DEPTH-OF FLOW IN 42.0 INCH PIPE IS 29.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.56 ESTIMATED PIPE DIAMETER(INCH) = 42.00- NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 69.83 PIPE TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 11.98 LONGEST FLOWPATH FROM NODE 201.00 TO NODE . 29.00 = 2134.00 FEET. FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 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) = 16.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 69.83 FLOW PROCESS FROM NODE ..:.291.00 TO NODE 292.00 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(FEET) = 652.00 UPSTREAM ELEVATION(FEET) = 72.00 DOWNSTREAM ELEVATION(FEET) = 68.50 ELEVATION DIFFERENCE(FEET) = 3.50 TC = 0.303 *[( 652.00 * *3) /( 3.50)] * *.2 = 11.517 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.307 USER - SPECIFIED RUNOFF COEFFICIENT = .8916 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 11.56 TOTAL AREA(ACRES) = 3.01 TOTAL RUNOFF(CFS) = 11.56 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 292.00 TO NODE 29.00'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.) = 11.52 RAINFALL INTENSITY(INCH /HR) = 4.31 TOTAL STREAM AREA(ACRES) = 3.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.56 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 69.83 11.98 4.206 16.50 2 11.56 11.52 4.307 3.01 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS'DEF_AULT 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 78.67 2 81.12 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = LONGEST FLOWPATH FR( Tc INTENSITY (MIN.) (INCH /HOUR) 11.52 4.307 11.98 4.206 ESTIMATES ARE AS FOLLOWS: 81.12 Tc(MIN.) = 11.98 19.51 DM NODE 201.00 TO NODE 29.00 = 2134.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 401.00 -TO NODE 402.00 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(FEET) = 695.00 UPSTREAM ELEVATION(FEET) = 74.60 DOWNSTREAM ELEVATION(FEET) = 68.50 ELEVATION DIFFERENCE(FEET) = 6.10 .TC = 0.303 *[( 695.00 * *3) /( 6.10)] * *.2 = 10.708 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.500 USER - SPECIFIED RUNOFF COEFFICIENT = .8919 SOIL CLASSIFICATION IS "D" o SUBAREA RUNOFF(CFS) = 21.59 TOTAL AREA(ACRES) = -5.38 TOTAL RUNOFF(CFS) = 21.59 FLOW PROCESS FROM'NODE 402.00 TO NODE 41.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 66.00 DOWNSTREAM(FEET) = 63.50 FLOW LENGTH(FEET) = 386.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.57 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 21.59 PIPE TRAVEL TIME(MIN.) = 0.98 Tc(MIN.) = 11.69 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 41.00 = 1081.00 FEET. FLOW PROCESS FROM NODE 41.00 TO NODE 41.00 IS CODE = 1 -------------------- -------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.69 RAINFALL INTENSITY(INCH /HR) = 4.27 TOTAL STREAM AREA(ACRES) = 5.38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.59 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** t FLOW PROCESS FROM NODE 411.00 TO NODE 412.00 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(FEET) = 980.00 UPSTREAM ELEVATION(FEET) = 73.00 DOWNSTREAM ELEVATION(FEET) = 68.00 ELEVATION DIFFERENCE(FEET) = 5.00 TC = 0.303 *(( 980.00 * *3) /( 5.00)] * *.2 = 13.694 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.882 USER - SPECIFIED RUNOFF COEFFICIENT = .8908 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 17.57 TOTAL AREA(ACRES) = 5.08 TOTAL.RUNOFF(CFS) = 17.57 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 412.00 TO NODE 41.00 IS CODE = 1 --------------------------- 7 ------------------------------------------------ »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< »» >AND COMPOTE VARIOUS CONFLUENCED STREAM VALUES ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.69 RAINFALL INTENSITY(INCH /HR) TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE-(CFS) AT CONF ** CONFLUENCE DATA ** STREAM RUNOFF T NUMBER (CFS) (MIN.) 1. 21.59 11.69 2 17.57 13.69 3.88 5.08 LUENCE = 17.57 INTENSITY AREA (INCH /HOUR) (ACRE) 4.270 5.38 3.882 5.08 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 36.59 11.69 4.270 2 37.20 13.69 3.882 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 36.59 Tc(MIN.) = 11.69 TOTAL AREA(ACRES) = 10.46 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 41.00 = 1081.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 -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(FEET) = 396.00 UPSTREAM ELEVATION(FEET) = 72.00 DOWNSTREAM ELEVATION(FEET) = 63.50 ELEVATION DIFFERENCE(FEET) = 8.50 TC = 0.303 *[( 396.00 * *3) /( 8.50)] * *.2 = 7.150. 100 YEAR RAINFALL INTENSIT.Y(INCH /HOUR) = 5.733 USER - SPECIFIED RUNOFF COEFFICIENT = .8935 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) _ -25.41 TOTAL AREA(ACRES) = 4.96 TOTAL RUNOFF(CFS) = 25.41 FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 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(FEET) = 450.00 UPSTREAM ELEVATION(FEET) = 74.20 DOWNSTREAM ELEVATION(FEET) = 70.50 ELEVATION DIFFERENCE(FEET) = 3.70 TC = 0.303 *[( 450,.00 * *3) /( 3.70)] * *.2 = 9.117 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.955 USER - SPECIFIED RUNOFF COEFFICIENT = .8926 SOIL CLASSIFICATION IS "D"• SUBAREA RUNOFF(CFS) = 11.94 TOTAL AREA(ACRES) = 2.70 TOTAL RUNOFF(CFS) = 11.94 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 602.00 TO NODE 61.00 IS CODE = 31 -------------------- =-----------= ------- L ----------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ---------------------------------------------------------------------=------ ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 68.00 DOWNSTREAM(FEET) = 57.00 FLOW LENGTH(FEET) = 515.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.98 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) 11.94 PIPE TRAVEL TIME(MIN.) = 0.96 Tc(MIN.) = 10.07 LONGEST FLOWPATH FROM NODE 601.00 TO NODE 61.00 = 965.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 61.00 TO NODE 61.00 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.) = 10.07 RAINFALL INTENSITY(INCH /HR) = 4.67 TOTAL STREAM AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.94 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 911.00 TO NODE 612.00 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(FEET) = 558.00 UPSTREAM ELEVATION(FEET) = 72.80 DOWNSTREAM ELEVATION(FEET) = 67.50 ELEVATION DIFFERENCE(FEET) = 5.30 TC = 0.303 *[( 558.00 * *3) /( 5.30) ] * *.2 = 9.654 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.788 USER - SPECIFIED RUNOFF COEFFICIENT = .8924 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 10.13 TOTAL AREA(ACRES) = 2:37 TOTAL RUNOFF(CFS) = 10.13 FLOW PROCESS FROM NODE 612.00 T.0 NODE 61.00.IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «« < >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< --------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.65 RAINFALL INTENSI•TY(INCH /HR) = 4.79 TOTAL STREAM AREA(ACRES) = 2.37 PEAK FLOW RATE(CFS)• AT CONFLUENCE = 10.13 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 11.94 10.07 .4.668 2.70 2 10.13 9.65 4.788 2.37 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 21.57 9.65 4.788 2 21.81 10.07 4.668 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW.RATE(CFS)' = 21.81 Tc(MIN.) = 10.07' TOTAL AREA(ACRES) _ 5.07 LONGEST FLOWPATH FROM NODE 601.00 TO NODE 61.00 = 965.00 FEET. FLOW PROCESS FROM NODE 701.00 TO NODE 702.00 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(FEET) = 443.00 UPSTREAM ELEVATION(FEET) = 68.00 DOWNSTREAM ELEVATION(FEET) = 64.00 ELEVATION DIFFERENCE(FEET) 4.00 TC = 0.303 *[( 443.00 * *3) /( 4.00)] * *.2 = 8.892 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.030 USER - SPECIFIED RUNOFF COEFFICIENT = .8927 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 13.20 TOTAL AREA(ACRES) = 2.94 TOTAL RUNOFF(CFS) = 13.20 FLOW PROCESS FROM NODE 801.00 TO NODE 802.00 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(FEET) = 558.00 UPSTREAM ELEVATION(FEET) = 65.50 DOWNSTREAM ELEVATION(FEET) = 62.50 ELEVATION DIFFERENCE(FEET) = 3.00 TC = 0.303 *(( 558.00 * *3) /( 3.00)] * *.2 = 10.818 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.472 USER - SPECIFIED RUNOFF COEFFICIENT = .8919 SOIL CLASSIFICATION IS. "D" SUBAREA RUNOFF(CFS) = 22.62 TOTAL AREA(ACRES) = 5.67 TOTAL RUNOFF(CFS) = 22.62 FLOW PROCESS FROM NODE 901.00 TO NODE 902.00 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(FEET),= 890.00 UPSTREAM ELEVATION(FEET) = 71.50 DOWNSTREAM ELEVATION(FEET) = 64.50 ELEVATION DIFFERENCE(FEET) = 7.00 TC = 0.303 *[( 890.00 * *3) /( 7.00)] * *.2 = 12.084 100 YEAR RAIN FALL'INTENSITY(INCH /HOUR) = 4.185 USER - SPECIFIED RUNOFF COEFFICIENT = .8914 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 17.50 TOTAL AREA(ACRES) = 4.69 TOTAL RUNOFF(CFS) = 17.50 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 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(FEET) = 380.00 UPSTREAM ELEVATION(FEET) = 74.20 DOWNSTREAM ELEVATION(FEET) = 73.80 ELEVATION DIFFERENCE(FEET) = 0.40 TC = 0.303 *[( 380.00 * *3) /( 0.40)] * *.2 = 12.854 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.033 USER - SPECIFIED RUNOFF COEFFICIENT = .8911 SOIL CLASSIFICATION IS "D" SUBAREA RUNGFF(CFS) = 7.44' TOTAL AREA(ACRES) = 2.07 TOTAL RUNOFF(CFS) = 7.44 FLOW PROCESS FROM NODE 102.00 TO NODE 51.00 IS CODE = 31 ---------------------------------------------------------------------=------ >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) _ 71.30 DOWNSTREAM(FEET) = 64.00 FLOW LENGTH(FEET) = 82.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.71 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.44 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 12.95 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 51.00 = 462.00-FEET. FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 1 _ ----------------------- ----------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «« < TOTAL NUMBER OF STREAMS = .2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.95 RAINFALL INTENSITY(INCH /HR) = 4.01 TOTAL STREAM AREA(ACRES) = 2.07 PEAK FLOW RATE(CFS).AT CONFLUENCE 7.44 FLOW PROCESS FROM NODE 11.00 TO NODE 112.00 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(FEET) = 325.00 UPSTREAM ELEVATION(FEET) = 75.00 DOWNSTREAM ELEVATION(FEET) = 67.20 ELEVATION DIFFERENCE(FEET) = 7.80 TC = 0.303 *[( 325.00 * *3) /( 7.80)] * *.2 = 6.461 100 YEAR RAINFALL INTENSITY(INCH /HOUR):= 6.093 USER - SPECIFIED RUNOFF COEFFICIENT = .8939 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 21.62 TOTAL AREA(ACRES) = 3.97 TOTAL RUNOFF(CFS) 21.62 FLOW PROCESS FROM NODE 112.00 TO NODE 51.00 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.) = 6.46 RAINFALL INTENSITY(INCH /HR) = 6.09 TOTAL STREAM AREA(ACRES) = 3.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.62 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 7.44 12.95 4.014 2.07 2 21.62 6.46 6.093 3.97 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 25.33 2 21.68 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = LONGEST FLOWPATH FRI Tc INTENSITY (MIN.) (INCH /HOUR) 6.46 6.093 12.95 4.014 ESTIMATES ARE AS FOLLOWS: 25.33 Tc(MIN.) = 6.46 6.04 DM NODE 101.00 TO NODE 51.00 = 462.00 FEET. FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 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(FEET) = 909.00 UPSTREAM ELEVATION(FEET) = 81.50 DOWNSTREAM ELEVATION(FEET) = 70.95 ELEVATION DIFFERENCE(FEET) = 10.55 .TC = 0.303 *(( 909.00 * *3) /( 10'.55)] * *.2 = 11.274 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.363 USER - SPECIFIED RUNOFF COEFFICIENT = .8891 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 5.78 TOTAL AREA(ACRES) = 1.49 TOTAL RUNOFF(CFS) = 5.78 7LOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 62 -------------------------------------------------- -------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA «« < »» >( STREET TABLE SECTION # 1 USED) <<<<< UPSTREAM ELEVATION(FEET) = . 70.95 DOWNSTREAM ELEVATION(FEET) _ -59.90 STREET LENGTH(FEET) = 2340.00 CURB HEIGHT(INCHES) = 6:0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE. STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0199 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 9.05 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 22.39 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.23 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.19 STREET FLOW TRAVEL TIME(MIN.) = 17.51 Tc(MIN.) = 28.78 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.486 USER - SPECIFIED. RUNOFF COEFFICIENT = .8825 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 2.93 SUBAREA RUNOFF(CFS) = 6.43 TOTAL AREA(ACRES) = 4.42 PEAK FLOW RATE(CFS) _ 12.21 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 27.12 FLOW VELOCITY(FEET /SEC.) = 2.36 DEPTH *VELOCITY(FT *FT /SEC.) = 1.36 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 2340.0 FT WITH ELEVATION -DROP = 11.0 FT, IS 8.1 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 303.00 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 303.00 = 3249.00 FEET. FLOW PROCESS FROM NODE 303.00 TO NODE 202.00 IS CODE = 10 ---- ------------------------------------------------------------------------ >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 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- LENG.TH(FEET)- = 632.00 UPSTREAM ELEVATION(FEET) = 75.50 DOWNSTREAM ELEVATION(FEET) = 59.80 ELEVATION DIFFERENCE(FEET) = 15.70 TC = 0.303 *[( 632.00 * *3) /( 15.70)] * *.2 8.372 .100•YEAR RAINFALL INTENSITY (INCH /HOUR) = 5.216 USER - SPECIFIED RUNOFF COEFFICIENT = .8907 SOIL CLASSIFICATION IS "C" i SUBAREA RUNOFF(CFS) = 3.39 ° TOTAL AREA(ACRES) = 0.73 TOTAL RUNOFF(CFS) = 3.39 FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY <<<<< -----------------------------------=--------------=------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA 14UMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.39 1 8.37 5.'216 0.73 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 202.00 = 632.00 FEET. x* MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 12.21 28.78 2.486 4.42 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 202.00 = 3249.00 FEET. 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 6.94 8.37 5.216 2 13.83 28.78 2.486 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.83 Tc(MIN.) = 28.78 TOTAL AREA(ACRES) = 5.15 END OF STUDY SUMMARY:. TOTAL AREA(ACRES)' = 5.15 TC(MIN.) = 28.78 PEAK FLOW RATE(CFS) = 13.83 END OF RATIONAL METHOD ANALYSIS CATCH BASIN & CHANNEL SIZING CALCULATIONS 0 PARDUE, CORNWELL & ASSOCIATES, INC. 1 51 KAI-MUs DRIVE SUITE M -2 • COSTA MESA, CA 92626 • PHONE (71 4) 241-3400 • FAX (71 4) 241-3432 CATCH BASIN CALCULATIONS WAHINGTON PARK - PHASE 11 LA QUINTA, CA SUMP BASINS: Q = (3.087)'(L) (H)"' (from "Green Book ") INPUT: "Q" (cfs) "H" Max. Allowable Ponding Depth (ft) CONCENTRATION POINT INLET Q1oo cfs MAX PONDING ft ) L (Calc'd) (fti L for 20% Clog in USE ft LINE NO. 92 '30.6 1 9.91 11.90 12 C 102 20 - 1 6.48 7.77 8 C -2 112 5.1 0.5 4.67 5.61 - 5 C -1 122 10.7. 0.75 5.34 6.40 12 C -3 152 5 0.5 4.58 5.50 7 B -2 162 6.9 0.5 6.32 7.59 8 B -1 132 14.2 1 4.60 5.52 6 B -3 124 3.4 0.5 3.12 3.74 7 B 172 4 0.67 2.36 2.84 3.5 D 202 3.4 0.5 3.12- 3.74 6 F 212 6.7 0.5 6.14 7.37 1 6 F 303 12.2 0.67 7.21 8.65 1 16 E GRATED BASINS: Q = (P.) (3.0) (H)3/2 (From Bureau of Public Rds.) INPUT: "Q" (cfs) "P" = Effective Perimeter of Basin (ft) (Assumes 50% clogging) CONCENTRATION POINT INLET Q1oo cfs PERIMETER MY EFFECTIVE PERIMETER H (Calc'd) ft NO. OF GRATES LINE NO. 72 1.2 8 4 0.22 1 A -3 203 18.1 8 4 1.32 1 A -3 SA193- 1 \cbca1cs- 2- 5- 11- 04.x1s 3/31/2005 Worksheet Worksheet for Triangular Channel 37:43:40 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 FlowMaster v5.15 Page 1 of 1 Project Desceiption If Project File s:\312-1\buz.fm2 Worksheet NODE 212 Flow Element Triangular Channel i Method Manning's Formula Solve For Channel Depth i 1. >1 Input,Data Mannifigs Coefficient 0.015 k Channel Slope 0.028000 ft/ft Left Side Slope 0.670000 H : V Right Side Slope 50.000000 H : V Discharge 1.60 cfs Results Depth 0.15 ft Flow Area 0.55 ft2 Wetted Perimeter 7.56 ft Top Width 7.48 ft Critical Depth 0.19 ft Critical Slope 0.007289 ft/ft Velocity 2.90 ft/s Velocity Head 0.13 ft Specific Energy 0.28 ft Froude Number 1.88 Flow is supercritical. I 04/24/03 37:43:40 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 FlowMaster v5.15 Page 1 of 1 I� Worksheet a Worksheet for Triangular Channel ' Project Description j Project File s: \312- 1 \buz.fm2 - Worksheet NODE 202 Flow Element Triangular Channel Method Manning's Formula_ Solve For Channel Depth L, Input Data Mannings Coefficient 0.015 Channel Slope 0.028000 ft/ft Left Side Slope 0.670000 H : V Right Side Slope 50.000000 H : V Discharge 1.30 cfs Results Depth 0.14 ft _ Flow Area 0.47 ftZ lyl Wetted Perimeter 7.00 ft Top Width 6.92 ft Critical Depth 0.17 ft ` ' Critical Slope 0.007492 ft/ft Velocity 2.75 ft/s Velocity Head 0.12 ft Specific Energy 0.25 ft Froude Number 1.86 Flow is supercritical. \ -94/24/03 FlowMaster v5.15 )7:42:43 AM Haestad Methods,.Ine. 37 Brookside-Road Waterbury, CT 06708 (203) 755 -1666 Page 1 of 1 Worksheet Worksheet for Triangular Channel 07:41:43 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 FlowMaster v5.15 Page 1 of 1 Project Description -� Project File. s: \312- 1 \buz.fm2 Worksheet NODE 152 I Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.015 I Channel Slope 0.030000 ft/ft Left Side Slope 0.500000 H : V Right Side Slope 50.000000 H : V } Discharge 4.90 cfs Results Depth 0.22 ft Flow Area 1.25 ft2 Wetted Perimeter 11.36 ft Top Width 11.22 ft Critical Depth '0.30 ft Critical Slope 0.006289 ft/ft Velocity 3.93 ft/s Velocity Head . 0.24 ft Specific Energy 0.46 ft Froude Number 2.08 Flow is supercritical. Ill � , 1W1 ,,..04/24/03 07:41:43 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 FlowMaster v5.15 Page 1 of 1 I� 04/24/03 17:38:58 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 FlowMaster v5.15 Page 1 of 1 Worksheet I.4 Worksheet for Rectangular Channel I., Project Description Project File s:1312- 1 \buz.fm2 Worksheet SQUARE CHANNEL Flow Element Rectangular Channel. IT s; Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.010000 ft/ft Bottom Width 3.50 ft Discharge 15.40 cfs Results 0.64 ft Depth Flow Area 2.24 ftz Wetted Perimeter 4.78 ft Top Width 3.50 ft Critical Depth 0.84 ft Critical Slope 0.004404 ft/ft I^! Velocity 6.89 ft/s ^ Velocity Head 0.74 ft Spec•fic Energy 1.38 ft Froude Number 1.52 Flow is supercritical. I� 04/24/03 17:38:58 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 FlowMaster v5.15 Page 1 of 1 PIPE SYSTEM HYDRAULICS PARDUE, CORNWELL & ASS,OCIATES, INC. 151 KALMUB DRIVE SUITE. M-2 • COSTA MEBA, CA 92626 • PHONE (714) 241 -3400 • FAX (714) 241 -3432 Scenario: Base `. I -1 Exist48" P -9 J - 7 P-8 J - 1 -4 13 A-4 P -7 -6 J -8 1 P -6 J -5 j I, P -5 A - 3 1 -3 r--,4 I l 1 -2 P - 0 A -1 l -1 P -1 P -2 P -3 J -3 J -1 J -2 SYSTEM SCHEMATIC -LINE "A" I�_ o �.- Title: Washinton Park -Phase II -Line A Project Engineer: Hayward Pardue s: \312- 1 \sd \linea.stm Pardue Cornwell '8 Associates StormCAD v3.0 [319] 04/22/03 02:44:48 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 Title: Washinlon Park -Phase II -Line A s:\312- 1 \sd \linea.stm Pardue Cornwell & Associates 04/22/03 02:45:08 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Project Engineer: Hayward Pardue SlormCAD v3.0 [319] Page 1 of 1 CO 1-2 Scenario: Base [IN 16 I SYSTEM SCHEMATIC-LINES "B" & "C' Title: Washington Park - Phase 11 - Line B & C Project Engineer: Hayward Pardue s:\312-1\sd\lineb.stm Pardue Cornwall & Aisociates StormCAD v3-0 [3191 04/22/03 02:4419 PM @) Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 J-Z 3.84 3.42 58.63 84.30 58.63 62.47 62.05 P -2 48 inch 2.70 2.78 3.42 3.58 58.63 84.30 58.39 62.05 61.97 7.24 false 0.001791 J-1 3.58 2.90 58.39 91.20 58.39 61.97 61.29 P -1 48 inch 2.77 2.90 2.90 2.77 58.39 91.20 58.00 61.29 60.77 9.58 false 0.007783 O-1 2.77 2.77 58.00 91.20 58.00 60.77 60.77 Title: Washington Park - Phase II - Line B $ C Project Engineer: Hayward Pardue s: \312- 1 \sd \lineb.stm Pardue Cornwell & Associates StormCAD v3.0 [319] 04123/03 06:24:50 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 Title: Washington Park - Phase II - Line "D" i Project Engineer: Hayward Pardue s: \312- 1 \sd \lined.stm Pardue Cornwell & Associates StormCAD v3.0 [319] 04/05/04 09:31:34 AM © Haestad Methods, Inc. 87 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 11 DRY WELL NUISANCE WATER CAPACITY P A R D U E, C O R N W E L L & ASSOCIATES , I N C. 1 51 KALMUS DRIVE SUITE M-2 • COSTA MESA, CA 92626 • PHONE 1 714) 241 -3400 • FAX (714) 241 -3432 Washington Park Retail Center Nuisance water volume calulation Landscape area: 3.75 acres - Irrigation coverage per day: 0.08' Volume of irrigation per day: 13,068 cf Assume 10% overspray Total nuisance water per day: 1,306 cf Capacity in dry wells 48" dry wells. 4' dia *.11' depth = (Pi *4) / 4 11 = 138 cf 3 dry wells at 138 cf ea = 414 cf 60" dry well 6'.dia * 11' depth = (Pi *6) / 6 * 11 = 207 cf 2 dry wells at 207 cf ea = 414 cf Total still volume capacity = 828 cf Infiltration per day Rate = 2" per hour 48" dry well Area * 2" /hour *24 hr = 12.54sf *.17 *24= 51.16cf 3 dry wells at 51 cf ea = 153 cf 60" dry well Area.* 2" /hour *24 hr = 18.81 sf *.17 *24= 76.77cf. 3 dry wells at 77 cf ea = 231 cf Total Infiltration per day = 384 Total Nuisance water capacity = 1,212 cf Retention Basin Calculations P A R D U E, C O R N W E L L & ASSOCIATES, INC. 151 KALMUH DRIVE SUITE M-2 • COSTA MESA, CA 92626 • PHONE (71 4) 241-3400 • FAX (71 4) 241 -3432 Washington Park Retail Center APPENDIX No. 7 (orig. from from Mass Grading Hyd. Report) Retention Basin and Trubutary Area Data Original - Current Original Current Area Label Area (AC) Area (AC) Area Label Area (AC) Area (AC) Area tributary to Pond 1: Area tributary to Pond 3: " F -1 2.94 2.94 C -1 3.79 C -2 2.47 Area tributary to Pond 2: 'C -3 3.01 G -1 5.67 5.67 B -1 5.38 B -2 5.08 Area tributary to Pond 4: E -1 4.96 A -1 0.62 A -2 3 A -3 3.26 A -4 0.56 A -5 2.7 Total 24.69 24.29 A -6 2.07 A -7 2.37 D -1 2.8 D -2 3.97 H -1 4.69 - Total 26.04 26.44 RETENTION BASIN DATA: Pond No. 1 DEPTH (FT) ELEVATION STORAGE (AC -FT) BASE AREA (SF,) OUTFLOW (CFS)" 0 56 0.00 530.64 0.019 1 57 0.03 1124.64 0.039 2 58 0.07 1906.08 0.067 3 59 0.13 .2835.36 0.099 4 60 0.23 3979.80 0.140 5 61 0.34 5140.08 0.180 6 62 0.49 6545.'88 0.230 based on 2 in per hour (typical throughout) Washington Park Retail Center RETENTION BASIN DATA: Pond No. 2 DEPTH (FT) ELEVATION STORAGE (AC -FT) BASE AREA (SF) OUTFLOW (CFS) 0 57 0.00 1261.70 0.053 1 58 0.06 2703.80 0.114 2 59 0.15 4413.20 0.186 3 60 0.28 6176.50 0.260 4 61 0.45 8041.00 0.338. . 5 62 0.65 9957.20 0.419 6 63 0.90 11941.60 0.503 Washington Park Retail Center RETENTION BASIN DATA: Pond No. 3 DEPTH (FT) ELEVATION STORAGE (AC -FT) BASE AREA (SF) OUTFLOW (CFS) 0 57 0.00 19533.36 0:685 1 58 •0.51 22016.28 0.772 2 59 1.07 24583.68 0.862 3 60 1.69 27232.92 0.955 4 61 2.38 29964.00 1.051 5 62 3.14 32770.32 1.149 6 63 3.95 35651.88 1.250 Washington Park Retail Center RETENTION BASIN DATA: Pond No. 4 DEPTH (FT) ELEVATION STORAGE (AC -FT) BASE AREA (SF) OUTFLOW (CFS) 0 56 0.00 16163.00 0.748 1 57 0.43 18828.25 0.872 2 58 0.94 22095.50 1.023 3 59 1.52 25320.75 1.172 4 60 2.18. 28712.25 1.329 5.. 61 2.92 32119.50 1.487 6 62 3.74 35677.25 1.651 5 Washington Park Retail Center - RETENTION -BASIN DATA: Pond No. 5 DEPTH (FT) ELEVATION STORAGE (AC -FT) BASE AREA (SF) OUTFLOW (CFS) 0 55 0.00 1185.80 0.039 1 56 0.04 1821.40 0.060 2 57 0.10. 2636.20 0.087 3 58 0.18 3525.20 0.117 4 59 0.30 5257.60 -0.152 5 60 0.47 7304.00 0.211 6 61 0.70 9793.60 0.283 POND No. 1 100 yr 3 -hr Efective Outflow Net Unit Time Pattern Rainfall Loss rate Rain Volume Volume Volume Period Percent* (in /hr) (in /hr) (in /hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 1•.00 2.600 0.343 0.200 0.151 0.143 0.421 0.006 0.019 - 0.000 0.005 2.00 2.600 0.343 0.200 0.151 0.143 0.421 0.006 0.019 0.000 0.005 3.00 3.300 0.436 0.200 0.191 0.236 0.693 , 0.010 0.019 0.000 0.009 4.00 3.300 0.436 0.200 0.191 0.236 0.693 0.010 0.019 0.000 0.009 5.00 3.300 0.436 0.200 0.191 0.236 0.693 0.010 0.019 0.000 0.009 6.00 3.400 0.449 0.200 0.197 0.249 0.731 0.010 0.099 0.002 0.008 7.00 4.400 0.581 0.200 0.255 0.381 1.120 '0.015 0.099 0.002 0.013 8.00 4.200 0.554 0.200• 0.243 0.354 1.042 0.014 0.099 0.002 0.012 9.00 5.300 0.700 0.200 0.307 0:500 1.469 0.020, 0.099 0.002 0.018 10.00 5.100 0.673 0.200 0.296 0.473 1.391 0.019 0.099 0.002 0.017 11.00 6.400 0.845 0.200 0.371 0.645 1.896 0.026 0.099- = 0.002 0.024 12.00 5.900 0.779 0.200 0.342 0.579 1.702 0.023 0.180 0.004 0.020 13.00 7.300 0.964 0.200 0.423 0.764 2.245 0.031 0.180 0.004 0.027 14.00 8.500 1.122 0.200 0.493 0.922 2.711 0.037 0.180 0.004 0.034 15.00 14.100 1.861 0.200 0.817 1.661 4.884 0.067 0.180 0.004 0.064 16.00 14.100 1.861 0.200 0.817 1.661 4.884. 0.067 0.180 0.004 0.064 17.00 3.800 0.502- 0.200 0.220 0.302 0.887 0.012 0.019 0.000 0.012 18.00 2.400 0.317 0.200 0.139 0.117 0.343 0.005 0.019 0.000 .0.004 ' Total Volume: 0.389 0.034 0.355 Total Adjusted Rainfall (in) = 2.200. Note net volume less than basin capacity of 0.49 ac -ft Unit time (min) = 10.000 Catchment Area (ac) = 2.940 *RCFC & WCD Hyd Manual Plate E -5.9 POND No. 1 100 yr 6 -hr Efective Inflow Outflow Net Unit Time Pattern Rainfall Loss rate Rain Volume Volume Volume Period Percent* (in /hr) (in /hr) (in /hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 1.00 1.700 0.170 0.200 0.075 0.095 0.280 0.006. 0.019 .0.000 0.005 2.00 1.900 0.190 -0.200 0.083 0.107 0.313 0.006 0.019 0.000 0.006 3.00 2.100 0.210 0.200 0.092 0.118 0.346 0.007 .0.019 0.000 0.007 4.00 .2.200 0.220 0.200' 0.097 0.123 0.363 0.007 0.019 0.000 0.007 5.00 2.400 0.240 0.200 0.105 0.135 0.396 0.008 0.067 0.001 0.007 6.00 2.400 0.240 0.200 0.105 0.135 0.396 0.008 0.067 0.001 0.007 7.00 2.400 0.240 0.200 0.105 0.135 0.396 0.008 0.067 0.001 0.007 8.00 2.500 0.250 0.200 0.110 0.140 0.412 0.009 0.067 0.001 0.007 9.00 2.600 0.260 0.200 0.114 0.146 0.429 0.009 0.067 0.001 0.007. 10.00 2.700 0.270 0.200 0.119 0.151 0.445 0.009 0.140 0.003 0.006, 11.00 2.800 0.280 0.200 0.123 0.157 0.462 0.010 0.140 0.003 0.007 12.00 3.000 0.300 0.200 0.132. 0.168 0.495 0.010 0.140 0.003 0.007 13.00 3.200 0.320 0.200 0.140 0.180 0.528 0.011 0.140 0.003 0.008 14.00 3.600 0.360 0.200 0.158 -0.202 0.594 0.012 0.140 0.003 0.009 15.00 4.300 0.430 0.200 0.189 0.241 0.709 0.015 0.140 0.003 0.012 16.00 4.700 0.470 0.200 0.206 0.270 0.794 0.016 0.140 0.003 0.014 17.00 5.400 0.540 0.200 0.237 0.340 1.000 0.021 0.140 0.003 0.018 18.00 6.200 0.620 0.200 0.272 0.420 1.235 0.026 0.230 0.005 0.021 19.00 6.900 0.690 0.200 0.303 0.490 1.441 0.030 0.230 0.005 0.025 20.00 7.500 0.750 0.200 0.329 0.550 1.617 . 0.033 0.230 0.005 0.029 21.00 10:600 1.060 0.200 0.465 0.860 2.528 0.052 0.230 0.005 0.047 22.00 14.500 1.450 0.200 0.637 1.250 3.675 0.076.. 0.230 0.005 0.071 23.00 3.400 0.340 0.200 0.149 0.191 0.561 0.012 0.019 0.000 0.011 24.00 1.000 0.100 0.200 0.044 0.056 0.165 0.003 0.019 0.000 0.003 , Total Adjusted Rainfall (in) = 2.500 Total Volume: 0.405 0.056 0.348 Unit time (min) = 15.000 Catchment Area (ac) = 2.940 Note net volume less than basin capacity of 0.49 ac -ft POND No. 1 100 yr 24 -hr Efective Inflow Outflow Net Unit Time Pattern Rainfall Loss rate Rain Volume Volume Volume Period Percent* (in /hr) (in /hr) (in /hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 1.00 1.200 0.054 0.200 0.024 0.030 0.088 0.007 0.0,19 0.002 0.006 2.00 1.300 0.059 0.200 0.026. 0.033 0.096 0.008 0.019 0.002 0.006 3.00 1.800 0.081 0.200 0.036 0.045 0.132 0.011 0.019 0.002 0.009 4.00 2.100 0.095 0.200 0.042 0.053 0.154 0.013 0.019 0.002 0.011 5.00 2.800 0.126 0.200 0.056 0.070 0.206 0.017 0.067 0.006 0.011 6.00 2.900 0.131 0.200 0.058 0.073 0.213 0.018 0.067 0.006 0.012 7.00 3.800 0.171 0.200 0.076 0.095 0.279 0.023 0.067 0.006 0.018 8.00 4.600 0.207 0.200 0.092 0.115 0.338 0.028 0.067 0.006 0.022 9.00 6.300 0.284 0.200 0.126 0.158 0.463 0.038 0.067 0.006 0.033 10.00 8.200 0.369 0.200 0.164 0.205 0.603 0.050 0.140 0.012 .0.038 11.00 7.000 0.315 0.200 0.140 0.175 0.515 0.043 0.140 0.012 0.031 12.00 7.300 0.329 0.200 0.146 0.183 0.537 0.044 0.140 0.012 0.033 13.00 10.800 0.486 0.200 0.216 0.270• 0.794 0.066 0.140 0.012 0.054 14.00 11.400 0.513 0.200 0.228 0.285 0.838 0.069 0.140 0.012 0.058 15.00 10.400 0.468 0.200 0.208 0.260 0.764 . 0.063 0.140 0.012 0.052 16.00 8.500 0.383 0.200 0.170 0.213 0.625 0.052 0.140 0.012 0.040 17.00 1.400 0.063 0.200 0.028 0.035 0.103 0.009 0.140 0.012 0.000 18.00 1.900 0.086 0.200 0.038 0.048 0.140 0.012 0.230 0.019 0.000 19.00 1.300 0.059 0.200 0.026 0.033 0.096: 0.008 0.230 0.019 0.000 20.00 1.200 0.054 0.200 0.024 0.030 0.088 0.007 0.230 0.019 0.000 21.00 1.100 0.050 0.200 0.022 0.028 0.081 0.007 0.230 0.019 0.000 22.00 1.000 0.045 0.200 0.020 0.025 0.074 0.006 0.230 0.019 0.000 23.00 0.900 0.041 0.200- 0.018 0.023 0.066 0.005 0.019 0.002 0.004 24.00 0.800 0.036 0.200 0.016 0 '.020 0.059 0.005 0.019 0.002 0.003 Total Volume: 0.607 0.225 0.441 Total Adjusted Rainfall (in) = 4.500 Unit time (min) = 60.000 Note net volume less than basin capacity of 0.49 ac -ft Catchment Area (ac) = 2.940 POND No. 2 900 yr 3 -hr Unit Time Pattern Rainfall Loss rate Outflow Period Percent* (in /hr) (in /hr) 1.00 2.600 0.343 0.200 0.151 2.00 .2.600 0.343 0.200 0.151 3.00 3.300 0.436 0.200 0.191 4.00 ' 3.300 0.436 0.200 0.191 5.00 3.300 0.436 0.200 0.191 6.00 3.400 0.449 0.200 0.197 7.00 4.400 0.581 0.200 0.255 8.00 4.200 0.554 0.200 0.243 9.00 5.300 0.700 0.200 0.307 10.00 5.100 0.673 0.200 0.296 11.00 6.400 0.845 0.200 0.371 - 12.00 •5.900 0.779 0.200 0.342 13.00 7.300 0.964 0.200 0.423 14.00- 8.500 1.122 .0.200 0.493 15.00 14.100 1.861 0.260 0.817 16.00 14.100 1.861 0.200 0.817 17.00 3.800 0.502 0.200 0.220 18.00 2.400 0.317 0.200 0.139 Total Adjusted Rainfall (in) = 2.200 Unit time (min) = 10.000 Catchment Area (ac) = 5.670 *RCFC & WCD Hyd Manual Plate E -5.9 • 9 Efective Outflow Net Rain Volume Volume Volume (in /hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 0.143 0.812 0.011 0.053 0.001 0.010 0.143 0.812 0.011 0.053 0.001 0.010 0.236 1.336 0.018 0.053 0.001 0.017 0.236 1.336 0.018 0:053 0.001 0.017 0.236 1.336 0.018 0.053 0.001 0.017 0.249 1.411 0.019 0.260 0.005 0.014 0.381 2.159 0.030 0.260 0.005 0.024 0.354 2.009 0.028 0.260 0.005 0.022 0.500 2.833 0.039 0.260 0.005 0.034 0.473 2.683 0.037 0.260 0.005 0.032 0.645 3.656 0.050 0.260 0.005 0.045 0.579 3.282 0.045 0.410 0.008 0.037 0.764 4.330 0.060 0.410 0.008 0.051 0.922 5.228 0.072 0.410 0.008 0.064 1.661 9.419 0.130 0.410 0.008 0.121 1.661 . 9.419 0.130 0.503 0.010 0.119 0.302 1.710 0.024 0.503 0.010 0.013 0.117 0.662 0.009 0.503 0.010 0.000 Total Volume: 0.750 _ 0.103 0.648 Note net volume less than basin capacity of 0.90 ac -ft Efective Inflow Outflow Net Rainfall Loss rate Rain Volume' Volume Volume (in /hr) (in /hr) . (in /hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 0.170 0.200 0.075 0.095 0.541 0.011 0.053 0.001 0.010 0.190 0.200 0.083 0.107 0.604, 0.012 0.053 0.001 0.011 0.210 0.200 0.092 0.118 0.668 0.014 0.053 0.001 0.013 0.220 0.200 0.097 0.123 0.700 0.014 0.053 0.001 0.013 0.240 0.200 0.105 0.135 0.763 0.016 0.053 0.001 0.015 0.240 0.200 " 0.105 0.135 0.763 0.016 0.053 0.001 0.015 0.240 0.200 0.105 0.135 0.763 0.016 0.053 0.001 0.015 0.250 0.200 0.110 0.140 0.795 0.016 0.260 0.005 0.011 0.260 0.200 0.114 0.146 0.827 0.017 0.260 0.005 0.012 0.270 0.200 0.119 0.151 0.859 0.018 0.260 0.005 0.012 0.280 0.200 0.123 0.157 0.891 0.018 0.260 0.005 0.013 0.300 0.200 0.132 0.168 0.954 0.020 0.260 0.005 0.014 0.320 0.200 0.140 0.180 1.018 0.021 0.260 0.005 0.016 0.360 '0.200 0.158 0.202 1.145 0.024 0.260 0.005 0.018 0.430 0.200 0.189 0.241 1.368 0.028 0.330 0'.007 0.021 0.470 0.200 .0.206 0.270 1.531 0.032 0.330 0.007 0.025 0.540 0.200 0.237 0.340 1.928 0.040 0.330 0.007 0.033 0.620 0.200 0.272 0.420 2.381 0.049. 0.330 0.007 0.042 0.690 0.200 0.303 0.490 2.778 0.057 0.330 0.007 0.051 0.750 0.200 0.329 0.550 3.119 0.064 0.330 0:007 0.058 1.060 0.200 0.465 0.860 4.876 0.101 0.330 0.007 0.094 1.450 0.200 0.637 1.250 7.088 0.146 0.330 0.007 0.140 0.340 0.200 0.149 0.191 1.081 0.022 0.053 0.001 0.021 0.100 0.200 0.044 0.056 0.318 0.007 0.053 0.001 0.005 2.500 Total Volume: 0.780 0.102 0.678 15.000 5.670 Note net volume less than basin capacity of 0.90 ac -ft Rainfall Loss rate (in /hr) (in /hr) 0.054 0.200 0.059 0.200 0.081 0.200 0.095 0.200 0.126. 0.200 0.131 0.200 0.171 0.200 0.207 0.200 0.284 0.200, 0.369 0.200 0.315 0.200 0.329 0.200 0.486 0.200 0.513 0.200 0.468 0.200 0.383 0.200 0.063 0.200 0.086 0.200 0.059 0.200 0.054 0.200 0.050 0.200 0.045 0.200 0.041 0.200 0.036 - 0.200 0.024 0.026 0.036 0.042 0.056 0.058 0.076 0.092 0.126 0.164 0.140 0.146 0.216 0.228 0.208 0.170 0.028 0.038 0.026 0.024 0.022 0.020 0.018 0.016 Efective Inflow Outflow . Net Rain Volume Volume Volume (in /hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 0.030 0.170 0.014 0.053 0.004 0.010 0.033 0.184 0.015 0.053 0.004 0.011 0.045 0.255 0.021 0.053 0.004 0.017 0.053 0.298 0.025 0.053 0.004 0.020 0.070 0.397 0.033 0.053 0.004 0.028 0.073 0.411 0.034 0.053 0.004 0.030 0.095 0.539 0.045 0.053 0.004 0.040 0.115 0.652 0.054 0.260 0.021 0.032 0.158 0.893 0.074 0.260 0.021 0.052 0.205 1.162 0.096 0.330 0.027 0.069 0.175 0.992 0.082 0.330 0.027 0.055 0.183 1.035 0.086 0.330 0.027 0.058 0.270 1.531 0.127 0.330 0.027 0.099 0.285 1.616 0.134 0.330 0.027 0.106 0.260 1.474 0.122 0.330 0.027 0.095 0.213 1.205 0.100 0.330 0.027 0.072 0.035 0.198. 0'.016 0.053 0.004 0.012 0.048 0.269 0.022 0.053 0.004 0.018 0.033 0.184 0.015 0.053 0.004 0.011 0.030 0.170 0.014 0.053 0.004 0.010 0.028 0.156 0.013 0.053 0.004 0.009 0.025 0.142 0.012 0.053 0.004 0.000 0.023 0.128 0.011 0.053 0.004 0.006 0.020 0.059 0.005 0.053 0.004 0.000 Total Volume: 1.167 0.300 - 0.860 4.500 60.000 Note net volume less than basin capacity of 0.90 ac -ft 5.670 Efective Outflow Net Rainfall Loss rate Rain Volume Volume Volume (in /hr) (in /hr) (in /hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 0.343 0.200 0.151 0.143 0.737 0.010. 0.053 0.001 0.009 0.343 0.200 0.151 0.143 0.737 0.010 0.053 0.001 • 0.009 0.436 0.200 0.191 0.236 1.213 0.017 0.053 0.001 0.016 0.436, 0.200 0.191 0.236 1.213 0.017 0.053 0.001 0.016 0.436 0.200 0.191 0.236 1.213 0.017 0.053 0.001 0.016 0.449 0.200 0.197 0.249 1.281 0.018 0.260 0.005 0.012 0.581 0.200 0.255 0.381 1.961 0.027 0.260 0.005 0.022 0.554 0.200 0.243 0.354 1.825 0.025 0.260 0.005 0.020 0.700 0.200 0.307 0.500 2.573 0.035 0.260 0.005 0.030 0.673 0.200 0.296 0.473\ 2.437 0.034 0.260 0.005 0.028 0.845 0.200 0.371 . 0.645 3.321 0.046 0.260 0.005 0.040 0.779 0.200 0.342 0.579 2.981 0.041 ' 0.410 0.008 0.033 ' 0.964 0.200 0.423 0.764 3.933 0.054 0.410 0.008 0.046 1.122 0.200 0.493 0.922 4.748 0.065 0.410 0.008 0.057 1.861 0.200 0.817 1.661 8.555 0.118 0.410 0.008 0.109 1.861 0.200 0.817 1.661 8.555 0.118 0.503 0.010 0.107 0.502 0.200 0.220 0.302 1.553 0.021 0.503 0.010 0.011 0.317 0.200. 0.139 0.117 0.602 0.008 0.503 0.010 0.000 Total Volume: 0.681 0.103 0.580 2.200 Note net volume less than basin capacity of 0.70 ac -ft '10.000 5.150 Plate E -5.9 i Efective Inflow Outflow. Net tainfall Loss rate Rain Volume Volume Volume (in /hr) (in /hr) (in /hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 0.170 0.200 0.075 0.095 0.491 0.010 0.053 0.001 0.009 0.190 0.200 0.083 0.107 0.549 0.011 0.053 0.001 0.010 0.210 0.200 0.092 0.118 0.607 0.013 0.053 0.001 0.011 0.220 0.200 0.097 0.123 0.636 0.013 0.053 0.001 0.012 0.240 0.200 0.105 0.135 0.693 0.014 0.053 0.001 0.013 0.240 0.200 0.105 0.135 0.693 0.014 .0.053 0.001 0.013 0.240 0.200 0.105 0.135 0.693 0.014 0.053 0.001 0.013 0.250 0.200 0.110 0.140 0.722 0.015 0.260 0.005 0.010 0.260 0.200 0.114 0.146 0.751 0.016 0.260 0.005 0.010 0.270 0.200 0.1.19 0.151 0.780 0.016 0.260 0.005 0.011 0.280 0.200 0.123 0.157 0.809 0.017 0.260 0.005 0.011 0.300 0.200 0.132 0.168 0.867 0.018 0.260- 0.005 0.013 0.320 0.200. 0.140 0.180 0.924 0.019 0.260 0.005 0.014 0.360 0.200 '0.158 0.202 1.040 0.021 0.260 0.005 0.016 0.430 0.200 0.189 0.241 1.242 0.026 .0.330 0.007 0.019 0.470 0.200 0.206 0.270 1.391 0.029 0.330. 0.007 0.022 0.540. 0.200 0.237 0.340 1.751 0.036 0.330 0.007 0.029 0.620 0.200 0.272 0.420 2.163 0.045 0.330 0.007 0.038 0.690 0.200 0.303 0.490 2.524 0.052 0.330 0.007 0.045 0.750 0.200 0.329 0.550 2.833 0.059 0.330 0.007 0.052 1.060 0.200 0.465 0.860 4.429 0.092 0.330 0.007 0.085 ' 1.450 0.200 0.637 1.250. 6.438 0.133 0.330 0.007 0.126 0.340 0.200 0.149 0.191 0.982 0.020 0.053 0.001 0.019 0.100 X0.200 0.044' 0.056 0.289 0.006 0.053 0.001 0.005 2.500 Total Volume: 0.709 0.102 0.607 15.000 5.150 Note net volume less than basin capacity of 0.70 ac -ft Efective Inflow , Outflow Net tainfall Loss rate. Rain Volume, Volume Volume (in /hr) (In /hr) (in /hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 0.054 0.200 0.024 0.030 0.155 0.013 0.053 0.004 0.008 _0.059 0.200 0.026 0.033 0.167 0.014 0.053 OM4 0.009 0.081 0.200 0.036 0.045 0.232 0.019 0.053 0.004 0.015 0.095 C.200 0.042 0.053 0.270 0.022 0.053 0.004 0.018 0.126 0.200 0.056 0.070 0.361 0.030 0.053 0.004 0.025 0.131- 0.200 0.058 0.073 0.373 0.031 0.053 0.004 0.026 0.171 0.200 0.076 0.095 0.489 0.040 0.053 0.004 0.036 0.207. 0.200 0.092 0.115 0.592 0.049 0.260. 0.021 0.027 0.284 0.200 0.126 0.158 0.811 0.067 0.260 0.021 0.046 0.369 0.200 0.164 0.205 1.056 0.087 0.450 0.037 0.050 0.315. 0.200 0.140 0.175 0.901 0.074 0.450 0.037 0.037 0.329 0.200 0.146 0.183 0.940 0.078 0.450 0.037 0.040 0.486 0.200 0.216 0.270 1.391 0.115 0.450 0.037 0.078 0.513 0.200 0.228 0.285 1.468 0.121 0:450 0.037 0.084 0.468 0.200 0.208- 0.260 1.339 0.111 0.450 0.037 0.073 0.383 0.200 0070 0.213 1.094 0.090 0.450 0.037 0.053 0.063 0.200 0.028 0.035 0.180 0.015 0.053 0.004 0.011. 0.086 0.200 0.038 0.048 0.245 0.020 0.053 0.004 0.016 0.059 0.200 0.026 0.033 0.167 0.014 0.053 0.004 0.009 0.054 0.200 0.024 0.030, 0.155 0.013 0.053. 0.004 0.008 0.050 0.200 0.022 0.028, 0.142 0.012 0.053 0.004 0.007 0.045 0.200 0.020 0.025 0.129 0.011 0.053 0.004 0.000 0.041 0.20 0.018 0.023 0.116 0.010 0.053 0.004 0.005 0.036 0.200 0.016 0.020 0.103 0.009 0.053 0.004 0.004 Total Volume: 1.064 0.369 0.689 4'.500 60.000 Note net volume less than basin capacity of 0.70 ac -ft 5.150 Unit Hydrograph and Flood Routing Analysis Pond No. 3 and 4 3 -hr, 6- hr,'and 24 -hr 100 yr Storms r ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** F L 0 0 D R 0 U T I N G A N A L Y S I S. ACCORDING TO RIVERSIDE COUNTY,FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989 -2002 Advanced Engineering Software (aes) (Synthetic Unit Hydrograph Version 2.OA) Release Date: 01/01/2002 License ID 1420 Analysis prepared by: Pardue, Cornwell and Associates, Inc. 151 Kalmus Drive •M -2 Costa Mesa, CA 92626 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Pond No. 3 3 -hr 100 yr * * * * FILE NAME:.C: \aes2. 002\ hydrosft \ratscx \PND33H.DAT033H❑DAT❑❑❑ ❑O TIME /DATE OF STUDY: 11:44 02/12/2003 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 --------------- 7 ------------------------------------------------------------ »» >SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) ««< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 11700.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 800.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 22.000 FEET BASIN FACTOR = 0.015 WATERSHED,AREA = 24.690 ACRES BASEFLOW = 0.000 CFS /SQUARE -MILE, WATERCOURSE "LAG" TIME = 0.051 HOURS-' CAUTION: LAG TIME IS LESS•THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY'S -GRAPH SELECTED TIMTVOPM MEAN gnTT.- T.nSSfTNCH /H0[JR1 = 0.200 UNIT HYDROGRAPH DETERMINATION ----=----------------------------------------------------------------------- INTERVAL ."S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------=------------------------------ 1 70.266 69.937 2 98.504 28.106 3 99.592 1..082 4 99.837 0.244 5 99.959 0.122 6 100.000 0.041 UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) ----------------------------------------------------------- 1 0.0684 0.0500 0.0184 2 0.0888 0.0500 0.0388 . 3 0.0943 0.0500 0.0443 4 0.0906 0.0500 0.0406 - 5 0.1221 0.0500 0.0721 - 6 0.1350 0.0500 0.0850 7 "0.1554 0.0500 0.1054 8 0.1665 0.0500 0.1165 9 0.2275 0.0500 0.1775 10 0.3256 0.0500 0.2756 11 0.2978 0.0500 0.2478 12 0.0777 0.0500 0.0277 13 0.0000- 0.0000 0.0000 14 0.0000 0.0000.1 0.0000 15 0.0000 0.0000 0.0000 12 0.0277 0.0249 0.0028 TOTAL STORM RAINFALL(INCHES)'= 1.88 TOTAL SOIL- LOSS(INCHES) = 0.62 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.25 ---------------=----------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 1.2858 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 2.5189 3 - H O U R S T O R M R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE - MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END.of Each Unit Intervals) --------------------------------------------------------------------------- " TIME(HRS) VOLUME(AF) Q(CFS) 0. 7.5 15.0 22.5 30.0 0.083 0.0089 1.29 VQ 0:167 0.0178 1.29 VQ 0.250 0.0267 1.29 VQ 0.333 0.04.89 3.23 V Q 0,.417 0.0712 3.23 V Q 0.500 0.0934 3.23 V Q 0.583 0.1224 4.21 V Q 0.667 0.1514 4.21 V Q 0.750 0.1804 4.21 V Q 0.833 0.2089 4.14 V Q -6.911 ` 0 -. 2374 4.14 V Q 1.000 0.2659 4.14 VQ 1.083 0.3089 6.24 V Q . 1.167 0.3519 6.24 V Q . 1.250 0.3949 6.24 V Q _ 1.333 0.4502 8.03 V Q 1.417 0.5055 8.03 V Q 1.500 0.5608 8.03 V Q 1.583 0.6287 9.86 V. Q 1. -667 0.6966 9.86 V Q 1.750 0.7645 9.86 VQ 1.833 0.8418 .11.22 VQ 1.917 0.9191 11.22 Q 2.000 0.9964 11.22' QV 2.083 1.1054 15.83 V Q 2.167 1.2145 15.83 V•Q 2.250 1.3235 15.83 Q 2.333 1.4918 24.43 V Q 2.417 1.6600 24.43 V Q 2.500 1.8282 24.43 V. Q. 2.•583 2.0026. 25.31 V Q 2.667 2.1769 25.31 QV 2.750 2 .3513 25.31 Q V 2.833 2.4030 7.52 Q V 2.917 2.4548 7.52 Q V n Ann- 7 C�nGG 17 _C;9 n V.' 3.833 2.5188 0.01 Q V- 3.917 2.5188 0.01 Q V• 4.000 .2.5189 0.01 Q V. 4.083 2.5189 0.00 Q V . 4.167 2.5189 0.00 'Q' V. 4.250 2.5189 0.00 Q V. FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 3.1 ------------------------------------------------------ - --------------------- >>>>>FLOW- THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1<<<<< INFLOW (STREAM 1) I I V_ _effective depth ----- - - - - -- I (and volume) I I I I I I I .-.V........ I detention I < - - >I outflow basin I I......• - - - - - -- dead I basin outlet V I storage OUTFLOW --- - -- - -- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW - THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.100 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL' DEPTH -OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2' 1:00 0.77 0.510 3 2.00 .0.86 1.070 4 3.00. 0.95 1.690 5 4.00 1.05 2.380 6 5.00 1.15 3.140 7 6.00 •1.25 3.950 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note:'Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval..) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) - ---------------------------- DEPTH(FT) (CFS) VOLUME(AF). ---------------------------------------------- 0.083 0.000 1.29 0.00 0.02 0.0 .--- 0.009 0.167 0.000 1.29 0.00 0.03 0.0 0.018 0.250 0.000• 1.29 0.00 0.05 0.0 0.026 0.33.3 0.000 3.23 0.00 0.09 0.1 0.048 0.417 0.000 3.23 0.00 0.14 0.1 0.070 0.500 0.000 3.23 0.00 0.18 0.1 0.091 0.583 0.000 4.21 0.00 0.23 0.2 0.119 0.667 0.000 4.21 0.00 0.29 0.2 0.147 0.750 0.000 4.21 0.00 0.34 0.2 0.174 0.833 0.000 4.14 0.00 0:39 0.3 0.201 0.917' 0.000 4.14 0.00 0.44 0.3 0.227 1.000 0.000 4.14 0.00 0.50 0.4 0.253 1.083 0.000 6.24 0.00 0.57 0.4 0.293 1.167 0.000 6.24 0..00 0.65 0.5 0.333 1.250 0.000 6.24 0.00 0.73 0.5 0.372 1.333 0.000 8.03 0.00 0.83 0.6 0.423 1.417 0.000 8.03 0.00 0.93 0.7 0.474 1.500 0.000 8.03 0..00 1.03 0.'7 0.524 1.583 0.000 9.86 0.00 1.14 0.8 0.587 1.667 0.000 .9.86 0.00 1.25 0.8 0.649 1.750 0.000 9.86 0.00 1.36 •0.8 0.711 1.833 0.000 11.22 0.00 1.49. 0.8 0.783 1.917 0.000 11.22 0.00 1.62 0.8 0.855 2.000 0.000 11.22 0.00 1.74' 0.8 0.926 2.083 0.000 15.83 0.00 1.93 0.8 1.029 2. -167 0.000 15.83 0.00 2.10 0.9 1.133 2.250 0.000 15.83 0.00 2.27 0.9 1.236 2.333 0.000 24.43 0.00 2.53 0.9 1.398 2.417 0.000 24.43 0.00 2.79 0.9 1.560 2.500 0.000 24.43 0.00 3.05 0.9 1.721 2.583 0.000 25.31 0.00 3.29 1.0 1.889 2.667 0.000- 25.31 0.00 3.53 1.0 2.056 2.750 0.000 25.31 0.00 3.77 1.0 2.224 2.833 0.000 7.52 .0.00 3.84 1.0 2.268 2.917 0.000 7.52 0.00 3.90 1.0 2.313 3.000 0.000 7.52 0.00 3.97 1.0 2.358 3.083 0.000 0.44 0.00 3.96 1.0 2.353 ,G'7 n nnn n.44 n.nn 3.96 1.0 2.349 'r (r of oc) r` %-0 N N N N N N O O O 1- -- 1- l0 Ui Cw 00 cO OD (Y1 (Y) (h O' O O O O O O O O rl O O O O O O O O O M (- 00010 00 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 4.250 0:000 0.00 0.00 3.83 1.0 2.262 .4.333 0.000 0.00 0.00 3.82 1.0 2. 255 "4.417 0.000 0.00 0.00 3.81 1.0 2.248 4.500 0.000 0.00 0.00 3.80 1.0 2.241 4.583• 0.000 •0.00 0.00 3.79 1.0 2.234 4.667 0.000 0.00 0.00 3.78 1'.0 2.227 4.750 _ 0.000 0.00 0.00 3.77 1.0 2.220 4.833 0.000 0.00 0.00 3.76 1.0 2.213 4.917 0.000 0.00 0.00 3.75 1.0 2.205 5.000 0.000 0.00 0.00 3.74 1.0 2.198 5.083 0.000 0.00 0.00 3.73 1.0 2.191 5.167 0.000 0.00 0.00 3.72 1.0 2.184 5.250 0.000 0.00 0.00 3.71 1.0 2.177 5.333 0.000 0.00 0.00 3.70 1.0 2.170 5.417 0.000 0.00 0.00 3.69 1.0 2.163 5.500 0.000 0.00 0.00 3.68 1.0 2.156 5.583 0.000 0.00 0.00 3.67 1.0 2.149 5.667 0.000 0.00. 0.00 3.66 1.0 2.142 5.750 0.000 0.00 0.00 3.65 1.0 2:135 5.833 0.000 0.00 0.00 3.63 1.0 2.128 5.917 0.000 0.00 0.00 3.62 1.0 2.121 6.000 0.000 0.00 0.00 3.61 1.0 2.114 6.083 0.000 0.00 0.00- 3.60 1.0 2.107 6.167 0.000 0.00 0.00 3.59 1.0 2.100 6.250 0.000 0.0.0 0.00 3.58 1.0 2.093 6.333 0.000 0.00 -0.00 3.57 1.0 2.086 6.417 0.000 0.00 0.00. 3.56 1.0 2.079 . 6.500 0.000 0.00 0.00 3.55 1.0 2.072 6.583 0.000 '' 0.00 0.00 3.54 1.0 2.065 6.667 0.000 0.00 0.00 3.53 1.0 2.058 6.750 0.000 0.00 0.00 -3.52 1.0 2.052 6.833 0.000 0.00 0.00 3.51 1.0 2.045 6.917 0.000 0.00 0.00 3.50 1.0 2.038 7.000 0.000 0.00• 0.00 3.49 1.0 2.031 7.083 0.000 0.00 0.00 3.48 1.0 2.024 " 7.167 0.000 0.00 0.00_ 3.47 1.0 2.017 7.250 0.000 0.00 0.00 3.46 1."0 2.010 I n nnn n-nn n nn 7 A 1 n 9 nnA 8 8.167 .0.000 0.00 0.00 3.35 1.0 1.935 8.250. 0.000 0:00 0.00 3.34 1.0 1.928 8.333 0.000 0.00 0.00 3.34 1.0 1.921 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) I (CFS) =-------------------------------------- (CFS) DEPTH(FT) (CFS) VOLUME(AF) --------------------------- 8.417 --------- 0.000 0.00 0.00 3.33 1.0 1.914 8.500 0.000 0.00 0.00 3.32 1.0 1.908 8.583 0.000 0.00 0.00 3.31 1.0 1.901 8.667 0.000 0.00 0.00 3.30 1.0 1.894 8.750 0.000 0.00 0.00• 3.29 1.0 1.887 8.833 0.000 0.00 0.00 .3.28 1.0 1.881- 8.917 0.000 0.00 0.00 3.27 1.0 1.874 9.000 0.000 0.00 0.00 3.26 1.0 1.867 9.083 0.000 0.00 0.00 3.25 1.0 1.860 9.167 0.000 0.00 - 0.00 3.24 1.0 1.854. 9.250 0.000 0.00 0.00 3.23 1.0 1.847 9.333 0.000 0.00 0.00 3.22 1.0 1.840 9.417 0.000 0.00 0.00 3.21 1.0 1.833 9.500 0.000 0.00 0.00 3.20 1.0 1.827 9.583 0.000 0.00 0.00 3.19 1.0 1.820 9.667 0.000 0.00 0.00 3.18` 1.0 1.813 9.750 0.000 0.00 0.00 3.17 1.0 1.807 9.833 0.000 0.00 0.00 3.16 1.0 1.800 9.917 0..000 0.00 0.00 3.15 1.0 1.793 10.000 0.000 0.00 0:00 3.14 1.0 1.787 10.083 0.000 0.00 0.00 3.13 1.0 1.780 10.167 0.000 0.00 0.00- 3.12 1.0 1.7.73 10.250 0.000 0.00 0.00 3.11 1.0 1.767 10.333 0.000 0.00 0.00 3.10 1.0 1.760 10.417- 0.000 0:00 '. 0.00 3.09 1.0 1.753 10.500 0.000 0.00 0.00 3.08 1.0 1.747 10.583 0.000 0.00 0.00 3.07 1.0 1.740. 1 "0.667 0.000 0.00 0.00 3.0.6 1.0 1.733 10.750 0.000 0.00 0.00 3.05 1.0 1.727 10.833 0.000 0.00 0.00 3.04 1.0 1.720 10.917 0.000 0.00 0.00 3:03 1.0 1.714 11.000 0.000 0.00 0.00 3.02 1.0 1.707 11.083 0.000 0.00 0.00 3.01 1.0 1.700 11..167 0.000 0.00 0.00 3.01. 1.0 1.694 11.250 0.000 0.00 0.0.0 '3.00 1.0 1.687 11.333 0.000 0.00 0.00 2..98 1.0 1.681 11.417 0.000 0.00 0.00 2.97 1.0 .1.674 ii snn n.nnn n.nn 0.00 2.96 1.0 1.667 12.333 0.000 0 0 0:00 2.86 0.9 1.602 12.417 0.'000 0.00 0.00 2.85 0.9 1.596, 12.500 0.000 0.00 01.00 2.84 0.9 1.589 ' 1 MODIFIED- PULS'BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE. DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) --==------------------------------- (CFS) (CFS) DEPTH(FT) (CFS) ---------- VOLUME(AF) -- ----------- ------------------- 12.583 0.000 0.00 0.00 2.83 0.9 1.583 12.667 0.000 0.00 0.00 2.82 0.9 1.576 12.750 0.000 0.00 0.00 2.81 0.9 1.570 12.833 0.000 0.00 0.00 2.80 0.9 1.563 12.917 0.000 0.00 0.00 2.79 0.9 1.557 13.000 0.000 0.00 0.00 2.78 0.9 1.551 13.083 0.000 0.00 0.00 2.76 0.9 1.544 13.167 0.000 0.00 0.00 2.75 0.9 1.538 13.250 0.000 0.00 0.00 2.74 0.9 1.531 13.333 0.000 0.00 0.00 2.73 0.9 1.525 13.417 0.000 0.00 0.00 2.72 0.9 1.519 13.500 0.000 0.00 0.00 2.71 0.9 1.512 13.583 0.000 0.00 0.00 2.70 0.9 1.506 13.667 0.000 0.00 0.00 2.69 0.9 1.499 13.750 0.000 0.00. 0.00 2.68 0.9 1.493 13.833 0.000 0.00 0.00 2.'67 0.9 1.487 13.917 0.000 0.'00 0.00 2.66, .0.9 1.480 14.000 0.000 0.00 0.00 2.65 0..9 1.474 14.083 0.000 0.00 0.00 2.64 0.9 1.468 14.167 0.000 0.00 0.00 2.63 0.9 1.461 14.250 .0.000 0.00 0.00 2.62 0.9 1.455 14.333 0.000 0.00 0.00 2.61 0.9 1.449 14.417 0.000. 0.00 0.00 2.60 0.9 1.442 14.500 0.000 0.00 0.00 2.59 0.9 1.436 14.583 0.000 0.00 0.00 2.58 0.9 1.430 14.667 0.000 0.00 0.00 2.57 0:9 1..423 14.750 0.000 0.00 0.00 2.56 0.9 1.417 14.833 0.000 0.00 0.00 2.55. 0.9 1.411 14.917 0.000 0.00' 0.00 2.54 0.9 1.404 15.000 0.000' 0.00 0.00 2.53 0.•9 1.398 - - - -I— --------------------------------------------------------------------- PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 2.519 AF BASIN STORAGE = 0.000 AF (WITH 0.000 AF-INITIALLY FILLED) OUTFLOW VOLUME = 2.519 AF LOSS VOLUME = 0.000 AF s . F L 0 0 D R 0 T I N G A N A L Y S I S ACCORDING. TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION_DISTRICT (RCFC &WCD) 1.978 HYDROLOGY MANUAL (c) Copyright 1989 -2002 Advanced Engineering.Software (aes) (Synthetic Unit Hydrograph Version 2.OA) Release Date: 01/01/2002 License ID 1420 Analysis prepared by: Pardue, Cornwell and Associates, Inc. 151 Kalmus Drive M -2 Costa Mesa,' CA 92626 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * Pond No. 4 3 =hr '100 yr * * FILE NAME: C:\ aes2002\ hydrosft \ratscx \pnd43.DAT0033H❑DAT❑❑❑❑❑ TIME/DATE OF STUDY: 11:41 02/12/2003 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS.CODE = 1 ----------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) «« < (UNIT- HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = . 1120.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = _. 500.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 8.000 FEET BASIN FACTOR = 0.015 WATERSHED AREA— 26.040 ACRES BASEFLOW = 0.000 CFS /SQUARE -MILE WATERCOURSE "LAG" TIME = 0.041 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH.MODEL (USED IN THIS COMPUTER PROGRAM). MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. ULT.T.PY C- rR110W CFT.rrTFII 1 UNIT HYDROGRAPH DETERMINATION ----------------------------------7-------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) -------------- - - - - -- 1 75.595 79.355 2 99.274 24.856 3 99.710 0.457 4 99.927 0.229 5 100.000 0.076 UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0684 0.0500 0.0184 2 0.0888 0.0500 0.0388 3 0.0943 0.0500 0.0443 4 0.0906 0.0500 0.0406 5 0.1221 0.0500 0.0721 6 0.1350 0.0500- 0.0850 7 0.1554 0.0500. 0.1054 8 0.1665 0.0500 0.1165 9 0.2275 0.0500 0.1775 10 0.3256 0.0500 0.2756 11 0.2978 0.0500 0.2478 12 0.0777 0.0500. 0:0277 13 0.'0000 0.0000 0.0000 14 •0.0000 0.0000 0.0,000 15 0.0000 0.0000 0.0000 12 0.0277 0.0249 0.0028 ,TOTAL STORM RAINFALL(INCHES) = 1.88. TOTAL SOIL- LOSS(INCHES) = 0.'62' TOTAL EFFECTIVE RAINFALL(INCHES) = 1.25. ----------------------------------------------=----------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 1.3561 TOTAL STORM ------=--------------------------------------------------------------- RUNOFF VOLUME(ACRE -FEET) = 2.6566 - - - - -- . ` 3-80 UR ' 3TOR M ' . RONOF F 8YDF�OG'RAg8 HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS)- .(Note: Time indicated is-at �-------------------------------- END of Each Unit'Intervals) ------------------- ---------------- TIME(8BS) - ------ VOLUME(AF) 0(CFS) 0. ------------------------------------------- 7 7.5 15.0 22.5 �- 30.0 --------------------------------- 0.083 O'O101 1�46 VQ . 0.167 0.0202 _ 1'46 mQ 0.250 0'0302 1.46 mJ 0'333 0'0546 3,54 V 0 O.4I7 0'0790 3.54 V 0 0,508 0'1033 3'54 V U 0.583 'U'I342 4'49 ' v U 0,667 0'1652 4.49 ' V Q 0.750 0'I961 4.49 , V {J 0.833 ' 0'2261 4.35 ' v 0 0'917 0'8560 4'35 n 0 1.000 0'2860 4.35 ' VQ 1.083 0'3325 6.76 ' v Q. I'I67 0'3791 6.76 ' v Q. l.250 0'4257 6'76 ' V Q. 1.333 0.4847 8.57 ' V '0 1'4I7 0,5437 8.,57 . V 'O I.500 0,60�8 8.57 . V.O 1.583 0.6752 10,52 ' n 0 1.667 0'7477 I0.52 ' ' V 0 I.750 0.8202 I0'52 ' v0 1.833 0,9023 11.92 . ` V 1.917 0.9844 I1.92 . ' VQ - 2.000 I'0665 11.92 . �. QV 2'083 'I.I839' I7.06 - V ' O . , 2,167 1.3014 17'06 ' � V. 0 2.250 1'4189 I7.06 .VO 2.333 1.6004 26.36 . ' ' . V . U ` 2'417 1.7820_ 26.36 ` . . V ' O . - 2.500 1.9636 ' 26'36 V. Q 2.583 2'1470 26'63 n ' O . 2'667 2.33O4 26'63 . . . ' ' O 2'750 2'5138 26�63 . . . . . 0 n . 2'833 2.5590 6.56 . 0 ' ' . V . 2'917 2.6041- 6'56 . 0 . . . V. ` ... . "^". c "" n n aaa "ll Ln Ln Ln I'D k.0w N Nl N m f� O M -I O co m O M (Yl -V FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 3.1 -------------------- =-------------------------------------------------------- >>>>>FLOW- THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1<<<<< INFLOW (STREAM 1) �I 1 I _ V _effective depth ----- - - - - -- I (and volume) I I I....V........ I detention I< - =>I outflow I basin I I••• -•••• I I dead I basin outlet V I storage I OUTFLOW --- - - - - -- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH' A FLOW- THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD.STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED 0.000 SPECIFIED EFFECTIVE- VOLUME(AF) FILLED ABOVE OUTLET = 0.000 DETENTION BASIN,CONSTANT LOSS RATE(CES) 0..00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) .(AF) 1 0.00 0.00 01000 2 1.00 0.87 0.430_ 3 2.00 1.02 0.940 4 3.00 1.17 1.520 5 4.00 1.33 2.180 6 5.00 1.4-9 2.920 7 6.00 1.65 3.740 I 1 ---------------------------------------------------------------------------- MODIFIED-PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) ----------------------------------------7 FILLED(AF) (CFS) (CFS) DEPTH(FT) ---------------------- (CFS) VOLUME(AF) -------------- 0.083 0.000 1.46 0.00 0.02 0.0 0.0.10 0.167 0.000 1.46 0.00 0.05. 0.0 0.020 0.250 0.000 1.46 0.00 0.07 0.1 0.030 0.333 0.000 3.54 0.00 0.12 0.1 0.053 0.417 0.00'0 3.54 0.00 0.18 0.1 0.077 0.500 0.000 3.54 0:00 0.23 0.2 0.100 0.583 0.000 4.49 0:00 0.30 0.2 0.129 0.667 0.000 4.49 0.00 0.37. 0.3 0.158 0.750 0.000 4.49 0.00 0.43 0.3 0.187 0.833 0.000 4.35 0.00 0.50 0.4 0.214 0.917 0.000 4.35 0.00 0.56 0.5 0.241 1.000 0:000 4.35 0.00 0.62 0.5 0.267 1.083 0.000 6.76 0.00 0.72 0.6 0.310 1.167 0.000- 6.76 0.00 0.82 0.7 0.352 1.250 0.000 6.76 0.00 0.91 0.8 0.393 1.333 0.000 8.57 0.00 1.03 0.8 0.446 1.417 0.000 8.57 0.00 1.14 0.9 0.499 1.500 0.000 8.57 0.00 1.24 0.9 0.552 1.583 0.000 10.52 0.00 1.37 0.9 0.618 1.667 0.000 10.52 0.00 1.50 0.9 0.684 1.750 0.000 ..10.52 0.00 1.63 1.0 0.750 1.833 0.000 11.92 0.00 1.78 1.0 0.825 1.917 0.000 11.92 0.00 1.92 1.0 0.901 2.000 0.000 11.92 0.00 2.06 1.0 0.976 2.083 0.000 17.06 0.00 2.25 1.0 1.086 2.167 0.000 17.06 0.00 2.44 1.1 1.196 2.250 0.000 17.06 0.00 2.63 1.1 1.306 2.333 0.000 26.36 0.00 2.93 1.1 1.480 2.417 0.000 26.36 0.00 3.20 1.2 1.653 2.500 0.000 26.36 0.00 .3.46 1.2 1.826 2.583 0..000 26.63 0.00' 3.73 1.3 2.001, 2.667 0.000 _26.63 0.00 3.99 1.3 2.175 2.750 0.000 26.63 0.00 4.23 1.3 2.3.49 2.833 0.000 6.56 0.00 4.28' 1.4 2.385 2.917 0.000 6.56 0.00 4.33 ,1.4 2.421 3.000 0.000 6.56 0.00 4.37 1.4 2.456 3.083 0.000 0.26 0.00 4.36 1.4 2.449 O�r-i N mot' M M M (1) N N N (Y) N O N N N � � a O O O O O Cl _ O O O O O O O O O O O O O O O O O O O O O O O O 0(l) r O OD to O O - c � c MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE, DEPTH and VOLUME are estimated at the clock time;_ MEAN OUTFLOW is the average value during the unit interval.) CLOCK TIME DEAD - STORAGE (HRS) FILLED(AF) ------------------------------ 4.250 0.000 4.333 0.000 4.417 0.000 4.500 0.000• 4.583 0.000 4.667 0.000 4.750 0.000 4.833 0.000 4.917 0.000 5.000 0.000 5.083 0.000 5.167 0.000 5.250 0.000 5.333 0.000 5.417 0.000 5.500 0.000 5-.583 0.000 5.667 0.000 5.750 0.000 5.833 0.000 5. 917 0.000 6.000 0.000 6.083" 0.000 6.167' 0.000 6.250 0.000 6.333 0.000 6.417 0.000 6.500 0.000 6.583 0.000 6.667 0.000 6.750 0.000 6.833 0.000 6.917 0.000 7.000 0.000 7.083 0.000 7.167 0.000 7.250 0.000 MEAN INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (CFS) ---------------------------------------------- (CFS)' DEPTH(FT) (CFS) VOLUME(AF) 0.00 0.00 4.19 1.4 2.322 0.00- '0.00 4.18 1.4 2.312 0.00 0.00 4.17 1.4 2.303 0.00 0.00 4.15 1.4 2.294 0.00 0.00 4.14 1..4 2.284 0.00 0.00 4.13 1.4 2.275 0.00 0.00 4.12 1.3 2.266 0.00 0.00 4.10 1.3 2.257 ..0.00 0.00 4.09 1.3 2.247 0.00 0.00 4.08 1.3 2.238 0.00 0.00 4.07 1.3 2.229 0.00 0.00 4.05, 1.3 2.220 0.00 0.00, 4.04 1.3 2.210 0.00 0.00 4.03 1.3 2.201 0.00 0.00 4.02 1.3 2.192 0.00_ 0.00 4.00 1.3 2.183 0.00 0.00 3.99 1.3 2.174 0.00 0.00 3.98 1.3 2.165 . 0.00 0.00 3.96 1.3 2.156 0.00 0.00 3.95 1.3 2.146 0.00 0.00 3.94 1.3 2.137 0.00 0.00 3.92 1.3 2.128 0.00 0.00 3.91 1.3 2.119 0.00 0.00 3.89 1.3 2.110 0.00_ 0.00 3.88 1.3. 2.101 0.00 0.00 3.87 1.3 2.092 . Q.00 0.100 3.85 1.3 2.083 0.00 0.00 3.84 1.3 2.'074 0.00 0.00 3.83 1.3 2.065. 0.,00 0.00 3.81 1.3 2.056 0.00 .0.00 3.80 1.3 2.047 0.00 0.00 3.79 1.3 2..038 0.00 0.00 3.77 1.3 2.029 0.00 0..00 3.76 1.3 2.020 0.00 0.00 3.74 1.3 2.012 0.00 0.00 3.73 1.3 2.003 0.00 0.00 3.72 1.3 1.994 m 00 w OD co 00 M M M r �,o Ln un un Ln • M M M 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 r o M to N M � N M C� 00 � t MODIFIED-PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH.and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) ---------------------------------------------------------------------------- FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 8.417' 0.000 0.00 0.00 3.53 1.3 1.871 8.500 0.000 0.00 0.00 3.52 1.3 1.863 8.583 0.000 0.00 0.00 3.51 1.3 1.854 8.6.67 0.000 0.00 0.00 3.49 1.3 1.846 8.750 0.000 0.00 0.00 3.48 1.2 1.837 8.833 0.000 0.00 0.00 3.47 1.2 1.828 8.917 0.000 0.00 0.00 3.45 1.2 1.820 9.000 0:000 0.00 0.00 3.44 1.2 1.811 9.083 0.000 0.00 0.00 3.43 1.2 1.803 9.167 0.000 0.00 0.00 3.42 1.2 1.794 9.250 0.000 0.00 0.00 3.40 1:2 1.786 9.333 0.000 0.00 0.00 3.39 1.2 1.777 9.417 0.000 0.00 0.00 3.38 1.2 1.769 9.500 0.000 0.00 0.00 3.36 1..2 1.760 9.583 0.000 0.00 0.00 3.35 1.2 1.752 9.667 0.000 0.00 0.00 3.34 1.2 1.743 9.750 0.000 0.00 0.00 3.33 1.2 1.735 9.833 0.000 0.00 0.00 3.31 1.2 1.726 9.917 0.000 0.00 0.00 3.30 1.2 1.718 10.000 0.000 0.00 0.00 3.29 1.2 1.710 10.083 0.000 0.00 0.00 3.27 1.2 1.701 10.167 0.000 0.00 0.00 3.26 1.2 1.693 10.250 0.000 0.00., 0.00 3.25 1.2 1.685 10.333 0.000 0.00 0.00 3.24 1.2 1.676 10.417 0.000 0.00 0.00 3.22 1.2. 1.668 10.500 0.000 0-.00 0.00 3.21 1.2 1.660 10.583 0.000 0.00. 0.00 3.20 1.2 1.651 10.667- 0.000 0.00 0.00 3.19 1.2 1.643 10.750 , 0.000 0.00 0.00 3.17 1.2 1.635 10.833 0.000 0.00 0.00 3.16 1.2 1.627. 10.917 .0.000 0.00 0.00 3.15 1.2 1.618 11.000 0.000 0.00 0.00 311.4 -1.2 .1.610 11.083 0. -000 0.00 0.00 3.12 1.2 1.602 11.167 0.000 0.00 0.00 3.11 1.2 1.594. 11.250 0.000 0.00 0.00 3.10 1.2 1.585 11.333 0.000 0.00 0.00 3.09 1.2 1.577 11.417 0.000 0.00 0.00 3.07 1.2 1.569 O N ao r to N N N �l N O CY) CA M N N N O O O O O O O O O O\ O O O O O O O O O O Cl O O O O O O O O O M [— O rl) _q O M v un N N N 1-1 -4 1-I ----------------- MODIFIED-PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note:,Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the.average value.during the'unit interval.) CLOCK MEAN TIME, DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE -------------------------------------------------- (HRS) FILLED(AF) (CFS) (CFS) DEPTH'(FT) (CFS) VOLUME(AF) 12.583 0.000 0.00 0.00 7 ------------------------- 2.89 1.2 1.456 12.667 0.000 0.00 0.00 2.88 1.2 1.448 12.750 0.000 0.00 0.00 2.86 1.2 1.440 12.833 0.000 0.00 0.00 2.85 1.2 1.433 12.917 0.000 0.00 0.00 2.84 1.1 1.425 13.000 0.000 0.00 0.00 2.82 1.1 1.417 13.083 0.000 0.00 0.00 2.81 1.1 1.409 13.167 0.000 0.00 0.00 2.79 1.1 1.401 13:250 0.000 0.00 0.00 2.78 1.1 1.393 13.333 0.000 0.00 0.00 2.77 1.1 1.385 13.417 0.000 0.00 0.00 2.75 1.1 1.377 13.500 0.000 0.00 0.00 2.74 1.1 1.370 13.583 0.000 0.00 0.00 2.73 1.1 1.362 13.667 0.000 0.00 0.00 2.71 1.1 1.354 13.750 0.000 0.00 0.00 2.70 1.1 1.346 13.833 0.000 0.00 0.00 2.69 1.1 1.339 13.917 0.000 0.00 0.00 2.67 1.1 1.331 14.000• 0.000 _0.00 0.00 2.66 1.1 1.323 14.083 0.000 0.00 0.00 2.65 1.1 1.315 14.167 0.000 0.00 0.00 2.63 1.1 1.308 14.250 0.000 0.00 0.00 2.62 1.1 1.300 14.333 0.000 0.00 0.00 2.61 1.1 1.292 14.417 0.000 0.00 0.00 2.59 1.1 1.285 14.500 0.000. 0.00 0.00 2.58 1.1 1.277 14.583 0.000 0.00 0.00 2:57 1.1 '1.269 14.667 0.000 0.*00 0.00 2.55 1.1 1.262 14.750 0.000 0.00 0.00 2.54 1.1 1.254 19.833 0.000 0.00 0.00 2.53' 1.1 1.246 14.917 0.000 0.00 0.00 2.52 1.1 1.239 d ------------------------------- 15.000 0.000 0.00 ----------------------------------------- 0.00 2.50 1.1 1.231 PROCESS'SUMMARY OF STORAGE: INFLOW VOLUME = 2.657 AF BASIN - STORAGE = 0.000 AF (WITH 0.000 AF INITIALLY FILLED) OUTFLOW VOLUME = 2.657 AF LOSS VOLUME = 0.000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** F L 0 0 D R.0 U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL .(c) Copyright 1989 -2002 Advanced Engineering Software (aes) (Synthetic Unit Hydrograph Version 2.OA). Release Date: 01/01/2002 License ID 1420 Analysis prepared by: Pardue, Cornwell and Associates, Inc. 151 Kalmus Drive M -2 Costa Mesa, CA 92626 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF'STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Pond No. 3 6 -hr 100 yr FILE NAME: C:\ aes2002\ hydrosft \ratscx \PND33H.DAT033H❑DAT❑❑❑❑❑ TIME /DATE OF STUDY:•11:34 02/12/2003 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) « «< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 1700.000 FEET .LENGTH FROM CONCENTRATION POINT TO CENTROID = 800.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 22.000 FEET BASIN FACTOR = 0.015 WATERSHED AREA = 24.690 ACRES BASEFLOW = "0.000 CFS /SQUARE -MILE WATERCOURSE "LAG" TIME = 0.051 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL- LOSS(INCH /HOUR) = 0.200 LOW "SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 USER - ENTERED RAINFALL = 2-50 INCHES RCFC &WCD 6 -Hour Storm (15- Minute period) SELECTED RCFC &WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE E -5.8) = 0.9999 UNIT HYDROGRAPH TIME UNIT =- 15.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 488.281 UNIT HYDROGRAPH DETERMINATION ----------------7----------------------------7------------------------------ INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER ------------------------------------------------------=--------------------- MEAN VALUES ORDINATES(CFS) 1 70.266 69:937 2 98.504 28.106 3 99.592 1.082 4 99.837 0.244 5 9'9.959 0.122 6 100.000 0.041 UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) ---------------------------------------------------------------------------- (INCHES) (INCHES) (INCHES) 1 0.0425 0.0382 0.0042 2 0.0475 0.0427 0.0047 3 0.0525 0.0472 0.0052 4 0.0550 0.0495 0.0055 5 0.0600 0.0500 0.0100 6 0.0600 0.0500, 0.0100 7 0.0600 0.0500 0.0100 8 0.0625 0.0500 0.0125 9 0..0650 0.0500 0.0150 10 0.0675 J 0.0500 0.0175 11 0.0700 .0.0500 0.0200 12 0.0750 0.0500 0.0250 13 0.0800 0.0500 0.0300 14 0.0900 0.0500 0.0400 15 0.1075 0.0500 0.0575 16 0.1175 0.0500 0.0675 17 0.1350 0.0500 0.0850 18 0,.1550 0.0500 0.1050 19 0.1725 0.0500 0.1225 20 0.1875 0.0500 0.1375 21 0.2650 0.0500 0.2150 22 _ 0.3625 0.0500 0.3125 23 0.0850 0.0500 0.0350 24' 0.0250 0.0225 0.0025 TOTAL STORM RAINFALL(INCHES) = 2.50 TOTAL SOIL- LOSS(INCHES) = 1.15 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.35 -------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE- FEET) .-------------------------------- 2.3666 TOTAL.STORM --------=---------------------------=--------------------------------- RUNOFF VOLUME(ACRE -FEET) = 2.7753 - - - - -- 6 - H O U R S T O R M R U N O F F H Y D R O G"R A P H .HYDROGRAPH -IN FIVE - MINUTE UNIT INTERVALS(GFS) (Note: Time indicated is at END of Each Unit Intervals) ------------------ 7 ---------------- 7 ------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 7.5 15.0 .22.5 30.0 0.083 0.0020 0.30 Q 0.167 0.0041 0.30 Q 0.250 0.0061 0.30 Q 0.333 0.0093 0.45 Q 0.417 0.0124 0.45 Q 0.500 0.0155 0.45 Q 0.583 0.0190 0.51 Q 0.667 0.0224 0.51 Q 0.750 0.0259 0.51 Q 0.833 0.0296 0.54 Q 0.917 0.0333 0.54 Q 1.000 0.0370 0.54 Q 1.083' 0.0430 0.86 VQ 1.167 0.0489 0.86 VQ 1.250 0.0548 0.86 VQ 1.333 0.0616 0.99 VQ 1.417 0.0684 0.99 VQ 1.500 0.0752 0.99 Q 1.583 0.0821 0.99 Q 1.667 0.0889 0.99 Q 1.750 0.0958 0.99 Q 1.833 0.1038 1.17 Q 1.917 0.11.19 1.17 Q 2.000 0.1199 -1.17 Q 2.083 0.1296 1.41 Q 2.167 0.1394 1.41 QV 2.250 0.1491 1.41 QV 2.333 0.1606 1.66 Q . 2.417 0.1720 1.66 Q 2.500, 0.1835 1.66 Q 2.583 0.1966 1.91 Q 2.667 0.2098 1.91 QV 2.750 0.2230 1.91 QV 2.833 0.2390 2.33 Q 2.917 �r%n 0.2551 , ,, 2.33 Q 3.833 0.5567 6.39 Q . 3.917 0.6008 6.39 Q . 4.000 0.6448 6.39 QV. 4.083 0.6993 7.92 Q 4.167 0.7538 7.92 Q 4.250 0.8084 7.92 QV 4.333 0.8760 9.82 VQ 4.417 0.9437 9.82 Q 4.500 1.0113 9.82 QV 4.583 1.0915 11.63 Q 4.667 1.1716- 11.63 QV 4.750 1.2517 11.63 Q V . 4.833 1.3426 13.20 Q V. 4.917 1.4336 13.20 Q V 5.000 1.5245 13.20 Q V 5.083 1.6558 19.07 V Q 5.167 1.7872 19.07 Q 5.250 1.9185 19.07 Q V 5.333 2.1120 28.09 V Q 5.417 2.3055 28.09 V Q 5.500 2.4989 28.09 VQ 5.583 2.5782 11.52 Q V 5.667 2.6575 11.52 Q V 5.750 2.7368 11.52 Q V, 5.833 2:7476 1.57 Q V. 5.917 2.7585 1.57 Q V. 6.000 2.7693 1.57 Q - V. 6._083 2.7708 0.22 Q V. 6.167 2.7723 0.22 Q V. 6.250 2.7737 0.22 Q V. 6.333 2.7741 0.06. Q V. 6.417 2.7745 0.06 Q V. 6.500 2.7749 .0.06 Q- V. 6.583 2.7751 0.02 Q V. 6.667 2.7752 0.02 Q V. 6.750 2.7753 0.02 Q V. 6.833 2.7753 0.00 Q V. 6.917 2.7753 0.00 Q V 7.000 2.7753 0.00 Q V. r. FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 3.1 ---------- ------------------------------------------------------ =------------ >>>>>FLOW- THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1<<<<< INFLOW (STREAM 1) I . I V _effective depth --------- -- I "(and volume) I I I V........ I detention I <-- >I outflow I basin I I•••••..•` ------ - - - - -- I I \ I I dead I basin outlet V I storage OUTFLOW --- - - - - -- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW- THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT,LOSS,RATE "(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) .(CFS) (AF) 1 0.00 0.00 .0.000 2 1.00 0.77 0.510 3 2.00 0.86 1.070 4 3.00 0.95 1.690 5 4.00 1.05 2.380 6 5.00 1.15 3.140 7 6.00 1.25 3.950 MODIFIED -PULS BASIN - ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval..) ' CLOCK MEAN EFFECTIVE TIME DEAD - STORAGE INFLOW LOSS (HRS) ------------------------------- FILLED(AF) (CFS) =--------------- (CFS) 0.083 0.000 0.30 0.00 0.167 0.000 0.30 0.00 0.250 0.000 0.30 0.00 0.333 0.000 0.45 0.00 0.417_ 0.000 0.45 0.00 0.500 0.000 0.45 0.00 0.583 0.000 0.51' 0.00 0.667 0.000 0.51 0.00 0.750 0.000 0.51 0.00 0.833 0.000 0.54 0.00 0.917 0.000 0.54 0.00 1.000 0.000 0.54 0.00 1.083 0.000 0.86 0.00 1.167 0.000 0.86 0.00 1.250 0.000 0.86 0.00 1.333 0.000 0.99. 0•.00 1..417 0.000 0.99 0.00 1.500 0.000 0.99. 0.00 1.583 0.000 0.99 0.00 1.667 0.000 0.99 0.00 1.750 0.000 0.99 0.00 1.833 0.000 1.17 0.00 1.917 0.000 1.17` 0.00 2.000 0.000 1.17 0.00 2.083 0.000 1.41 0.00 2.167 0.000 1.41 0.00 2.250 0.000 1.41 0.00 2.333 •0.000 1.66 0.00 2.417 0.000- 1.66 • 0.00 2.500 0.000 1.66 0.00 2.583 0.000 1.91 0.00 2.667 .0.000 1.91 0.00 2.750 0.000 1.91• 0.00 2.833 0.000 2.33 0.00 2.917 0.000 2.33 0.00 3.000 0.000 2.33 0.00 3.083 .0.000 2.83 0.00 I.1 F7 n nnn 1? 01 n nn MEAN EFFECTIVE OUTFLOW EFFECTIVE DEPTH(FT) --------------- (CFS) =------------ VOLUME(AF) 0.00 0.0 0.002 0.01 0.0 0.004 0.01 0.0 0.006 0.02 0.0 0.009 0.02 0.0 0.012 0.03 0.0 0.015 0.04 0.0 0.018 0.04 0.0 0.022 0.05 0.0 0.025 0.06 0.0 0.028 0.06 0.0 0.032 0.07 0.1 0.035 0.08 0.1 0.041 0.09 0.1 0.046 0.10 0.1 0.051 0.11 0.1 0.058 0.13 0.1 0.064 0.14 0.1 0.070 0.15 0.1 0.076 0.16 0.1 0.082 0.17 0.1 0.088 0.19 0.1 0.095 .0.20 0.1 0.102 0.21 0.2 0.109 0.23 0.2 0.118 0.25 0.2 0.126 0.26 0.2 0.135 0.28 0.2 0.145 . 0.30 0.2 0.154 0.32 0.2 0.164. 0.34 0.3 0.176 0.37 0.3 0.187 0.39 0.3 0.198• 0.42 .0.3 0.212 0.44 0.3 0.226 0.47 0.4 0.239 0.50 !1 C A 0.4 n • 0.256 r I'D LO tori� 0 0 0 OD 00 00 0 0 0 C) m OD -I rl N r-I r-1 ri O O O O O O O O O 61 N N (`) 61 Ol 0 0 0 0 0 0 0 0 0 0 0 0 O M r O 00 l0 O O r-I r ----------------------------------------------------------- - - - - -- ---- - - - - -- MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS "EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) ----------------------------------------------- (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ----------------------------- 4.250 0.000 7.92 0.00 1.36 0.8 0.714 4.333 0.000 9.82 0.00 1.47 0.8 0.776 4.417 0.000 9.82 0.00 1.59 0.8 0.838 4.500 0.000 9.82 0.00 1.70 0.8 0.900 4.583 0.000 11.63 0.00 1.83 0.8 0.974 4.667 0.000 11.63 0.00 1.96 0.9 1.048 4.750 0.000 11.63 0.00 2.08 0.9 1.123 4.833 0.000 13.20 0.00 2.22 0.9 1.207 4.917 0.000 13.20 0.00 2.36 0.9 1.292 5.000 0.000 13.20 0.00 2.50 0.9 1.377 5.083 0.000 "19.07 0.00 2.70 0.9 1.502 5.167 0.000 19.07 0.00 2.90 0.9 1.627 5.250 0.000 19.07 0.00 3.09 1.0 1.752 5.333 0.000 28.09 0.00 3.36 1.0 1.938 5.417 0.000 28.09 0.00 3.63 1.0 2.125 5. -500 0.000 28.09 0.00 3.90 1.0 2.311 5.583 0.000' 11.52 0.00 4.00 1.0 2.383 5.667 0.000 11.52 0.00 4.10 1.1 2.455 5.7'50 0.000 11.52 0.00 4.19 1.1 2.527 5.833 0.000 1.57 0.00 4.20 1.1 2.531 5.917 0.000 .1.57 0.00 4.20 1.1 2.534 6.000 0.000 1.57 0.00 4.21 1.1 2.538 6.083 0.000 0.22 0.00 4.20 1.1 2.532 6.167 0.000 0.22 0.00 4.19 1.1 2.526 6.250 0.000 0.22 0..00 4.18 1.1 2.520 6.333 0.000 0.06 0.00 4.18 r.1 2.513 6.917 0.000 0.06 0.00 4.17 1.1 2.506 6.500 0.000 -0.06 0.00 4.16 1.1 2.499 6.583 0.000 0.02 0.00 4.15 1.1 2.492 6.667 0.000 0.02 0.00 4.14 1.1 2.485 6.750 0.000 0.02 0.00, 4.13 1.1 2.478 '6.833 0.000 0.00 0.00 4.12 1.1 2.470 6.917 0:000 0.00 0.00 4.11 1.1" 2.463 7.000 0.000 0.00 0.00 4.10 1.1 2.456 7.083 0.000 0.00 0.00 4.09 1.1 2.448 7.167 0.000 0.00 0.00 4.08 1.1 2.441 7.250 7 7 7 0.000 n n n n 0.00 n An 0.00 n nn 4.07 A n c 1.1 1 1 2.434' 1 A n 7 r 06E'Z 0'T 66'£ 00'0 00'0 000'0 £££"8 Lb£'Z 0'T 96'£ 00'0 00'0 000'0 OSZ'8 5S£'Z 0'T 96'£ 00'0 00'0 000'0 L9T'8 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE ----------- (HRS)--- FILLED(AF) --------------- (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 8.417 0.000 0.00 ------------------------------ -0.00 3.93 1.0 2.332 8.500 0.000 0.00 0.00 3.92 1.0 2.325 8.583 0.000 0.00 0.00 3.91 1.0 2.318 8.667 0.000 0.00 0.00 3.90 1.0 2.311 8.750 0.000 01.00 0.00 3.89 1.0 2.304 8.833 0.000 0.00 0.00 3.88 1.0 2,297 8.917 0.000 0.00 0.00 3.87 1.0 2.289 9.000 0.000 0.00 0.00 3.86 1.0 2.282 9.083 0.000 0.00 0.00 3.85 1.0 2.275 9.167 0.000 0.00 0,00_ 3.84 1.0 2.268 9.250 0.000 0.00 0.00 3.83 1.0 2.261 9.333 0.000 0.00 0.00 3.82 1.0 2.254 9.417 0.000 0.00 0..00 3.81 1.0 2.247 9.500 0.000 0.00 0.00 3.80 1.0 2.240 9.583 0.000 0.00 0.00 3.79 1.0 2.232 9.667 0.000- 0.00 0.00 3.78 1.0 2.225 r 9.750 0.000 0.00 0.00 3.77 1.0 2.218 9.833 0.000 0.00 0.00 3.76 1.0 2.211 9.917 0.000 0.00 0.00 3.75 1.0 2.204 10.000 0.000 0.00 0.00. 3.73 1.0 2.197 10.083 0.000' 0.00 0.00 3.72 1.0 2.190 10.167 0.000 0.00 0.00 3.71 1.0. 2.183 10.250 0.000 0.00 0.00 3.70 1.0 2.176 10.333 0.000 0.00 0.00 3.69 1.0 2.169 10.417 0.000 0.00 0.00 3.68 1.0 2.162 10.500 0.000 0.00 0.00 3.67 1.0 2.155 10.583, 0.000 0.00 0.00 3.66 1.0 2.148 10.667 0.000 0.00 0.00 3.65 1.0 2.141 10.750 0.000 0.00 0.00 3.64 1.0 2.134 10.833 0.000 0.00 0.00 3.63 1.0 2.127 10.917 0.000 0.00 0.00 3.62 1.0 2.120 11.000 0.000 0.00 0.00 3.61 1.0 2.113 11.083 0:000 0.00 0.00 3.60 1.0 2.106 11.167 0.000 0.00 0.00 3.59 1.0 2,099 11.250 0.000 0.00 0.00 3.58 1.0 2.092 11.333 0.000 0.00 0.00 3.57 1.0 2.085 11.417 0.000 0 '.00 0.00 3.56 1.0 2.078 11.500. 0.000 0.00 0.00 .3.55- 1.0 2.071 11.583 0.000 0.00 0.00 3.54 1.0 2.064 11.667 0.000 0.00 0.00 3.53 1.0 2.057 11.750 0.000 0.00 0.00 3.52 1.0 2.050 11.833' 0.000 0.00 0.00 3.51 1.0 2.043 11.917 0.000 0.00 0.00 3.50 1.0 2.036 12.000 0.000 0.00 0.00 3.49 1.0 2.029 12.083 0.000 0.00 0.00 3.48 1.0 2.023 12.167 0.000 0.00 0.00 3:47 1.0 2.016 12.250 0.000 0.00 0.00 3..46 1.0 2.009 12.333 0.000 0.00 0.00 3.45 1.0 2.002 12.417 0.000 0.00 0.00 3.44 1.0 1.995 12.500 0.000 0.00 0.00 3.43 1.0 1.988 0 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed-EFFECTIVE DEPTH and VOLUME are estimated at,the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK -MEAN TIME' DEAD - STORAGE INFLOW. LOSS EFFECTIVE OUTFLOW EFFECTIVE --------------------------------------- (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 12.583 0.000 0.00 0.00 3.42 1.0 1.981 12.667 0.000 0.00 0.00 3.41 1.0 1.974 12.750 0.000 0.00 0.00 3.40 1.0 1.968 12.833 0.000 0.00 0.00 3.39 1.0 1.961 12.917 0.000 0.00 0.00 3.38 1.0 1.954 13.000 0.000 0.00, 0.00 3.37 1.0 1.947 13.083 0.000 0.00 0.00 3.36 1.0 1.940 1.3.167 0.000 0.00 0.00 3.35 1.0 1.933 13.250 0.000 0.00 0.00 3.34 1.0 1.927 13.333 0.000 0.00 0.00 3.33 1.0 1.920 13.417 0.000 •0.00 0.00 3.32 1.0 1.913 13.500' 0.000 0.00 0.00 3.31 1.0 1.906 13.583 0.000 0.00 0.00 3.30 1.0 1.899 13.667 0.000 0.00 0.00 3.29 1.0 1.893 13.750 0.000 0.00 0.00 3.28 1.0 1.886 13.833 0.000 0.00 0.00 3.27 1.0 1.879 13.917 0.000 0.00 0.00 3.26 1.0 1.872 14.000_ 0.000 0.00 0.00 3.25 1.0 1.866 14.083 0.000 0.00 0.00" 3.24 1.0 1.859 14.167 0.000 0.00 0.00 3.24 1.0 1.852 14.250 0.000 0.00 0.00 3.23 1.0 1.845 14.333 0.000 0.00 0.00 3.22 1.10 1.839 14.417 0.000 0.00 0.00" 3.21 1.0 1.832 14.500 .0.000 0.00 10.00 3.20 1.0 1.825 14.583 0.000 0.00 0.00 3.19 1.0 1.819 14.667 0.000 0.00 0.00 3.18 1.0 1.812 14.750 0.000 0.00 0.00 3.17 1.0 1.805 .14.833 0.000 0.00 0.00 3.16 1.0 1.799 14.917 0.000 0.00 0.00 3.15 1.0 1.792 15.000 0.000 ------------------------------------------------- 0.00 0.00 3.14 1.0 1.785 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 2.775 AF BASIN STORAGE = 0.000 AF (WITH 0.000 AF INITIALLY FILLED) OUTFLOW VOLUME = 2.775 _AF LOSS , -VOLUME = 0.000 AF' F L 0 0 D R 0 U T I'N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC &WCD)-1978 HYDROLOGY MANUAL (c) Copyright 1989 -2002 Advanced Engineering Software (-aes) .(Synthetic Unit Hydrograph Version 2.OA) Release Date: 01 /01/2002 License ID 1420 Analysis prepared by: Pardue, Cornwell and Associates, Inc. 151 Kalmus Drive ` M -2 Costa Mesa, CA 92626 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Pond No. 4 6- hr•100 -yr * * * * FILE NAME: C:\ aes2002\ hydrosft\ ratscx \piid43.DAT0033H❑DAT❑❑❑❑❑ TIME /DATE OF STUDY: 11:38 02/12/2003 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 ------------------------------- 7 ------------------ ---------------- ---------- >>>>>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) « «< (UNIT - HYDROGRAPH ADDED TO STREAM #1') WATERCOURSE LENGTH = 1120.000 FEET LENGTH FROM CONCENTRATION POINT,TO CENTROID = 500.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 8.000 FEET . BASIN FACTOR = 0.015 WATERSHED AREA = 26.040 ACRES - BASEFLOW = 0.000 CFS /SQUARE -MILE WATERCOURSE "LAG" TIME = 0.041 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL- LOSS(INCH /HOUR) = 0.200 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 USER- ENTERED RAINFALL = 2.50 INCHES RCFC &WCD 6 -Hour Storm (15- Minute period) SELECTED RCFC &WCD DEPTH -AREA ADJUSTMENT FACTOR'(PLATE E -5.8) = 0.9999 UNIT HYDROGRAPH TIME UNIT = 15.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 611.032 -------------- - ----- UNIT HYDROGRAPH DETERMINATION --------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER ----------------------------------------------------------------------- MEAN VALUES ORDINATES(CFS) 1 75.595 79.355 2 99.274 24.856 3 99.710 0.457 4 99.927 0.229 5 100.000 0.076 UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) ---------------------------------------------------------------------------- (INCHES) (INCHES) (INCHES) 1 0.0425 0..0382 0'.0042 2 0.0475 0.0427 0.0047 3 0.0525 0.0472 0.0052 4 0.0550 0.0495 0.0055 5 0.0600 0.0500 0.0100 6 0.0600 0.0500 0.0100 7 _ 0.0600 0.0500 0.0100 8 0.0625 0.0500 0.0125 9 0.0650 0.0500 0.0150 10 0.0675 0.0500 0.0175• 11 0.0700 0:0500 0.0200 12 0.0750 0.0500 0.0250 13 0.0800 0.0500 0.0300 .14 0.0900 0.0500 0-.0400 15 0.1075 0.0500 0.0575 16 0.1175, 0.0500 0.0675 17 0.1350 0.0500 0.0850- 18. •0.1550 0.0500 0.1050 19 0.1725 0.0500 0.1225 20 0.1875 0.0500 0.1375 21 0.2650 0.0500 - 0.2150 22 0.3625 0.0500 0.3125 23 0.0850, 0.0500 0.0350 24 0.0250 0.0225 0.0025 -TOTAL STORM RAINFALL(INCHES) _ .2.50 TOTAL SOIL- LOSS(INCHES) = 1.15 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.35 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 2.4960 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 2.9271 --------------------------------------------------- ------------------------- c 6 - H O U R S T O R M R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE - MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is ------------------------------------------------------------------- at END of Each Unit Intervals) TIME(HRS) ----------------7----------------------------------------------------------- VOLUME(AF) Q(CFS) 0. - - - - -- 10.0 20.0 30.0 40.0 0.083 0.0023 0.34 Q 0.167 0.0046 0.34 Q 0.250 0.0070 0.3,4 Q 0.333 0.0103 0.48 Q , 0.417 0.0136 0.48 Q 0.500 0.0169• 0.48 Q ; 0.583 0.0206 0.'54 Q 0.667 0.0243 0.54 Q 0.750 0.0280 0.54 Q 0.833 0.0319 0.57 Q 0.917 0.0359 0.57 Q 1.000 0.0398 0.57 Q 1.083 0.0462 0.93 Q 1.167 0.0527 0.93. Q 1.250 0.0591 0.93 Q 1.333 0.0663 1.05 VQ 1.417 0.0,735 1.05 Q ; 1.500 0.0807 1.05 Q 1.583 0.0879 1.05 Q 1.667 0.0951 1.05, Q 1.750 0.1024 1.05 Q 1.833 0.1109 1.25 Q 1.917 011195 1.25 Q 2.000 O.i281 1.25 Q 2.083 0.1385 1.51 Q 2.167 0.1489 1.51 QV 2.250 0.1593 1.51 QV 2.333 0.1715 1.77 QV ' 2.417 0.1837 1.77 QV 2:500 .0.1958 1.77 QV 2.583 0.2098 2.03 'Q 2:667 0.2238 2.03 QV 2.750 0.2378 2.03 QV , 2.833 0.2550 2.49 QV 2.917 0.2722 2.49 QV 3.000• 0.2893 2.49 QV 3.083 0.3101 3.02 QV 3.167 0.3309 3.02 QV 3.250 0.3516 3.02 QV 3.333 0.3788 3.94 Q V 3.417 0.4059 3.94 Q 3.500 0.4330 3.94 Q V 3.583 0.4714 5.58 QV 3.667. 0.5098 5.58 QV 3.750 0.5482 5.58 Q V 3.833 0.5951 6.81 Q V . 3.917 0.6420 6.81 Q V . 4.000 0.6890 6.81 Q V. 4.083 0.7472 8.46 Q V 4.167 0.8055 8.46 Q V 4.250 0.8637 8.46 Q V 4.333 0.9360 10.49 Q V 4.417 1.0.082 10.49 Q V 4.500 1.0805 10.49 Q V 4.583 1.1658 12.39 Q V 4.667 1.2511 12.39 Q V 4.750 1.3365 12.39 Q V . 4.833 1.4331 14..03 Q V. 4.917 1.5297 14.03 Q V 5.000 1.6263 14.03 Q V 5.083 1.7679 20.56 Q V 5.167 1.9095 20.56 Q V 5.250 2.0511 20.56 Q V , 5.333 2.2594 30.24 Q 5.417 2.4677 30.24 Q V 5.500 2.6759 30.24 Q V 5.583 .2.7495 10.68. Q V 5.667 2.8231 10.68 Q V 5.750 2.8966 10.68 Q V. 5.833 2.9054 1.27 Q V. 5.917 2.9141 1.27 Q V. 6.000 2.9229 1.27 Q V. 6.083 2.9240 0.17 Q V. 6.167 2.9252 0.17 Q V. 6.250 2.9263 0.17 Q V. 6.333 2.9266 0.03 Q V. 6.' 417 2.9268 0.03 Q V. 6.500 2.9270 0.03 Q. V. 6.583 2.9270 0.00 Q V. -6.667 2.9271 0.00 Q V. 6.750 2.9271 0.00 Q V. FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 3.1 ---------------------------------------------------------------------------- >>>>>FLOW- THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1<<<<< INFLOW (STREAM 1) I I • V _effective depth ----- - - - - -- I (and volume) I I I I I....V......... I detention i < - ->I outflow basin I I ••••••• I. I dead I basin outlet V I storage I OUTFLOW --- - - -- -- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW- THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2' 1.00. 0.87 0.430 3 2.00 1.02 0.940 4 3.00 1.17 1.520 5 4.00 1.33 2.180 6 5.00 1.49 2.920 7 6.00 1.65 3.740 -------------------------------------------------=-------------------------- ---------------------------------------------------------------------------- MODIFIED-PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE'DEPTH and VOLUME. are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) ---------------------------------------------------------------------------- FILLED(AF) (CFS) (CFS) DEPTH(FT) -(CFS) VOLUME(AF) 0.083 0.000 0.34 0.00 0.01 0.0 0.002 0.167 0.000 0.34 0.00 0.01 0.0 0.005 0.250 0.000 0.34 0.00 0.02 0.0 0.007 0.333 0.000 0.48 0.00 0.02 0.0 0.010 0.417 0.000 0.48 0.00 0.03 0.0 0.013 0.500 0.000 0.48 0.00 0.04 0.0 0.016 0.583 0.000 0.54 .0.00 0.05, 0.0 0.020 0.667 0.000 0.54 0.00 0.05 0.0 0.023 0.750 0.000 0.54 0.00 0.06 0.1 0.026 0.833 0.000 0.57 0.00 0.07 0.1 0.030 0.917 0.000 0.57 0.00 0.08- 0.1 0.034 1.000 0.000 0.57 0.00 0.09 0.1 0.037 1.083 0.000 0.93 0.00 0.10 0.1 0.043 1.167 0.000 0.93 0.00 0.11 0.1 0.049 1.250 0.000 0.93 0.00 0.13 0.1 0.054 1.333 0.000 1.05 0.00 0.14 0.1 0.061 1.417 0.000 .1.05 0.00 0.16 0.1 0.067 1.500 0.000 1.05 0.00 0.17 0.1 0.073 1.583 0.000 1.05 0.00 0.18 0.2 0.079 1.667 0.000 1.05 0.00 0.20 0.2 0.085 1.750 0.000 1.05 0.00 .0.21 0.2 0.091 1.833 0.000 1.25 0.00 0.23 0.2 0.099 1.917 0.000 1.25 0.00 0.25 0.2 0.106 2.000 0.000 1.25 0.00 0.26 0.2 0.113 2..083 0.000 1.51 0.00 0.28, 0.2 0.122 2.167 0.000 1.51 0.00 0.30 0.3 0.130 2.250 0.000 1.51 0.00 0.32 0.3 0.139 2.333 0.000 1.77 0.00 0.35 0.3 0.149 2.417 0.000 1.77 0.00 0.37 0.3 0.159 2.500 0.000 1.77 0.00 0.39 0.3 0.169 2.583 0.000 2.03 0.00 0.42 0.4 0.180 2.667 0.000 2.03 0.00 0.45 0.4 0.192 2..750 0.000 2.03 0.00 0.47 0.4 0.203 2.833 0.000 2.49 0.00 0.51 0.4 0.217 .2.917 0.000 2.49 0.00 0..54 0.5. 0.231' 3.000 0.000 2.49 0.00 0.57 0.5 0.245 3.083 0.000 3.02 0.00 0.61 0.5 0.262 3.167 0.000 3.02 0.00 0.65 0.5 0.279 3.250 0.000 3.02 0.00 0.69 0.6 0.296 3.333 0.000 3.94 0.-00 0.74 0.6 0.319 3.417 0.000 3.94 0.00 0.79 0.7 0.342 3.500 0.000 3.94 0.00 0.85 0.7 0.364 3.583 0.000 5.58 0.00 0.92 0.8 0.39,7 3.667 0:000 5.58 0.00 1.00 0.8 0.429 3.750 0.000 5.58 0.00 1.06 0.9 0.462 3.833 0.000 6.81 0.00 1.14 0.9 0.503 3.917 0.000 6.81 0.00 1.22 0.9 0.543 4.000 0..000 6,.81 0.00 1.30 0.9 0.584 4.083 0.000 8.46 0.00 1.40 0.9 0.636 4.167 0.000 8.46 0.00 1.51 0.9 0.688 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) - (CFS) VOLUME(AF) --------------------------------------------- 4.250 0.000 8.46 0.00 1.61 1.0 0.739 4.333 0.000 10.49 0.00 1.74 1.0 0.805 4.417 0.000 10.49 0.00 1.86 1.0 0.870 4.500 0.000 10.49 0.00 1.99 1.0 0.936 4.583 0.000 12.39 0.00 2.13 1.0 1.014 4.667 0.000 12.39 0.00 2.26 1.1 1.092 4.750 0.000 12.39 0.00 2.40 1.1 1.170 4.833 0.000 14.03 0.00 2.55 1.1 1.259 4.917 0.000 14.03 0.00 2.70 1.1 1.348 5.000 0.000 14.03 0.00 2.86 1.1 1.437 5.083 0.000 20.56 0.00 3.08 1.2 1.570 5.167 0.000 20.56 0.00 3.28 1.2 1.703 5.250 0.000 20.56 0.00 3.48 1.2 1.837 5.333 0.000 30.24 0.00 3.78 1.3 2.036 5.417 0.000 30.24' 0.00 4.07 1.3 2:235 5.500 0.000 30.24 0.00 4.34 1.4 2.434 5.583 0.000 10.68 0.00 4.43 1.4 2.498 5.667 0.000 10.68 0.00 4.52 1.4 2.562 5.750 0.000 10.68 0.00 4.60 1.4 2.626 5.833 0.000 1.27 0.00 4.60 1.4 2.625 5.917 0.000 1.27 0.00 4.60 1.4 2.624 6.000 0.000 1.27- 0.00 4.60 1.4 2.623 6.083 0.000 0.17 0.00 4.59 1.4 2.614 6.167 0.000 0.17 0.00 4.57 1.4 2.605 6.250 0.000 0.17 0.00 4.56 1.4 2.597 6.333 0.000 0.03 0.00 4.55 1.4 2.587 6.417 0.000 40.03 0.00 4.54 1.4 2.578 6.500 0.000 0.03 0.00 4.52 .1.4 2.568 6.583 0.000 0.00 0.00 4.51 1.4 2.559 6.667 0.000 0.00 0.00 4.50 1.4 2.549 6.750 0.000 0.00 0.00 4.49 1.4 2.539 6.833 0.000 0.00 0_.00 4.47 1.4 2.530 6.917 0.000 0.00 0.00 4.46 1.4 2.520 7.000 0.000 0.00 0.00 4.45 1.4 2.510 7.083 0.000 0.00 0.00 4.43 1.4 2.501 7.167 0.000 0.00 0.00 4.42 1.4 2.491 7.250 0.000 0.00 0.00 4.41 1.4 2.481 7.333 0.000 0.00 0.00 4.39 1.4 2.472 7.417 0.000 0.00 0.00, 4.38 1.4 2.462 7.500 0.000 0.00 0.00 4.37 1.4 2.453 7.583 0.000 0.00 0.00 4.36 1.4 2.443 7.667 0.000 0.00 0.00 4.34 1.4 2.434 7.750 0.000 0.00 0.00 4.33 1.4 2.424 7.833 0.000 0.00 0.00 4.32 1.4 2.415 7.917 0.000 0.00 0.00 4.30 1.4 2.405 8.000 0.000 0.00 0.00 4.29 1.4 2.396 8.083 0.000 0.00 0.00 4.28 1.4 2.386 8S£'Z VT 6Z'b 00'0 00'0 000'0 £££'8 L9£'Z b'T SZ'b 00'0 00'0 000'0 OSZ'8 LL£'Z 6'T LZ'b 00'0 00'0 000'0 L9T'8 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK TIME DEAD - STORAGE IN (HRS) FILLED(AF) (CFS) MEAN LOSS EFFECTIVE OUTFLOW EFFECTIVE (CFS) DEPTH(FT) (CFS) VOLUME(AF) 8.417 0.000 0.00 0.00 4.23 8:500 0.000 0.00 0.00 4.21 8.583 0.000 0.00 0.00 4.20 8.667 0.000 0.00 0.00 4.19 8.750 0.000 0.00 0.00 4.18 8.833 0.000 0.00 0.00 4.16 8•.917 0.000 0.00 0.00 4.15 9.000 0.000 0.00 0.00 4.14 9.083 0.000 0.00 0.00 4.13 9.167 0.000 0.00 0.00 4.11 9.250 0.000 0.00 0.00 4.10 9.333 0.000 0.00 0.00 4.09 9.417 0.000 0.00 0.00 4.08 9.500 0.000 0.00 0.00 4.06 9.583 0.000 0.00 0.00 4.05 9.667 0.000 0.00 0.00 4.04 9.750 0.000 0.00 0.00 4.03 9.833 0.000 0.00 0..00 4.01 9.917 0..000 0.00 0.00 4.00 10.000 0.000 0.00 0.00 3. -99 10.083 0.000 0.00 0.00 3.97 10.167 0.000 0.00 0.00 3.96 10.250 0.000 0.00 0.00 3.95 10.333 0.000 0.00 0.00 3.93 10.417 0.000 0.00 0.00 3.92 10.500 0.000 0.00 0.00 3.91 10.583 0.000 0.00 0.00 3.89 10.667 0.000 0.00 0.00 3.88 10.750 0.000 0.00 0.00 3.86 10.833 0.000 0.00 0.00 3.85 10'.917 0.000 0.00 0.00 3.84. .11.000 0.000 0.00 0.00 3.82 11.083 0.000 0.00 0.00 3.81 11.167 0.000 0.00 0.00 3.80 11.250 0.000 0.00 0.00 3.78 11.333 0.000 0.00 0.00 3.77 11.417 0.000 0.00 0.00 3.76 11.500 0.000 0.00 0.00 3.74 11.583 0.000 0.00 0.00 3.73 11.667 0.000 0.00 0.00 3:72 11.750 0.000 0.00 0.00 3.70 11.833 0.000 0.00 0.00 3.69 11.917 0.000 0.00 0.00 3.68 12.000 0.000 0.00 0.00 3.66 12.083 0.000 0.00 0.00 3.65 12.167 0.000 0:00 0.00 3.64 12.250 0.000 0.00 0.00 3.62 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.4 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3' 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1:3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3. 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 2.348 2.339 2.330 2.320 2.311 2.302 2.292 2.283 2.274 2.264 2.255 2.246 2.237 2.227 .2.218 2.209 2.200 2.191 2.181 2.172 2.163 2.154 2.145 2.136 2.127 2.118 2.109 2.100 2.091 2.082 2.073 2.064 2.055 2:046 2.037 2.028 2.019 2.010 2.001 1.992 1.984 1.975 1.966 1.957 1.948 1.940 1.931 12.333 0.000 0.00 0.00 3.61 1.3 1.922 12.417 0.000 0.00 0.00 3.60 1.3- 1.913 12.500 0.000 _ 0.00 0.00 3.58 1.3 1.905 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------- 12.583 0.000 0.00 0.00 3.57 1.3 1.'896 12.667 0.000 0.00 0.00 3.56 1.3 1.887 12.750 0.000. 0.00 0.00 3.54 1.3 1.879 12.833 0.000 0.00 0.00 3.53 1.3 1.870 12.917 0.000 0.00 0.00 3.52 1.3 1.861 13.000 0.000 0.00' 0.00 3.50 1.3 1.853 13.083 0.000 0.00- 0.00 3.49 1.3 1.844 13.167 0.000 0.00 0.00 3.48 1.2 1.836 13.250 0.000 0.00 0.00 3.47 1.2 1.827 13.333 0.000 0.00 0.00 3.45 1.2 1.818 13.417 0.0.00 0.00 0.00 3.44 1.2 1.810 13.500 0.000 0.00 0.00 3.43 1.2 1.801 13.583 0.000 0.00 0.00 3.41 1.2 1.793 13.667 0.000 0.00 0.00 3.40 1.2 1.784 13.750 0.000 0.00 0.00 3:39 1.2 1.776 13.833 0.000 0.00 0.00 3.37 1.2 1.767 13.917 0.000 0.00 0.00 3.36 1.2 1.759 14.000 0.000 0.00 0.00 3.35 1.2 1.750 14.083 0.000 0.00 0.00 3.34 1.2 1.742 14.167 0.000 0.00 0.00 3.32 1.2 1.733 14.250 0.000 0.00 0.00 3.31 1.2 1.725, 14.333 0.000 0.00 0.00 3.30 1.2 1.717 14.417 0.000. 0.00 0.00 3.29 1.2 1.708 14.500 0.000 0:00 0.00 3.27 1.2 1.700 14.583 0.000 0.00 0.00 3.26 1.2 1.692 14.667 0.000 0.00 0.00 3.25 1.2 1.683 14.750 0.000 0.00 0.00 3.23 1.2 1.675 14.833 0.000 0.00 0.00 3.22 1.2 1.667 14.917 0.000 0.00 0.00 3.21 1.2 1.658 15.000 0.000 0.00 0.00 3.20 1.2 1.650 -------------------------------------------------------- PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 2.927 AF BASIN STORAGE = 0.000 AF (WITH 0.000 AF INITIALLY FILLED) OUTFLOW VOLUME 2.927 AF LOSS. VOLUME = 0.000 AF F L 0 0 D R 0 U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989 -2002 Advanced Engineering Software (aes) (Synthetic Unit Hydrograph Version 2.OA) Release Date: 01/01/2002 License ID 1420 Analysis prepared by: Pardue, Cornwell and Associates, Inc. 151 Kalmus Drive M -2 Costa Mesa, CA 92626 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * * Pond No. 3 24 hr 100 yr ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: C:\ aes2002\ hydrosft \ratscx \wpl00yr \PND33H.DAT❑❑❑❑❑ TIME /DATE OF STUDY: 11:29 02/12/2003 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 ------ - - - - -- >>>>>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS)<<<<< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 1700.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 800.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 22.000 FEET BASIN FACTOR = 0.015 WATERSHED AREA = 24.690 ACRES BASEFLOW = 0.000 CFS /SQUARE -MILE WATERCOURSE "LAG" TIME = 0.051 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL- LOSS(INCH /HOUR) 0.190 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 MINIMUM SOIL -LOSS RATE(INCH /HOUR) = 0.100 - USER- ENTERED RAINFALL = 4.50 INCHES RCFC &WCD 24 -Hour Storm (60- Minute period) SELECTED RCFC &WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE.E -5.8) = 1.0000- UNIT HYDROGRAPH•TIME UNIT = 60.000 MINUTES UNIT INTERVAL. PERCENTAGE OF LAG -TIME UNIT HYDROGRAPH DETERMINATION ------------------------------ INTERVAL I -------- "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) - -- ---------------- 92.017 22..896 2 44.616 0.000, 3 0.000 0.000 4 0.000 0.000 5 0.000 0.000 6 0.000 0.000 7 0.000 0.000 8 0.000 0.000 9 0.000 0.000 10 0.000 0.000 11 0.000 0.000 12 0.000 0.000 13 0.000 0.000 14 0.000 0 0.000 15 0.000 0.000 16 0.000 0.000 17 0.000 0.000 18 0.000 0.000 19 0.000 0.000 20 0.000 0.000 21 0.000 0.000 22 0.000 0.000 23 0.000. 0.000 24 0.000 0.000 25 0.000 0.000 26 0.000 0.000 27 0.000 0.000 28 0.000 0.000 29 0.000 0.000_ 30 0.000 0.000 31 0.000 0.000 32 0.000 0.000 33 0.000 0.000 34 0.000 0.000 35 0.000 0.000 36 0.000 0.000 37 0.000 0.000 38 0.000 0.000 39 0.000 .0.000 40 0.000 0.000 41 0.000 0.000 42 0.000 0.000 43 0.000 0.000 44 0.000 0.000 45 0.000 0.000 46 0.000 0.000 47 0.000 0.000 qg 0.000 0.000 49 0.000 0.000 50 0.000 0.000 51, 0.000 0.000 52 0.000 0.000 53 0.000 0.000 54 0.000 0.000 55 0.000 0.000 56 0.000 0.000 57 0.000 0.000 58 0.000 0.000 59 0..000 0.000 60 0.000 0.000 61 0.000 0.000 62 0.000 0.000, 63 0.000 0.000 64 0.000 0.000 65 0.000 0.000 66 0.000 0.000 67 0.000 0.000 68 0.000 0.000 69 0.000 0.000 70 0.000 0.000 71 0.000 0.000 72 0.000 0.000 73 0.000 0.000 74 0.000. 0:000 75 0.000 0.000 76 0.000 0.000 77 0.000 0.000 - 78 0.000 0.000 79 0.000 0.000 80 0.000 0.000 81 0.000 0.000 82 0.000 0.000 83 0.000 0.000 8.4 0.000 0.000 85 0.000 0.000 86 0.000 0.000 87 0.000 0.000 88 0.000 0.000 89 0.000 0.000 90 0.000 0.000 91 0.000 0.000 g2 0.000 0.000 93 0.000 0.000 94 0.000 0.000 95 0.000 0.000 96 0.000 0.000 97 0.000 0.000 98 0.000 0.000, 99 0.000 0.000 100• 0:000 0.000 101 0.000 0.000 102 0.000 0.000 .103 0.000 0.000 104 0.000 0.000 -105 0.000 0.000 106 0.000 0.000 107 0.000• 0.000 108 0.000 0.000 109 0.000 0.000 110 0.000 0.000 111 0.000 0.000 112 0.000 0.000 113 0.000 0.000 114 0.000 0.000 115 0.000 0.000 116 0.000 0.000 117- 0.000 0.000 118 0.000 0.000 119 0. .000 0..000 120 0.000 0.000 X121 0.000 0.000 122 0.000 0.000 123 0.000 0.000 124 0.000 0.000 125 0.000 0.000 126 0.000 0.000 127 0.000 0.000 128 0.000 0.000 129 0.000 0.000 130 0.000 0:000 131 0:000 0,000 132 0.000 0.000 133 0.000 0.000 134 0.000 0.000 135 0.000 0.000 136 0.000 0.000 137 0.000 0.000 . 138 0.000 0.000 139 0.000 0.000 140 0.000 0.000 141 0.000 0.000 142 0.000 0.000 143 0.000 0.000 144 0.000 0.000 145 0.000 0.000 146 0.000 0.000 147 0.000 0.000 148 0.000 0.000 149 0.000 0.000 150 0.000 0.000 ►J UNIT UNIT UNIT. EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL, (NUMBER) (INCHES) (INCHES) (INCHES) -----------7------------------------------------------------------- 1 0.0540 0.0486 0.0054 2 .0.0585 0.0526 0.0058 3 0.0810 0.0729 0.0081 4 0..0945 0.0850 0.0094 5 0.1260 0.1134 0.0126 6 0.1305 0.1174 0.0130 7 0.1710 0.1539 0.0171 8 0.2070 0.1863 0.0207 9 0.2835 0.2166 0.0668 10 0.3690 0.2052 0.1638 11 0.3150 0.1942 0.1208 12 0.3285 0.1836 0.1449 13 0.4860 0.1734 0.3125 14 0.5130. 0.1638 0.3492 15 0.4680 -0.1546 0.3134 16 0.3825 0.1460 0.2365 17 0.0630 0.0567 6.0063 18 0.0855 0.0769 0.0085 19 0.0585 0.0526 0.0058 20 0.0540 0.0486 0.0054 21 0.0495 0.0445 0.0049 - 22 0.0450 0.0405 0.0045 23 0.0405 0.0364 0.0040 24 0.0360 0.0324 0.0036 TOTAL STORM RAINFALL(INCHES) = 4.50 TOTAL SOIL- LOSS(INCHES). = _2.66 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.84 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 5.4655 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 3.4883 ---------------------------------------------------------------------- - - - - -- 2 4- H 0 U -R S T 0 R M R U.N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE - MINUTE UNIT INTERVALS(CFS) .,(Note: Time indicated is at END of Each Unit Intervals) ------------------------------=--------------------------------------------- TIME(HRS) VOLUME(AF) --------------------------------------- Q(CFS) 0. 2.5 5.0 7.5 10.0. 7 --------------- -- -------------------- 0.083 0.0009 0.12 Q 0.167 0.0017 0.12 Q 0.250 0.0026 0.12 Q 0.333 0.0034 0.12 Q '0.417 0.0043 0.12 Q 0.500 0.0051 0.12 Q 0.583 0.0066 0.12 _Q 0.667 0.0068 0.12 Q 0.750 0.0077 0.12 Q 0.833 0.0085 0.12 Q 0.917 0.0094 0.12 Q 1.000 0.0102 0.12 Q 1.083 0.0111 0.13 Q 1.167 0.0121 0.13 Q 1.250 0.0130 0.13 Q 1.333 0.0139 0.13 Q 1.417 0.0148 0.13 Q 1.500 0.0158 0.13 Q 1.583 0.0167 0.13 Q 1.667 0.0176 0.13 Q 1.750 0.0185 0.13 Q 1.833 0.0194 0.13 Q 1.917 0.0204 0.13 Q 2.000 0.0213 0.13 Q 2.083 0.0226 0.19 Q 2.167 0.0238 0.19 Q ,2.250 0.0251 0.19 Q 2.333 0.0264 0.19 Q 2.417 0.0277 0.19 Q 2.500 0.0290 0.19 Q 2.583 0.0302 0.19 Q 2.667 0.0315 0.19 Q 2.750 0.0328 0.19 Q 2.833 0.0341 0.19 Q 2.917 0.0353 0.19 Q 3.000 0.0366 0.19 Q 3.083 0.0381 0.22 Q 3.167 0.0396 0.22 Q 3.250 0.0411 0.22 Q 3.333 0.0426 0.22 Q 3.417 0.0441 0.22 Q 3.500 0•.0456 0.22 Q 3.583 0.0470 0.22 Q 3.667 0.0485 0.22 Q 3.750 0.0500 0.22 Q 3.833 0.0515 0.22 Q 3.917 0.0530 0.22 Q 4.000 0.0545 0.22 Q 4.083. 0.0565 0.29 VQ 4.167 0.0585 0.29 VQ _ 4.250 0.0605 0.29 VQ 4.333 0.0624 0.29 VQ 4.417 0.0644 0.29 VQ 4.500 0.0664 0.29 VQ 4.583 0.0684 0.29 VQ 4.667. 0.0704 0.29 VQ 4.750 0.0724 0.29 VQ 4.833 0.0744 0.29 VQ 4.917 0.0763 0.29 VQ 5.000 0.0783 0.29 VQ 5.083 0.0804 0.30 VQ 5.167 0.0825 0.30 VQ 5.250 0.0845 0.30 VQ 5.333 0.0866 0.30 VQ 5.417 0.0886 0.30 Q 5.500 0.0907 0.30 Q 5.583 0.0927 0.30 Q 5.667 0.0948 0.30 Q 5.750 0.0969 0.30 Q 5.833 0.0989 0.30 Q 5.917 0.1010 0.30 Q 6.000 0.1030 0.30 Q 6.083 0.1057 0.39 Q 6.167 0'.1084 0.39 °.Q 6.250 0.1111 0.39 Q 6.333 0.1138 0.39 Q 6.417 0.1165 0.39 Q 6.500 0.1192 0.39 Q 6.583 '0.1219 0.39 Q 6.667 0.1246 0.39 Q 6.750 0.1273 0.39 Q 6.833 0.1300 0.39 Q 6.917 0.1327 0.39 Q 7.000 0.1354 0.39 Q 7.083 0.1386 0.47 Q 7.167 0.1419 0.47 Q 7.250 '0.1452 0.47 Q 7.333 0.1484 0.47 Q 7.417 0.1517 0.47 Q 7.500 0.1550 0.47 Q 7.583 0.1582 0.47 Q 7:667 0.1615 0.47 .Q 7.750 0.1648 0.47 Q 7.833 0.1680 0.47 Q 7.917 0.1713 0.47 Q 8.000 0'.1746 0.47 QV 8.083 0.1851 1.53 V Q 8.167 0.1956 1.53 V Q 8.250 0.2062 1.53 V Q 8.333 0.2167 1.53 V Q 8.417 0.2273 1.53 V Q �• 8.500 0.2378 1.53 V Q 8.583 0.2483 1.53 V Q 8.667 -0.2589 .1.53. V Q. 8.750 0•.2694 1.53 V Q 8.833 0.2800 1.53 V Q 8.917 0.2905 .1.53 V Q 9.000 0.3010 1.53 V Q 9.083'' 0.3269 3.75 V Q 9.167 0:3527 3.75 V Q 9.250 0.3785 3.75. V Q 9.333 0.4044 3.75 V Q . 9.417 0.4302 3.75 V Q 9.500 0'.4560 3.75 v Q 9.583 0.4818 3.75 V '•Q 9.667 0.5077 3.75 V Q 9.750 0.5335 3.75 V Q 9.833 .0.5593 3.75 V Q 9.917 0.5852 3.75 V Q 10.000 0.6110 3.75 V Q 10.083 0.6300 2.77 V Q .10.167 0.6491 2.77 V Q 10.250 0.6681 2.77 V Q 10.333 0.6872 2.77 V Q. 10.417 0.7062 2.77 V .Q 10.500 0.7253 2.77 V .Q 10.583 0.7444 2.77 V .Q 10.667. 0.7634 2.77 V .Q 10.750 0.7825 2.77 V .Q 10.833 0.8015 2.77 V.Q 10.917 0.8206 2.77 V.Q 11.000 0.8396 2.77 V.Q 11.083 0.8625 3.32 V. Q 11.167 0.8853 3.32- V Q 11.250 0.9082 .3.32 V Q 11.333 0.9310 3.32 V Q 11.417 0.9539 3.32 , V Q'' 11.500 0'.9767 3.32 V Q 11.583 0.9996 3.32 V Q 11.667 1.0224 3.32 V Q 11.750 1.0453 3.32 V Q 11.833 1.0681 3.32 VQ 11.917 1.0910 3.32 VQ 12.000 1.1138 3.32 VQ 12.083 1.1631 7.16 V 12.167 1.2124 7.16. V 12.250 1.2617 7.16 V 12.333 1.3110 7.16 V 12.417 1.3602 7..16 V .12.500 1.4095 7.16 V 12.583 1.4588 7.16 V 12.667 1.5081 .7.16 V 12.750 1.5574 7.16 V 12.833 1.6067 7.16 V . 12.917 1.6560 7.16 V . 13.000 1.7052 7.16 _ V. 13.083 1.7603 8.00 V 13.167 1.8154 8.00 V* 13.250 1.8704 8.00 V Q Q Q Q Q Q Q .. Q Q Q Q Q Q .Q. - Q 13.333 1.9255 8.00 V 13.417 1.9806 8.00 Q 13.500 2.0356 8.00 13.583 2.0907 8.00 13.667 2.1457 8.00 V Q 13.750 2.2008 8,00. 13.833 2.2559 8.00 13.917 2.3109 8.00 Q . 19.000 2.3660 8.00 14.083 2.4154 7.17 14.167 2.4648 7.17 Q V 14.250 2.5142 7.17 14.333 2.5637 7.17 14.417 2.6131 7.17 Q V 14..500 2.6625 7.17' 14.583 2.7119 7.17 Q 14.667 2.7613 7.17- 14.750 2.8107 7.17 V 14.833 2.8601 7.17 Q 14.917 2.9096 7.17 15.000 2.9590 7.17 V 15.083 2.9963 5.42 .Q 15.167 3.0336 5.42 15.250 3.0709 5.42 V . 15.333 3.1082 5.42 15.417 3.1454 5.42 15.500 3.1827 5.42 V. 15.583 3.2200 5.42 15.667 3.2573 5.42 15.750 3.2946 5.42 V. 15.833 3.3319 5.42 15.917 3.3692 5.42 16.000 3.4065 5.'42 V. 16.083 3.4075 0.14 Q 16.167 3.4085 0.14 Q 16.250 3.4095 0.14 Q' 16.333 3.4105 0.14 Q 16.417 3.4115 0.14 Q 16.500 3.4125 0.14 Q 16.583 3.4135 0.14 Q 16.667 3.4145 0.14 Q 16.750 3.4155 0.14 Q 16.833 ,3.4165 0.14 Q 16.917 3.4174 0.14 Q 17.000 3.4184 0.14 Q 17.083 3.4198 0..20 Q 17.167 3.4211 0.20 Q 17.250 3.4225 0.20 Q 17.333 3.4238 0.20 Q 17.417 3.4252 0.20 Q- 17.500 3.4265 0.20 Q 17.583 3.4279 0.20 Q 17.667 3.4292 0.20 Q 17.750 3.4306 0.20 Q 17.833 3.4319 0.20 Q 17.917 3.4333 0.20 Q 18.000 3.4346 0.20 Q V Q V Q V Q V Q V Q . V Q V Q V Q V, Q VQ . Q . Q . QV. QV. Q V Q V Q V Q V . Q V Q V Q V Q V .Q V .Q V Q V . Q V .Q V Q V Q V .Q V .Q V . .Q V . Q V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V V. V. V. V. V. V. 18.083 3.4355 0. 13 Q V: 18.167 3.4365 0.13 Q V. 18.250 3.4374. 0.13 Q V. 18.333 3.4383 0.13 Q V. 18.417 3.4392 0.13 Q V. 18.500 3.4402 0.13 Q V. 18.583 3.4411 0..13 Q V. 18.667 3.4420 0.13 Q V. 18.750 3.4429 0.13 Q V. 18.833 3.4438 0.13 Q V. 18.917- 3.4448 0.13 Q V. 19.000 3.4457 0.13 Q V. 19.083 3.4465 0.12 Q V. 19.167 3.4474 0.12 Q V. 19.250 3.4482 0.12 Q V. 19.333 3.4491 0.12 Q V. 19.417 3.4499 0.12 Q V. 19.500 3.4508 0.12 Q V•. 19.583 3.4516 0.12 Q V. 19.667 3.4525 0.12 Q V. 19.750 3.4534 0.12 Q V. 19.833 3.4542 0.12 Q V. 19.917 3.4551 0.12 Q V. 20.000 3.4559 0.12 Q V. 20.083 3.4567 0.11 Q V. 20.167 3.4575 0.11 Q V. 20.250• 3.4582 0.11 Q V. 20.333 3.4590 0.11 Q V. 20.417 3.4598 0.11 Q V. 20.500 3.4606 0.11 Q V. 20.583 3.4614 0.11` Q V• 20.667 3.4622 0.11 Q V. 20.750 3.4629 0.11 Q V. 20.833 3.4637 0.11 Q V. 20.-917 3'. 4 64 5 0.11 -Q V 21.000 3.4653 0.11 Q V. 21.083 3.4660 0.10 Q V. 21.167 3.4667 .0.10 Q V. 21.250. 3.4674 0.10 Q V. 21.333 3.4681 0.10 Q V. 21.417 3.4688 0:10 Q V. 21.500• 3.4695 0.10 Q V. 21.583 3.4702 0.10 Q V. 21.667 3.4709 0.10 Q V. 21.750 3.4717 0.10 Q V. 21.833 3.4724 0.10. Q V. 21.917 3.4731. 0.10 Q V. 22.000 3.4738 0.10 Q V. 22.083 3.4744 0.09 Q V. 22.167 3.4751 0.09 Q V. 22.250 3.4757 0.09 Q V. 22.333 3.4763 0.09 Q V. 22.417 3.4770 0.09 Q V. 22.500 3.4776 0.09 Q V. 22.583 3.4783 0.09 Q V. - 22.667 3.4789 0.09 Q V. 22.750 3.4795 0.09 Q V• 22.833 3.4802 0.09 S: 22.917 3.4808 0.09 c 23.000 3.4815 0.09 c 23.083 3.4820 .0.08 C 23.166 .3.4826 0.08 4 23.250 3.4832 .0.08 C 23.333 3.4837 0.08 C 23.416 3.4843 0.08 23.500 3.4849 0.08 S 23.583 3.4854 0.08 ( 23.666 3.4860 0.08 S 23.750 3.4866 0.08 S 23.833 3.4871 0.08 S 23.916 3.4877 0.08 S 24.000 3.4883 0.08 S 24.083 3.4883 0.00 S 24.166 3.4883 0.00 S 24.250 3.4883 0.00 24.333 3.4883 0.00 c 24.416 3.083 0.00 c 24.500 3.4883 0.00 c 24.583 3.4883 0.00 24.666 3.4883 0.00 24.750 3.4883 0.00 24.833 3.4883 0.00 24.916 3.4883 0.00 25.000 3.4883 .0.00 V. V. V. V, V. V. V. V. V. V. V. V. V. V V V V V V V V V V V V V FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 3.1 --------------------------------- ---------------- - -------------------------- >>>>>FLOW- THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1<<<<< INFLOW, (STREAM 1) . I i V _effective depth ----- - - - - -- 1 (and volume) I I . I I I V........ I detention 1< - - >I outflow basin I I ......• ----- - - - - -- I I dead I basin outlet V I storage I OUTFLOW --- - - - - -- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW- THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND "STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS)- (AF) 1 0.00 0.00 0.000 2 1.00 0.77 0.510 3 2.00 0.86 1.070' 4 3.00 0.95 1.690 5 4.00 1.05 2.380 6 15.00 1.15 -3.140 7 6.00 1.25 3.950 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at*the clock time; MEAN OUTFLOW is the-average value during the unit interval.) CLOCK. MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE •(HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) -.------------------------- (CFS) VOLUME(AF) =---------------------------------------------------- 0.083 0.000 0.12 0.00 0.00 0.0 0.001 0.167 0.000 0.12 0.00 0.00 0.0 0.002 0.250 0.000 0.12 0.00 0.00 0.0 0.003 0.333 0.000 0.12 0.00 0:01 0.0 0.003 0.417 0.000 -0.12 0.00 0.01 0.0 0.004 0.500 0.000 0.12 0.•00 0.01 0.0 0.005 0.583 0.000 0.12 0.00 0.01 0.0 0.006 0.667 0.000 0.12 0.00 0.01 0.0 0.007 0.750 0.000 0.12 0.00. 0.01 0.0 0.007 0.833 0.000 0.12 0.00 0.02 0 -.0 0..008 0.917 0_.000 0.12 0.00 0.02 0.0 0.009 1.000 0.000 0.12 0.00 0.02 0.0 0.010 1.083 0.000 0.13 0.00 0.02 0.0 0.010 1.167 0..000 0.13 0.00 0.02 0.0 0.011 1.250 0.000 0.13 0.00 0.02 0.0 0.012 1.333 0.000 0.13 0.00 0.03 0.0 0.013 1.417 0.000 0.13 •0.00 0.03 0.0 0.014 1.500 0.000 0.13 0.00 0.03 0.0_ 0.014 1.583 0.000 0.13 0.00' 0.03 0.0 0.015 1.667 0.000 --0.13 0.00 0.03 0.0 0.016 1.750 0:000 0.13 0.00 0.03 0.0 0.017 1.833 0.000 0.13 0.00 0.03- 0.0 0.017 1.917 0.000 0.13 0.00 0.04 0.0 0.018 2.000 0.000 0.13 0.00 0.04 0.0 0.019 2.083 0.000 0.19 0.00 0.04 0.0 0.020 2.167 0.000 0.19 0.00 0.04 0.0 0.021 2.250 0.000 0.19 0.00 0.04 0.0 0.022 2.333 0.000 0.19 0.00 0.05 0.0 0.023 2.417 0.000 0.19 0.00 0.05 0.0 0.024 2.500 0.000 0.19 0.00 0.05 0.0 0.025 2.583 0.000 0.19 0.00 0.05 0.0 0.026 2.667 0.000 0.19 0.00 .0.05 0.0 0.027 2.750 0.000 0.19 0.00 0.06 0.0 0..028' 2.833 0.000 0.19 0.00 0.06 0.0 0.029 2.917 0.000 0.19 0.00 0.06 0.0 .0.030 3.000 0.000 0.19 0.00 0.06 0.0 0.031 3.083 0.000 0.22 0.00 0.06 0:0 0.032 3.167 0.000 0.22 0.00 0.07 0.0 0.033 3.250 0.000 0.22 0.00 0.07 0.1 0.035 3.333 0.000 0.22 0.00 0.07 0.1 0.036 3.417 0.000 0.22 0.00 0.07 0.1 0.037 3.500 0.000 0.22 0.00 0.07 0.1 0.038 3.583 0.000 0.22 0.00 0.08 0.1 0.039 3.667 0.000 0.22 0.00 0.08 0.1 0.040 3.750 0.000 0.22 0.00 0.08 0.1 0.041 3.833 0.000 0.22 0.00 0.08 0.1 0.042 3.917 0.000 0.22 0.00 0.08 0.1 0.043 Lb0'0 T''0 60'0 00'0 6Z.'0 000'0 L9T'b. 9b0'0 T'0" 60'0 00'0 6Z'.0 000'0 E80'6 6b0'0 T'0 60'0 00'0 ZZ'0 000'0 000'b MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): ([dote: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN - TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED.(AF)' - (CFS) (CFS) DEPTH(FT) ° (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 4.250 0.000 0.29 0.00 0.10 0.1 0.049 4.333 0.000 0.29 0.00 0.10 0.1 0.050 4.417 0.000 0.29 0.00 0.10 0.1 0.0.52 4.500 0.000 0.29 0.00 0.10 0.1 0.053 4.583 0.000 0.29 0.00 0.11 0.1 0.055 4.667 0.000 0.29 0.00 0.11 0.1 0.056. 4.750 0.000 0•.29 0.00 0..11 0.1 0.057 4.833 0.000 0.29 0.00 0.12 0.1 0.059 4.917 0.000 0.29 0.00 0.12 0.1 0.060 5.000 0.000 0.29 0.00 0.12 0.1 0.061 5.083 0.000 0.30 0.00 0.12 0.1 0.063 5.167 0.000 0.30 0.00 0.13 0.1 0.064 5.250 0.000 0.30 0.00. 0.13 0.1 0.066 5.333 0.000 0.30 0.00 0.13 0.1 0.067 5.417 0.000 0.30 0.00 0.11 0.1 0.068 5.500' 0.000 0.30 0.00 0.14 0.1 0.070 5.583 0.000 0.30 0.00 0.14 0.1 0.071 5.667 0.000 0.30 0.00 0.14 0.1 0.072 5.750 0.000 0.30 0.00 0.14 0.1 0.074 5.833 0.000 0.30 0.00 0.15 0.1 0.075 5.917 0.000 0.30 0.00 0.15 0.1 0.076 6.000 0.000 0.30 0.00 0.15 0.1 0.077 6.083 0.000 '0.39 0.00 0.16 0.1 0.079' 6.167 0.000 0.39 0.00 0.16 0.1 0.081 6.250 0.000 0.39 0.00 0.16 0.1 0.083 6.333 0.000 0.39 0.00 0.17 0.1 0.085 6.417 0.000 0.39 0.00 0.17 0.1 0.087 6.500 0.000 0.39 0.00 0.17 0.1 0.088 6.583 0.000 0.39 0.00 0.18 0.1 0.090 6.667 0.000 0.39 0.00 0.18 0.1 0.092 6.750 0.000 0.39 0.00. 0.18 0.1 0.094' 6.833 0.000 0.39 0.00 0.19 01.1 0.095' 6.917 0.000 0.39 0.00 0.19 0.1 0.097. 7.000 0.000 0.39 0.00 0.19 0.1 0.099 7.083 0.000 0.47 0.00 0.20 0.2 0.101 7.167 0.000 0.47 0.00 0.20 0.2 0.103 7.250 0.000 0.47 0.00 0.21 0.2 0.105 7.333 0.000 0.47 0.00 0.21 0.2 0.107 7.417 0.000 0.47 0.00 0.21 0.2 0.110 7.500 0.000 0.47 0.00 0.22 0.2 0.112 7:583 0.000 0.47 0.00 0..22 0.2 0.114 7.667 0.000 - 0.47 0.00 0.23 0.2 0.116 7.750 0.000 0.47 0.00 0.23 0.2 0.118 7.833 0.000 0.47 0.00 0.24 0.2 0.120 7.917 0.000 0.47 0.00 0.24 0.2 0.122 °8.000 0.000 0.47 0.00 0.24 0.2 0.124 8.083 0.000 1.53 0.00 0.26 0.2 0.133 '8.167 0:000 1.53 0.00 0.28 0.2 0.142 8.250 0.000 1.53 0.00 .0.30 0.2 0.151 8.333 0.000 1.53 0.00 0..31 0.2 0.160 MODIFIED -PULS BASIN ROUTING MODEL.RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time MEAN OUTFLOW'is the average value during the unit•interval.). CLOCK MEAN TIME DEAD - STORAGE INFLOW •(HRS) F.ILLED(AF) (CFS) ---------------=-------------------------- 8.417 0.000 1.53 8.500 0.000 1.53 8.583 0.000 1.53 8.667 0.000 1.53 8.750 0.000 1.53 8.833 0.000 1.53 8.917 0.000 1.53 9.000 0:000 1.53 9.083• 0.000 3.75 9.167 0.000 3.75 9.250 0.000 3.75 9.333 0.000 3.75 9.417 0.000 3.75 9.500 0.000 3.75 9.583. .0.000 3.75 9.667 0.000 3.75 9.750 0.000 3.75 9.833 0.000 3.75 9.917 0.000 3.75 10.000 0.000 3.75 10.083 0.000 2.77 10.167 -0.000 2.77 10.250 0.000 '2.77 10.333 0.000 2.77 10.417 0.000 2.77 10.500 0.000 2.77 10.583 0.000 .. 2.77 10.667 0.000 2.77 10.750 0.000 2.77 10.833 0.000 2.77 10.917 0.000 .2.77 11.000 0.000 2.77• 11.083 0.000 3.32 11.167 0.000 3.32 11.250 0.000 3.32 11.333 0..000 3.32 11.417 0.000 3.32 11.500 0.000 3.32 11.583 0.000 3.32 11.667 0.000 3.32 11.750 0.000 3.32 11.833 0.000 3.32 11.917 0.000 3.32 12.000 0.000 3.32 12.083 0.000 7.16 12.167 0.000 7.16 12.250 0.000 7.16 MEAN LOSS EFFECTIVE OUTFLOW (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------- 0.00 0.33 0.2' 0.169 0.00 0.35 0.3 0.178 0.00 0.37 0.3 0.186 0.00 0.38 0.3 0.195 ' 0.00 0.40 .0.3 0.203 0.00 0.42 0.3 0.212 0.00 0.43 0.3,. 0.220 0.00 0.45 0.3 0.228 0.00 0.49 0.4 0.252 0.00 0.54 0.4 0.275 0.00 0.58 0.4 0.298 0.00 0.63 0.5 0:320 0.00 0.67' _ 0.5 0.342 0:00 0.71 0.5 0.365 0.00 0.76 0:6 0.387 0.00 0.80 0.6 0.408 0.00 0.84 0.6 0.430 0.00 0.88 0.7 0.451 0.00 0.93 0.7 0.472, 0.00 0.97 0.7 0.493 0.00 0.99 0.8 -0.507 0.00 1.02 0.8 0.520 0.00 1.04 0.8 0.534 0.00 1.07 0.8 .0.548 0.00 1.09 0.8 0.561 0.00 1.12 0.8 0.575 0.00 1•.14. 0.8 0.589 0.00 1.17 0.8 0.602 0.00 1.19 0.8 •0.616 0.00 1.21 0.8 0.630 0.00 1.24 :0.8 0.643 0.00 1.26 0.8 0.657 0.00 1.29 0.8 0.674 0.00 1.32 0.8 0.692, 0.00 1.36 .0.8 0.709 0.00 1.39 0.8 0.726 0.00 1.-42 0.8 0.743 0.00 1.45 •0.8 0.761 0.00 1.48 0.8 0.778- 0.00 1.51 0.8 0.795 0.00 1.54 0.8 0.812 0.00 1.57 0.8 0.830 0.00 1.60 0.8 0.847 0.00 1.63 0.8 0.864 0.00 1.71 0.8 0.907 0.00 1.79 0.8 0.951 0.00 1.87 0.8 0.994 SZT'T 6'0 60'Z 00'0 9T'L 000'0 OOS'ZT T80'T 6'0 ZUZ 00'0 9T'L 000'0 LTV'ZT 8£0'T 6'0 V6'T 00'0 91'L 000'0 U U ZT MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average•value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) "(CFS) ----------- DEPTH(FT) (CFS) ----------------- VOLUME(AF) ----------------------------------------------- 12.583 0.000 7.16 - 0.00 2.16 0.9 1.168 12.667 0.000 7.16 0.00 2.23 0.9 1.211 12.750. 0.000 7.16 0..00 2.30 0.9 1.254 12.833 0.000 7.16 0.00 2.37 019 1.297 12.917 0.000 7.16 0.00 2.44 0.9 1.340 13.000 0.000 7.16 0.00 2.51 0.9 1.383 13.083 0.000 8.00 0.00 2.58 0.9 1.432 13.167 0.000 8.00 0.00 2.66 0.9. 1.481 13.250 0.000 8.00 0.00 2.74 0.9 1.530 13.333 0.000 8.00 0.00 2.82 0.9 1.578 13.417 0.000 8.00 0.00 2.90 0.9 1.627 13.500 0.000 8.00 0.00 2.98 0.9 1.675 13.583 0.000 8.00 0.00 3.05 1.0 1.724 13.667 0.000 8'.00 -0.00 3.12 1.0 1.772 13.750 0.000 8.00. 0.00 3.19 1.0 1.8.21 13.833 0.000 8..00 0.00 3.26 1.0 1.869 13.917 0.000 8.00 0.00 3.33 1.0 1.917 14.000 0.000 8.00 0.00 3.40 1.0 1.966, 14.083 0.000 7.17. 0.010 3.46 1.0 2.008 14.167 0.000 7.17 0.00 3.52 1.0 2.051 14.250 0.000 7.17 0.00 3.58 1.0 2.093 14.333 0.000 7.17 0.00 3.65 1.0 2.136 14.417- 0.000 7.17 0.00 3.71 1.0 2.178 14.500 0.000 7.17' 0.00 .3.77 1.0 2.220 14.583 0.000 7.17 0.00 3_.83 1.0 2.263 14.667 0.000 7.17 0.00 3.89 1.0 2.305 14.750 0.000 7.17 0.00 3.95 1.0 2.347 " 14.833 0.000 7.17- 0.00 4.01 1.0 2:389 14.917 0.000 7.17 0.00 4.07 1.1 2.431 15.000 0.000 7.17 0.00 4.12 1.1 2.473 15.083 0.000 5.42 0.00'. 4.16 1.1 2.503 15.167 0.000 5.42 0.00' 4.20 1.1 2.533 15.250 0.000 5.42 0.00 4.24 1.1 2.563 15.333 0.000 5.42 0.00 4.28 1.1 2.593 . 15.417 0.000 5.42 0.00 4.32 1.1 2.623 15.500 0.000 5.42. 0.00 -4.36 1.1 2.653 15.583 0.000 5.42 0.00 4.40 1.1 2.683 15.667 0.000 5.42 0.00 4.44 1.1 2.712 15.750 0.000 5.42 0.00 4.48. 1.1 2.742 15.833 0.000 5.42 0.00 4.52 1.1 2.772 15.917 0.000 5.42 0.00 4.55 1.1 2:802 16.000 0.000 5.42 0.00 4.59 1.1 2.831 16.083 0.000. 0.14 .0.00 4.59 1.1 2.825 16.167 0.000 0.14 0.00 4:58 1.1 2.818 16.250 0.000 0.14 0.00 4.57 1'.1 2.811 16.333 0.000 0.14 0.00 4.56 1.1 2.805 16.417 0.000 0.14 0.00 4.55- 1.1 2.798 16.500 0.000 0.14 0.00 4.54 1.1 2.792 16.583 0.000 0.14 0.00 4.53 1.1 2.785 16.667 0.000 0.14 0.00 4.52' 1.1 2.778 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD- STORAGE INFLOW LOSS EFFECTIVE 'OUTFLOW EFFECTIVE (HRS) ---------------------------------------------------------------------------- FILLED(AF) (CFS) .(CFS) DEPTH(FT) (CTS) VOLUME(AF) 16.750 0.000 0.14 0.00 4.52 1.1 2.772 16.833 0.000 0.14 0.00 4.51 1.1 2.765 16.917 0.000 0.14 0.00 4.50- 1.1 2.759 17.000 0.000 0.14 0.00 4.49 1.1 2.752 17.083 0.000 0.20 0.00 4.48 1.1 2.746 17.167 0.000 0.20 0.00 4.47 1.1 2.740 . 17.250 0.000 0.20 0.00 4.46 1.1 2.733 17.333 0.000 0.20 0.00 4.46 1.1 2.727 17.417 0.000 0.20 0.00 4.45 1.1 2.721 17.500 0.000 0.20 0.00 4.4'4 1.1 2.715 17.583 0.000 0.20 0.00 4.43 1.1 2.709 17.667 0.000 0.20 0.00 4.42 1.1 2.702 17.750 0.000 0.20 0.00 4.42 1.1 2.696 17.833 0.000 0.20 0.00 4.41 1.1 2.690 17.917 0.000 0.20 0.00 4.40 1.1 .2.684 18.000 0.000 0.20 0.00 4.39 1.1 2.678 18.083 0.000 0.13 0:00 4.38 1.1 2.671 18.167 0.000 0.13 0.00 4.37 1.1 2.665 18.250 0.000 0.13 0.00 4.37 1.1 2.658 18.333 0.000 0.13 0.00 4.36 1.1 2.651 18.417 0.000 0.13 0.00 4.35 1.1 2.645 18.500 0.000 0.13 0.00 4.34 1.1 2.638 18.583 0.000 .0.13 0.00 4.33 1.1 2.632 18.667 0.000 0.13 0.00 4.32 1.1 2.625 18.750 0.000 0.13 0.00 4.31 1.1 2.619 18.833 0.000 0.13 0.00 4.31 1.1 2.612 18.917 0.000 0.13 0.00 4.30 1.1 2.606 19.000 •0.000 0.13 0.00 4.29 1.1 2.599 19.083 0.000 0.12 0.00 4.28 1.1 2.593 19.167 0.000 0.12 0.00 4.27 1.1 .2.586. 19.250 0.000, 0.00 4.26 1.1 2.579. 19.333 0.00 0 0.12 0.00 4.25 1.1 2.573 19'.417 0.000 0.12 0.00 4.25. 1.1 2.566 19.500 0.000. 0.12 0.00 4.24 1.1 2.560 19.583 0.000 0.12 0.00 4.23 1.1 2.553 19.667 0.000 0.12 0.00 4.22 1.1 2.547 19.750 0.000 0.12 0.00 4.21 1.1 2.540 19.833 0.000, 0.12 0.00 4.20 1.1 2.534 19.917 0.000 0.12 0.00 4.19 1.1 .2.527 20.000 0.000 0.12 0.00 4.18 1.1 2.521 20.083 0.000 0.11 0.00 4.18 1.1 2.514 20.167 0.000 0.11 0.00 4.17 1.1 2.507 20.250 - 0.000 0.11 0.00 4.16 1:1 2.501 20.333 0.000 0.11 0.00 4.15 1.1 2.494 . 20.417 0.000 0.11 0.00 4.14 1.1 2.488 20.500 0.000 0.11 0.00 4.13 1.1 2.481 20.583 0.000 0.11_ 0.00 4.12 1.1 2.475 20:667 0.000 0. 11 0.00 4.12 1.1 2.468. 20.750 0.000 0.11 0.00 4.11 1.1 2.462 20.833 - 0.000 0.11 0.00 4.10 1.1 2.455 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated.at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) -------------------------------- DEPTH(FT) (CFS) VOLUME(AF) ------------------------------ 20.917 -_ ------------ 0.000' 0.11 - 0.00 4.09 1.1 2.449 21.000 0.000 0.11 0.00 4.08 1.1 2.442 21.083 0.000 0.10 0.00 4.07 1.1 2.435 21.167 0.000 0.10 0.00 4.06 1.1 2.429 21.250 0.000 •0.10 0.00 4.06 1.1 2.422 21.333 0.000 0.10 0.00 4.05 1.1 2.416 21.417 0.000 0.10 0.00 4.04 1.1 2.409 21.500 0.000 0.10 0.00 4.03 , 1. , 1 2.403 21.583 0.000 0.10 0.00 4.02 1.1 2.396 21.667 0.000 0.10 0.00 4.01 1.1 2.390 21.750 0.000 0.10 0.00 4.00 1.1 2.383 21.833 0.000 0.10 0.00 3.99 1.1 2.376 21.917 0.000 0.10 0.00 3-.99 1.1 2.370 22.000 0.000 0.10 0.00 3.98 1.0 2.363 22.083 0.000 0.09 0.00 3.97 1.0 2.357 22.167 0.000 0.09 .0.00 3.96 1.0 .2.350 22.250 0.000 0.09. 0.00 3.95 1.0 2.344 22.333 0.000 0.09 0.00 3.94 1.0 2.337 22.417 0.000 0.09 0.00 3.193 1.0 2.331 22.500 0.000 0.09. 0.00 3.92 1.0 2.324 22.583 0.000 0.09 0.00- 3.91 1.0 2.318 22.667 0.000 0.09 0.00 3.90 1.0 2.311 22.750 .0.000 0.09 0.00 3.89 1.0 2.304 22.833 0.000 0.09 0.00 3.88 1.0 2.298 22.917 0.000 0.09 0.00 3.87 1.0 2.291 23.000 0:000 0.09 0.00 3.86 1.0 2.285 23.083 0.000 0.08 0.00 3.85 1.0 2.278 23.167 0.000 0.08 0.00 3.84 1.0 2.272 23.250 0.000 0.08 0.00 3.83 1.0 2.265 23.333 0.000 0.08 0.00 3.82 1.0 2.259 23.417 0.000 0.08 0.00 3.81 1.0 2.252 23.500 0.000 0.08 0.00 3.81 1.0 2.246 23.583 0.000 0.08 0.00 3.80 1.0 2.239 23.667 0.000 0.08 0.00 3.7.9 1.0 2.232 23.750 0.000 0.08 0.00 3.78 1.0 2.226 23.833 0.000 .0.08 0.00 3.77 1.0 2.219 23.917 0.000 0.08 0.00 3.76 1.0. 2.213 ---------------------------------------7----------------7------------------- PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 3.488 AF BASIN STORAGE = 0.000 AF (WITH 0.000 AF INITIALLY FILLED) OUTFLOW VOLUME = 3.488 AF LOSS VOLUME '= 0.000 AF F L'O 0 D' R 0 U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989 -2002 Advanced Engineering Software (aes) (Synthetic Unit Hydrograph Version 2.OA) Release Date: 01/01/2002 License ID 1420 Analysis prepared by: Pardue, Cornwell -and Associates, Inc. 151 Kalmus Drive M -2 Costa Mesa, CA 92626 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Pond No. 4 24hr 100 yr * * * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: C:\ aes2002\ hydrosft \ratscx \wplOOyr \pnd43.DAT❑❑❑❑❑❑ TIME /DATE OF STUDY: 11:23 02/12/ "2003 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 »» >SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS)<<<<< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 1120.000 FEET, LENGTH FROM CONCENTRATION POINT TO CENTROID = 500.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 8.000 FEET BASIN FACTOR = 0.015 WATERSHED AREA = 26.040 ACRES BASEFLOW = 0.000 CFS /SQUARE -MILE WATERCOURSE "LAG" TIME = 0.041 HOURS. CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL- LOSS(INCH /HOUR) = 0.190 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 MINIMUM SOIL -LOSS RATE(INCH /HOUR) = 0.100 . USER- ENTERED RAINFALL = 4.50 INCHES RCFC &WCD 24 -Hour Storm (60- Minute period) SELECTED RCFC &WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE E -5.8) = 1.0000 UNIT HYDROGRAPH TIME UNIT = 60.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) - - - - -- -=-------------------------------------------------------------------- 1 93.583 24.560 2 15.601 0.000 3 0.000 0.000 4 0.000 0.000 5 0.000 0.000 6 0.000 0.000 7 0.000 0.000 8 0.000 0.000 9 0.000 0.000 10 0.000 0.000 11 0.000 0.000 12 0.000 0.000 13 0.000 0.000 14 0.000 0.000 > 15 0.000 0.000 16 0.000 17 0.000 18 0'.000 19 0.000 20 0..000 21 0.000 22 0.000 23 0.000. 24 0.000 25 0.000 26 0.000 27 0.000 28 0.000 29 0.000 30 0.000 31 0.000 32 0:000 33 0.000 34 0.•000 35 0.000 36 0.000 37 0.000 38 0.000 39 0.. 000 40 . 0.000 41 0.000 92 0.000 43 0.000 4.4 0.000 45 0.000 46 0.000 47 0.000 48 0.000 49 0.000 50 0.000 51 0.000 52 0.000 53 0.000 54 0.000 55 0.000 56 0.000 57 0,.000 58° 0.000 59 0.000 60 0.000 61 0.000 62 0.000 63 0.000 64 0.000 65 0.000 66 0.000 67 0.000 68 0.000 69 0.000 70 0.000 71 0.000 72 0.000 0.000 0.000 0.000 •0.000 0.000 0.000 0.000 0.000 0•.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 - 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0..000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0.00 0.000 73 0.000 0.000 74 0.000 0.000 75 0.000 0.000 76. 0.000 0.000 77 0.000 0.000 78 0.000 0.000 79 0.000 0.000 80 •0.000 0.000 81 0.000 0.000 82 0.000 0 '.000 83 .0.000 0.000 84 0.000 0.000 85 0.000 0.000 86 0.000 0.000 87 0.000 0.000 88 0..000 0.000 89 0.000 0.000 90 0.000 0.000 91 0.000 0.000 92 0.000 0.000 93 0.000 0.000 94 0.000 0.000 95 0.000 0.000 96 0.000 0.000 97 0.000 0.000 98 0.000 0.000 99 0.000 0.000 100 0.000 0.000 101 0.000 0.000 102 0.000 ..0.000 103 0.000 0.000 104 0.000 0.000 105 0.000 0.000 106 0.000 0.000 107 0.000 0.000 108 0.000 0.000 109 0.000 0.000 110 0.000 0.000 111 0.000, 0.000 112 0.000 0.000 113 0.000 0.000 114 0.000 0.000 115 0.000 0.000 X116 0.000, 0.000 117 0.000 0.000 118 0.000 0.000 119 0.000 0.000 120 0.000 0.000 121 0.000 0.000 122 0.000 0.000 123 '0.000 0.000 124 0.000 0.000 125 0.000 0.000 126 0.000 0.000 127 0.000 0.000 128 0.000 0 0.000 129 0.000 0.000 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 0.000 0.000 -'0.000 0.000 .0.000 0.000 0.000 0..000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0:000 0.000 0.000' 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ` ' ' UNIT. . UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL-LOSS RAINFALL (NUMBER) (INCHES) ----------------------------------------- (INCHES) (INCHES) ----------------------------------- l 0.0540 � 0'0486 0.0054 ' ' 2 0.0585 0'0526 . 0,0058 3 .0.0810 0.0729 0'0081 4 0.094� 0,0850 0,0094 5 0'.1260 .I26O O ll34 , O . OI26 6 0'1305 0'1I74 .0.0I30 ' � 7 0.I710 0'1639 0'0I71 8 O 207U ' U I863 ' O O207 ' � 9 0.2835 0.2166 0,0668 � l0 0 369O ' 0 2O52 ' 0 ' 1638 lI O 3l5O ' ' O I942 ' O l2O8 ' 12 0.3285 ' 0.1836 ' 0.1449 ' O.486O 13 0.-1734 0'3I25 l4 U 5l]O ' , O I6]8 . O _ 3�92 l5 O 468U ' U l546 ' 0 3I34 ' / 16 ' 0.3825 0.1460 0,2365 � 17 0.0630' 0'0567 0.0063 18 0.0855 ' 0'0769 0.0085 | ' � l9 U . 0585 d.0526 ' 010058 2O � - V.0�ACL U.O486 U.0054 � 2I . O U495 O UA45 . O A� VO ._'- � 22 0.0450' 0'0405 0.0045 ' 22 ' 0.0405 0.0364 0.0040 [ 2 4 O O360 ' 0 O32A ' 0 OU36 ' TOTAL STORM RAINFALL(INCHES) 4.50 TOTAL SOIL-LOSS(INCHES) ~ 2'66 ' � TOTAL EFFECTIVE RAINFALL(INCHES) ~ 1.84 ` ����������������������������������������-----------------------------������� TOTAL SOIL-LOSS m]LOME(AC8E-FEET) ~ 5.7643 | TOTAL STORM RUNOFF nOLOME(A�RE-FEET) ~ 1 3'74I6 ' '----------------------------------------------- 7---------------------------- 2 4 - H O U R S T 0 R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE UNIT INTERVALS.(CFS) (Note: Time indicated is at END of Each Unit Intervals) =---------------- ----------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 2'.5 5.0 7.5 10.0 - ------------- ---------- 0.083 ---------------------------------------------------- 0.0009 0.13 Q 0.167 0.0018 0.13 Q 0.250 0.0027 0.13 Q 0.333 0.0037 0.13 Q' 0.417 0'.0046 0.13 Q 0:500 0.0055 0.13 Q 0.583 0.0064 0.13 Q 0.667 0:0073 0.13 Q 0.750 0.0082 0.13 Q 0.833 0.0091 0.13 Q 0.917 0.0100 0.13 Q 1.000 0.0110 0.13 Q 1.083 0.01.19 0.14 Q 1.167 0.0129 0.14 Q 1.250 0.0139 0.14 Q 1.333 0.0149 0.14 -Q 1.417 0.0159 0.14 Q 1.500 0.0169 0.14 Q =.583 0.0179 0.14 Q 1.667 O.Oi89 0.14 Q 1.750 0.0199 0.14 Q 1.833 0.0209 0.14 Q 1.917 0.0218 0.14 Q 2.000 0.0228 0.14 Q 2.083 0.0242 0.20 Q 2.167 0.0256 0.20 Q 2.250. 0.0269 0.20 Q 2.333 0.0283 0.20 Q 2.417 0.0297 0.20 Q 2.500 0.0311 0.20 Q 2.583 0.0324 0.20 Q 2.667 0.0338 0.20 Q 2.750 0.0352 0.20 Q 2.833, 0.0365 0.20 Q 2.917 0.0379 0.20 Q 3.000 0.0393 0.20 Q 3.083 0.0409 0.23 Q 3.167 0.0425 0.23 Q 3.250 0.0441 0.23 Q 3.333 0.0457 0.23 Q 3.417 0.0473 0.23 Q 3.500 0.0489 0.23 Q 3.583 0.0505 0.23 Q 3.667 0:0521 0.23 Q 3.750 0.0537 0.23 Q 3.833 0.0,553 0.23 Q h 3.917 0.0569 0.23 Q 4.000 0.0585 0.23 Q 4.083• 0.0606 0.31 VQ 4`.167 0.0627 0.31 VQ .4.250 0.0648 0.31 VQ 4.333 -0.0670 0.31 VQ 4.417 0.0691 0.31 VQ 4.500 0.0712 0.31 VQ 4.583 0.0734 0.31 VQ 4.667 0.0755' 0.31 VQ 4.750 0.0776 0.31 VQ 4.833 0.0798 0.31 VQ 4:917 0..0819 0.31 VQ 5.000 0.0840 0.31 VQ ' 5.083 0.0862 0.32 VQ 5.167 0.0884 0.32 VQ 5.250 0.0906 0.32 VQ 5.333 0.0929 0.32 VQ 5.417 0'.0951 0.32 Q 5.500 0.0973 -0.32 Q 5.583 0.0995 0.32 Q 5'.667 0.1017 0.32 Q 5.750 0.1039 0.32 Q 5.833 0.1061 0.32 Q 5.917 0.1083 0.32 Q 6.000 0.1105 0.32 Q 6.083 0.1134 0 -.42 Q 6.167 0.1163 0.42 Q 6.250 0.1192 0.42 Q 6.333 0.1221 0.42 Q 6.417 0.1250 0.42 Q 6.500 0.1279 0.42 Q 6.583 0.1308 0.42 Q 6.667 0.1337 0.42 Q 6.750 0.1365 0.42 Q 6. -833 0.1394 0.42 Q 6.917 0.1423 0.42 Q 7.000 0.1452 0.42 Q 7.083 0.1487 0.51 VQ 7.167 .0.1522 0.51 VQ 7.250 0.1557 0.51 VQ 7.333 0.1592 0.51 VQ 7.417 . 0.1627 0.51 VQ 7.500 0.1662 0.51 .VQ 7.583 0..1697 0.51 VQ 7.667 0.1732 0.51 VQ 7.750 0.1767 .0.51 VQ 7.833 0.1802 0.51 VQ 7.917 0.1837 0.51 V.Q 8.000.'' 0.1872. 0.51 Q 8.083 0.1985 1.64 V Q '8 .'167 0.2098 1:64 .V Q 8.250 0.2211 1.64 V Q 8.333. 0.2325 1.64 V Q 8.417 4.2438 1.64 V Q 8.500 0.2551 1.64 V Q 8.583 b.2664, 1:64 V Q 8.667. 0.2777 1.64 V Q 8.750 0.2890 1.64 V Q 8.833 0.3003 1.64 V Q 8.917 0.3116 1.64 V Q • 9.000 0.3229 1.64 V Q 9.083 0.3506 4:02 V Q 9.167 0.3783 4.02 V Q 9.250 0.4060 4...02 V Q 9.333 0.4337 4.02 ,.V Q 9.417 0.4614 4.02 V Q 9.500 0.4891 4.02 V Q 9.583 0.5168 4.02 V Q 9.667 0.5445 4.02 V Q. 9.750 0.5722 4.02 V Q. 9.833 0.5999 4.02 V Q 9.917 0.6277 4.02 V Q 10.000 0.6554 4.02 V Q 10.083 0.6758 2.97 V Q 10.167 0.6962 2.97 V Q 10.250 0.7167 2.97 V Q 1.0.333 0. -7371 2.97 V Q 10.417 0.7575 2.97 V .Q 10..500 0.7780 2.97 V .Q 10.583 0.7984 2.97 V •Q 10.667 0.8189 2.97 V .Q 10.750 0.8393 2.97 '. V .Q 10.833 0.8597 2.97 V.Q 10. -917 0.8802 2.97 V.Q 11.000 0.9006 2.97 V.Q 11..083 0.9251 3.56 V. Q 11.167 0.9496 3.56 'V Q 11.25.0 0.9741 3.56. V Q 11.333 0.9986 3..56 V Q 11.417 1.0232 3.56 V Q .11.500 1.0477 3.56 V Q 11.583 1.0722 3.56 V Q 11.667 1.0967 3.56 V Q 11.750 1.1212 3.56 V Q 11.833 1.1457 3.56 V Q 11.917 1.1702 3.56 V Q 12.000 1.1947 .3.56 V Q 12,083 1.2476 7.68 V Q 12.167 1.3005 7.68 V Q 12.250 1.3533 7.68 V Q 12.333 1.4062 7.68 V Q 12.417 1.4590 7.68 V Q 12.500 1.5119 7.68 V Q. 12.583 1.5648' 7.68 V Q 12.667 1.6176 7.68 V Q 12.750 1.6705 7.68 V Q 12.833 -- 1.7234 7.68 V Q 12.917. 1.7762 7.68 V Q 13.000 1.8291 7.68 V. Q 13.083 1.8882 8.58 V Q 13.167 1.9472 8.58 V Q 13.250 2.0063 8.58 V Q. 13.333 2.0653 8.58 1.3.417 2.1244 8.58 13,.500 2.1835 8.58 13.583 2.2425 8.58 13.667 2.3016 8.58 13.750 2.3607 8.58 13.833 2.4197 8.58 13.917' 2.4788 8.58 14.000 2.5379 8.58 14.083 2.5909 7.70 14.167 2.6439 7.70 14.250 2.6969 7.70 14:333 2.7499 7.70 14.417 2.8029 7.70" 14.500 2.8559 7.70 14.583 2.9089 7.70 14.667 2.9619 7.70 14.750 3.0149 7.70 14.833 3.0679 7.70 14.917 3.1209" 7.70 15.000 3.1739 7.70 Q 15.083 3.2139 5.81 Q 15.167 3.2539 5.81 Q 15.250 3.2'939 5.81 Q 15.333 3.3339 5.81 Q 15.417 3.3739 5.81 Q 15.500. 3.4139 5.81 - 15.583 3.4539 5.81 Q 15.667 3.4939 5.81 Q 15.750 3.5339 5.81 Q 15.833 3.5739 5.81 Q' 15.917 3.6139 5.81 Q 16.000 3.6539 5.81 16.083 3.6550 0.15 Q 16.167 3.6561 0.15 Q 16.250 3.6571 0.15 Q 16.333 3.6582 0.15 Q 16.417 3.6593 0.15 Q 16.500 3.6603 0.15 Q 16.583 3.6614 0.15 Q 16.667 3.6625 0.15 Q 16.750 3.6635 0.15 Q 16.833 3.6646 0.15 Q 16.917 3.6657 0.15 Q 17.000 3..6667 0.15 Q 17'.083 3.6682 0.21 Q 17.167 3.6696' 0.21 Q 17.250 3.6711 -.0.21 'Q 17.333 3.6725 0.21 Q 17.417 3.6740 .0.21 Q 17.500 3.6754 0.21 Q 17.583 3.6769 0.21 Q 17.667 3.6783 0.21 Q 17.750 3.6797 0..21 Q 17.833 3.6812 0.21 Q e 17.917 3.6826 0.21 Q 18.000 3.6841 0.21 Q v Q V - Q V. Q V Q V Q V Q V Q v Q V Q v Q V Q V Q VQ VQ Q . QV QV Q V Q V Q V Q v Q v Q V Q V Q V Q V Q v Q v Q V Q V Q V Q' V Q V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. 18.083 3. "6851 0.14 Q- V 18.167 3.6861 0.14 Q V• 18.250 3.6871 0.14 Q V• 18.333 3.6880 0.14 Q V 18.417 3.6890 0.14 4 18.500 3.69.00 -0.14 Q v• 18.583 3.6910 0.14 Q v• 18.667 3.6920 0.14 Q v• '. 18.750 3.6930 0.14 Q V• 18.833 3.6940 0.14 Q V. 18.917 3.6950 0.14 Q- V•- 19.000 3.6960 0.14 Q V. E 19.083 3.6969 0.13 Q V. 19.167 3.6978 0.13 Q V. 19.250 3.6987 0.13 Q V. 19.333 3.6996 0.13 Q V. 19.417 3.7005 0.13 Q V. 19:500 3.7014 0.13 Q V•_ 19.583 3.7023 0.13 Q V. 19.667 3.7033 0.13 Q V. 19:750 3.7042 0.13 Q V. 19.833 3.7051 0.13 Q V. 19.917 3.7060 .0.13 Q V. - 20.000 3.7069 0.13 Q V. 20.083 3.7078 0.12 Q V. 20.167 3.7086 0.12 Q V. 20.250 3.7094 0.12 Q V. 20.333 3.7103 0.12 Q V. 20.417 3.7111 0.12 Q V•, 20.500 3.7119 0.12 Q V. 20.583 3.7128 0.12 Q v . 20.667 3.7136 0.12 Q V. 20.750 3.7145 0.12 Q V. 20.833. 3.7153 0.12 Q V. 20.917 3.7161 0.12 Q V. 21.000 3.7170 0.12 Q V. 21.083 3.7177 0.11 Q V. 21.167 3.7185 0.11 Q V. 21.250 3.7192 0.11 Q V. 21.333 3.7200 0.11 Q V. 21.417 3.7208 0.11 Q V. 21.500 3.7215 0.11 Q V. 21.583 3.7223 0.11 Q V. 21.667 3.7231 0.11 Q V• 21.750 3.7238 0.11 Q V. 21.833 3.7246 0.11 Q v• .- 21.917 3.7253 0.11 Q V. 22.000 3.7261 0.11 Q V. 22.083 3.7268 0.10 Q V. 22.167 3.7275 0.10 Q V. 22.250 3.7282 0.10 Q V. 22.333 3.7288 0.10 Q V. 22.417 3.7295 0.10 Q v• 22.500 3.7302 0.10 Q V. 22.583 3.7309 0.10 Q V. 22.667 3.7316 0.10 Q V. 22.750 3.7323 0.10 Q V. 22.833 3.7329 0.10 Q 22.917 3.7336 0.10 Q 23.000 3.7343 0.10 Q 23.083 3.7349 0.09 Q 23.16.6 , 3. 7355 0.09 Q 23.250 3.7361 0.09 Q 23.333 3.7368 0.09 Q 23.416 3.7374 0.09 Q 23.50b 3.7380 0.09 Q 23.583 3.7386 0.09 Q 23.666 3.7392 0.09 Q' 23.750 3.7398 0.09 Q 23.833. 3.7404 0.09 Q 23.916 3.7410 0.09 Q 24.000 3.7416 0.09 Q 24.083 3.7416 0.00 Q 24.166 3:7416 0.00 Q 24.250 3.7416 0.00 Q 24.333 3.7416 0.00 Q ` 24 ..416 3.7416 0.00 Q 24.500 3.7416 0.00 Q 24.583 3.7416 0.00 Q 24.666 3.7416 0.00 Q 24.750 3.7416 0.00 Q 24.833 3.7416 0.00 Q 24.916 3.7416 0.00 Q 25.000 3..7416 0.00 Q V. V. V. V. V. V. V. V. -V. V. V. V. V. V: V. V. V. V. V. V. V. V. V. V. V. V. V. FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS''CODE = 3.1 --------- -------------------------- =------.---------------------------------- >>>>>FLOW- THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1<<<<< INFLOW (STREAM 1) I I V _effective depth. ----- - - - - -- I (and volume) 1. I I....V........ detention 1< - ->I outflow basin I I......•• ----- - - - - -- i I \ I _ I dead I basin outlet V I storage I OUTFLOW --- - - - - -- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH .A FLOW- THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW,AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 1.00 0.87 0.430 3 2.00' 1.02 0.940 4 3.00 1.17 1.520 5 4.00 1.33 2.180 6 5.00 1.49 2.920 7 6.00 1.65 3.740 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Not:e: Computed EFFECTIVE DEPTH and VOLUME are estimated.at the clock time; MEAN OUTFLOW is the average value. during the.unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW 'EFFECTIVE (HRS) FILLED(AF) '(CFS) (CFS) DEPTH(FT.) - - - - (CFS) -- --- - - - VOLUME(AF) - -- ------------------------------------- --------- --------- 0.083 0.000 0.13 0.00 0.00 �0.0 0.001 0.167 0.000 0.13 0.00 0.00 .0.0 0.002 0.250 0.000 0.13 0.00 0.01 0.0 0.003. 0.333 0.000 0.13 0.00 0.01 0.0 0.004 0.417 0.000 0.13 0.00 0.01 0.0 0.004 0.500 0.000 0.13 0..00 0.01 0.0 0.005 0.583 0.000 0.13 0.00 0.01 0.0 0:006 0.667 0.000 0.13 0.00 0.02 0.0 0.007 0.750 0.000 0.13 0.00 0.02 0.0 0.008 0.833 0.000 0.13 0.00 0.02 0.0 0.009 0.917 0.000 0.13 0.00 0.02 0:0 0.009 1.000 0.000 0.13• 0.00 0.02 0.0 0.010 1.083 0.000 0.14 0.00 0.03 0.0 0.011 1.167 0.000 0.14 0:00 0.03 0.0 0.012• 1.250 0.000 0.14 0.00 0.03 0.0 0.013 1.333 0.000 0.14 0.00 0.03 0.0 0.013 1.417 0.000 0.14 0.00 0.03 0.0 0.014 1.500 0.000 0.14 0.00 0.03 0.0 0._015 1.583 0.000, 0.14 0.00 0.04 0.0 0.016 1.667 0.000 0.14, 0.00 0.04 0.0 0.017 1.750 0.000 0.14 0.00 0.04 0.0 0.017 1.833 0.000 0.14 0.00 0.04 0.0 0.018 1.917 0.000 0.14 0.00 0.04 0.0 0.019. 2.000 0.000 0.14 0.00 0.05 0..0 0.019 2.083 0.000 0.20 0.00 0.05 0.0 0.021 2.167 0.000 0.20 0.00 0.05 0.0 0.022 2.250 0.000 0.20 0.00 0.05 0.0 0.023 2.333 0.000 0.20 0.00 0.06 0.0 0.024 2.417 0.000 0.20 0.00 0.06 0.0 0:025 2.500 0.00'0 0.20 0.00 0.06 0.1 0:026 2.583 0.000 0-.20 0.00 0.06 0.1 0.027 2.667 0.00.0 0.20 0.00 0.06 0.1 0.028- 2.750 0.000 0.20 0.00 0.07 0.1 0.029 2.833 0.000 0.20- 0.00 0.07 0.1 0.030 2.917 0.000 0.20 0.00 0:07 0.1 0.031 3.000 0.000 0.20. 0.00 0.07 0.1 0.032 3.083 0..000 0.23 0.00 0.08 0.1 0.033 3.167 0.000 0.23 0.00 0.08 0.1 0.034 3.250 0.000 0.23 0.0.0 0.08 0.1 0.035 3.333 0.000 0.23 0.00 0.08 0.1 0.036 3.417 0.000 0.23 0.00 0.09 0.1 0.037 3.500 •0.000 0.23 .0.00 0.09 0.1 0.038 3.583 0.000 0.23 0.00 0.09 0.1 0.039 3.667 0.000 0.23 0.00 .,0.09 0.1 0.040 3.750 0.000 0.23 0.00 0.10 0.1 0.041 3.833 0.000 0.23 0.00 0.10 0.1 0.042 3.917 0.000 0.23 0.00 0.10 0.1 0.043 L60'O T'0 TT'O 00'0 T£'0 000'0 L9T'b 960'0 T`0 TT'O 00'0 T£'0 '000'0 £80'b 660'0 T'0 OT'0 00'0 �Z'0 000.'0 000'6 , MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.-) CLOCK MEAN TIME DEAD- STORAGE..INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS-) VOLUME(AF) ---------------------------------------------------------------------------- 4.250 0.000 0.31 0.00 0.11 0.1 0.049 4.333 0.000 0.31 0.00 0.12 0.1 0.050 4.417 0.000 0.31' 0'.00 0.12 0.1 0:052 4.500 0.000 0.31 0.00 0.12 0.1 0.053 4.583- 0.000 0.31 0.00 0.13 0.1 0.054 4:667 0.000 0.31 0.00 0.13 0.1 0.056 4.750 0.000 0.31 0.00 0.13 0.1 0.057 4.833 0.000 .0.31 0.0,0 0.14 0.1 0.058 4.917 0.000 0.31 0.00 0.14 0.1 0.060 5.000 0.000 0.31 0.00 0.14 0.1 0.061 5.083 0.000 0.32 0.00 0.15 0.1 0.062 5.167 0.000 0.32 0.00 0.15 0.1 0.064 5.250 0.000 0.32 0.00 0.15 0.1 0.065 5.333 0.000 0.32 0.00 0.15 0.1 0.066 5.417 0.000 0.32 0.00 0.16 0.1 0.068 5.500 0.000 0.32 .0.00 0.16 0:1 0.069 5.583 0.000 0.32 0.00 0.16 0.1 0.070 5.667 0.000 0.32 0`.00 0.17 .0.1 0.071 5.750 0.000 0.32 0.00 0.17 0.1 0.073 5.833 0.000 0.32 0.00 0.17 0.1 0.074 5.917 0.000 0.32 0.00 0.17 0.2 0.075 6.000 0.000 0.32 0.00 0.18 0.2 0.076 6.083 0.000 0.42 0.00 0.18 0.2 0.078 6.167 0.000 0.42 0.00 0.19 '0.2 0.080 6.250 0.000 0.42 0.00 0.19 0.2 0.081 6.333 0.000 0.42 0.00 0.19 0.2 0.083 6.417 0.000 0.42 0.00 0.20 0.2 0.085 6.500 0.000 0.42 0.00 0.20 0.2 0.087 6.583 0.000 0.42 0.00 0.21- 0.2 0.088 6.667 0.000 0.42 0.00 0.21 0.2 .0.090 6.750 0.000 .0.42 0.00 0.21 0.2 0.092 6.833 0.000 0.42 0.00 0.22 0.2 0.093 6.917 0..000 0.42 0.00 0.22 0.2 0.095 7.000 0.000 0.42 0.00 0.22 0.2 0.096 7.083 0.000 0.51 0.00 - 0.23 0.2 0.098 7.167 0.000 0.51 .0•.00 0.23• 0.2 0.101 7.250 0.000 0.51 0.00 0.24 0.2 0.103 7.333 0.000 0.51 0.00 0.24 0.2 0.105 7.417 0.000 0.51 0.00 0.25 0.2 0.107 7.500 0.000 0.51 -0.00 0.25 0.2 0.109 7.583 0.000 0.51 0.00 0.26 0.2 0.111 7.667 0.000 0.51 0.00 0.26 0.2 0.113 7.750 0.000 0.51 0.00 0.27 0.2 0.115 7.833 0.000 0.51 0.00 0.27 0.2 0.116 7.917 0.000 0.51 0.00 0.28 0.2 0.118 8.000 0.000 0.51 0:00 0.28 0.2 0.120 0 8.083 0.000 1.64 0.00 0.30 0.3 0.130 8.167, 0.000' 1.64 0.00 0.32 0.3 0.139 8.250 0.000 1..64 0.00 0.35 0.3 0.148 8.3331 0.000 1.64 0.00 0.37 0.3 0.158 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): .(Note: Computed EFFECTIVE DEPTH -and VOLUME are estimated at the clock time;_ MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) --------------------------------- DEPTH(FT) (CFS) VOLUME(AF) ------------------------------------------- 8.417 0.000 1.64 0.00 0.39 _ 0.3 0.167 8.500 0.000 1.64 0.00 0.41 0.3 0.176 8.583 0.000 1.64 0.00 0.43 0.4' 0.184 8.667 0.000 1.64 0.00 0.45 0.4 0.193 8.750 0.000 1.64 0.00 0.47 0.4 0.202 8.833 0.000 1.64 0.00 0.49 0.4 0.210 8.917 0.000 1.64 0.00 0.51 0.4 0.218 9.000 0.000 1.64 0.00 0.53 0.5 0.226 9.083 0.000 4.02 0.00 0.58 0.5 0.251 9.167 0.000 4.02 0.00 0.64 0.5 0.275 9.250 0.000 4.02 0.00 0.69 0.6 0.299 9.333 0.000 4.02 0.00 0.75 0.6 0.322 9.417 0.000 4.02 0.00. 0.80- 0.7 0.345 9.500 0.000 4.02 0.00 0.86 0.7 0.368 9.583 0.000 4.02 0.00 0.91 0.8 0.390, 9.667 0.000 4.02 0.00 0.96 0.8 0.412 9.750' 0.000. 4.02 0.00 1.01 0.9 0.434. 9.833 0.000 4.02 0.00 1.05 0.9 0.456 9.917 0.000 4.02 0.00 1.09 0.9 0.477 10.000 0.000 4.02 0.00 1.14 0.9 0•.499 10.083 0.000 2.97 0.00 1.16 0.9 0.513 10.167 0.000 2.97 0.00 1.19 0.9 0.527 10.250 0.000 2.97 0.00 1.22 0.9 0.542 10.333 0.000 2.97 0.00 1.25 0.9 0.556 10.417 0.000 2.97 0.00 1.27 0.9 0.570 10.500 0.000 2.97 0.00 1.30 0.9 0.584 10.583 0.000 2.97 0.00 1.33 0.9 0.598 10.667 0.000 2.97 0.00 1.36 0.9 0.612 10.750 0.000 2.97 0.00 1.39 0.9 0.626 10.833 0.000 2.97 ,0.00 1.41 0.9 0.640 10.917 0.000 2.97 0.00 1.44 0.9 0.654 11.000 0.000 2.97 0.00 1.47 0.9 0.668 11.083 0.000 3.56 0.00 1.50 0.9 0.686 11.167 0.000 3.56 0.00 1.54 1.0 0.704 11.250 0.000 3.56 0.00 1.57" .1.0 0.722 11.333 0.000 3.56 0.00 1.61 1.0 0.740 11.417 0.000 3.56 0.00 1.64 1.0 0.758' 11.500 0.000 3.56 0.00 1.68 1.0 0.776 11.583 0.000 3.56 0.00 1.71 1.0 0.794 11.667 0.000 .3.56 0.00 1•.75 1.0 0.811 11.750 0.000 3.56 0.00 1.78 1.0 0.829 11.833 0.000 3.56 0.00 1.82 1.0 0.847' 11.917 0.000 3.56 0.00 1.85 1.0 0.864 12.000 0.000 3.56 0.00 1.89 1.0 0.882 12.083 0.000 7.68 0.00 1.98 1.0 0.928 12.167 0.000 7.68 0.00 2.06 01.0. 0.974 12.250 0.000 7.68 0.00 2.114 1.0 1.019 12.333 0.000 7..68 0.00 2.22 1.0 1.065, 12.417 0.000 7.68 0.00 2.29 1.1 1.111 12.500 0.000 7.68 0.00 2.37 1.1 1.156 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD- STORAGE INFLOW LOSS EFFECTIVE OUTFLOW- EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) , VOLUME(AF) --------------------------------------------------- 12.583 0.000- 7.68 0.00 ------------------------- 2.45 1.1 1.201 12.667 0.000 7.68 0.00 2.53 1.1 1.247 12.750 0.000 7.68 0.00 2.61 1.1 1.292 12.833 0.000 7.68 0.00 2.68 1.1 1.337 12.917 0.000 7.68 0.00 2.76 1.1 1..382' 13.000 0.000 7.68 0.00 2.84 1.1 1.427 13.083 0.000 8.58 0.00 2.93 1.2 1.478 13.167 0.000 8.58 0.00 3.01 1.2 1.529 13.250 0.000 8.56 0.00 3.09 1.2 1.580 13.333 0.000 8.58 0.00 3.17 1.2 1.631 13.417 0.000 8.58 0 1.00 3.25 1.2 - 1.682 13.500- 0.000 8.58 0.00 3.32 1.2 1.733 13.583 0.000 8.58 0.00 3.40 1.2 1.783 13.667 0.000 8.58 0.00 3.48 1.2 1.834 13.750 0.000 8.58 0.00 3.55 1.3 1.884 13.833 0.000 8.58 0.00 3.63 1.3 1.934 13.917 0.000 8.58 0.00 3.70 1.3 1.985 14.000 0.000 8.58 0.00 3.78 1.3 2.035 14.083 0.000 7.70 0.00 3.85 1.3 2.079 14.167 0.000 7.70 0.00 3.91 1.3 2.123 14.250 0.000 7.70 0.00 3.98 1.3 2.167 14.333 0.000 7.70 0.00 4.04 1.3 2.211 14.417 0.000 7.70 0.00 4.10 1.3 2.254 14.500 0.000 _7.70 0.00 4.16 1.3 2.298 14.583 0.000 7.70 0.00 4.22 1.4 2.342 14.667 0.000 7.70 0.00 4.28 1.4 .2.385 14.750 J 0.000 .7.70 0.00 4.34 1.4 2.429 14.833 0.000 7:70 0.00 4.40 1.4 2.472 14.917 0.000 7.70 0.00 4.45 1.4 2.516 15.000 0.000 7.70 0.00 4.51 1.4 2.559 15.083 0.000 5.81 0.00 4.55 1.4 2.589 15.167- 0.000 5.81 0:00 4.59 1.4 2.62.0 15.250 0.000 5.81 0.00 4.63 1.4 2.650 15.333 0.000 5.81 0.00 4.68 1.4 2.680 15.417 0.000 5.81 0.00 4.72 1.4 2.710 15.500 0.000 5.81 0.00 4.76 1.4 2.740 15.583 0.000 5.81 0.00 4.80 1.5 2.770 15.667 0.000 5.81 0.00 4.84 1.5 2.800 15.750 0.000 5.81 0.00 4.88 1.5 2.830 15.833 0.000 5.81 0.00 4.92 1.5 2.860 15.917 0.000 5.81 0.00 4.96 1.5 - 2.890. 16.000 0.000. 5.81 0.00 5.00 1.5 2.919 16.083 0.000 0.15 0.00 4.99 1.5 2.910 16.167 0.000 0.15 0.00 4.97 1.5 2.901 16.250 0.000 0.15 0.00 4.96 1.5 2.892 16.333 0.000 0.15 0.00. 4.95 1.5• 2.883 16.417 0.000 0.15 0.00 4.94 1.5 2.874 968'Z S'T 06'b 00'0 ST'O 000'0 L99'9T 998'Z S'T T6'b 00'0 SVO 000'0 £8S'9T 998'Z I ' S'T £-6'6 00'0 ST'O 000'0 OOS'9T MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value.during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS . EFFECTIVE OUTFLOW EFFECTIVE (HRS)• FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ------=--------------------------------------------------------------------- 16.750 0.000 0.15 0.00 4.89 1.5 2.837 16.833 0.000 0.15 0.00 4.88 1.5 2.828 16.917 0.000 0.15 0.00 4.86 1.5 2.819 17.000 0.000 0.15 0.00 4.85 1.5 2.810 17.083 0.000 0.21 0.00 4.84 1.5 2.802 17.167 0.000 0.21 0.00 4.83 1.5 2.793 17.250 0.000 0.21 0.00 4.82 1.5 2.784 17.333 0.000 0.21 0.00 4.81 1.5 2.776 17.417 0.000 0.21 0.00 4.79 .1.5 2.767 17..500 0.000 0.21 0.00 4.78 1.5 2.759 17.583 0.000 0.21 0.00 4.77 1.5 2.750 17.667 0.000 0.21 0.00, 4.76 1.4 2.742 17..750. 0.000 0.21 0.00 4.75 1.4 2.733' 17.833 0.000 0.21 0.00 4.74 1.4 2.725 17.917 0.000 0.21 0.00 4.72 1.4 2.716 18.000 0.000 0.21 0.00 4.71 1.4 2.708 18.083. 0.000 0.14 0.00 4.70 1.4 2.699 18.167 0:000 0.14 0.00 4.69 1.4 2.690 18.250 0.000 0.14 0.00 4.68 1.4 2.681 18.333 0.000 0.14 0.00 4.66 1.4 2.672 18.417 0.000 0.14 0.00 4.65 1.4 2.663 18.500 .0.000 0.14 0.00 4.64 1.4 2.654 18.583 0.000 0.14 0.00 4.63. 1.4 2.645 18.667 0.000 0.14 0.00 4.62 1.4 2.637 18.750 0.000 0.14 0.00 4.60 1.4 2.628 18.833 0.000 0.14 0.00 4.59 1.4 2.619 18.917 0.000 0.14 0.00 4.58 1.4 2.610. 19.000 0.000 0.14 0.00 4.57 1.4 2.601 19.083 0.000 0.13- 0.00 4.56 1.4 2.592 19.167 0.000 0.13 0.00 4.55 1.4 2.584 19.250 0.000 0.13 0.00 4.53 1.4 2.575 19.333 0.000 0.13 0.00 4.52 1.4 2.566 19.417 0.000 0.13 0:00 4.51 1.4• 2.557 19.500 0.000 0.13 0.00 4.50 1.4- 2.548 19.583 0.000 0.13 0.00 4.49 1.4 2.540 19.667 0.000 0.13 0.00 4.47 1.4 2.531 19.750 0.000 0.13 0.00 4.46 1.4 2.522 19.833 0.000 0.13 0:00 4.45 1.4 2.513 19.917 0.000 0.13 0.00 4.44 1.4 2.505 20.000 0.000 0.13 0.00 .4.43 1.4 2.496 20.083 0.000 0.12 0.00 4.42 1.4 2.487 20.167 0.000 0.12 0.00 .4.40 1.4 2.478 20.250 0.000 0.12 0.00 4.39 1.4 2.470 20.333 0.000 0.12 0.00 4.38. 1.4 2.461 20.417 0.000 0.12 0.00 4.37 1.4 2.452 20.500 0.000 0.12 0.00 4.36 1.4 2.443 20.583 0.000 0.12 0.00 4.34 1.4 2.435 20.667 0.00.0 0.12 0.00. 4.33 1.4. 2.426 20.750 0.000 0:12 0.00 4.32 1.4 2.417 20.833 0.000 0.12 0.00 4.31 1.4 2.409 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK. MEAN ' TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) -------=------------------- 20.917 ------------------------------------------------- 0.000 0.12 0.00 4.30, 1.4 2.400 21.000 0.000 0.12 0.00 4.29 1.4 2.391 21.083 0.000 0.11 0.00 4.27 1.4 2.383 21.167 0.000 0.11 0.0.0 4.26 1.4 2.374 21.250 0.000 0.11 0.00 4.25 1.4 2.365 21.333 0.000 0.11 0.00 4.24 1.4 2.357 21.417, 0.000 0.11 0.00 4.23 1.4 2.348 21.500 0.000 0.11 0.00 4.22 1.4•. 2.339 21.583 0.000 0.11 0.00. 4.20 1.4 2.331 21.667 0.000 0.11 0.00 4.19 1.4 2.322 21.750 0.000 0.11 0.00 4.18 1.4 2.314 21.833 0.000 0.11 0.00 4.17 1.4 2.305 21.917 0.000 0.11 0.00 4.16 1.4 2.297 22.000 0.000 0.11 0.00 4.15 1.4 2.288 22.083 0.000 0.10 0.00 4.13 1.4 2.279 22.167 0.000 0.10 0.00 4.12. 1.3 2.271 22.250 0.000 0.10 0.00 4.11 1.3 2.262 22.333 0.000 0.10 0.00 4.10 1.3 2.254 22.417 0.000 0.10 0.00 4.09 1.3 2.245 22.500 0.000 0.10 0.00 4.08 1.3 2.236 22.583 0.000 0.10 0.00 4.06 1.3 2.228 22.667 0.000 0.10 0:00 4.05 1.3 2.219 22.750 0.000 0.10. 0.00 4.04 1.3 .2.211 22.833 0.000 0.10 0.00 4.03 1.3 2.202 22.917 0.000 0.10 0.00 4.02 1.3 2.194 - 23.000 0.000 0.10 0.00 4.01 1.3 2.185 23.083 0.000 0.09 0.00 4.00 1.3 2.177 23.167 0.000 0.09 0.00 3.98 1.3 2.168 23.250 0.000 0.09 0.00 3.97 1.3 2.160 23.333 0.000 0.09 0.00 3.96 1.3 2.151 23.417 0.000 0.09 0.00 3.94 1.3 2.143 23.500 0.000 0.09 0.00 3.93 1.3 2.134 23.583 0.000 0.09 0.00 3.92 1.3 2.126 23.667, 0.000 01.09 0.00 3.91 1.3 2.117 23.750. 0.000 .0.09 0.00 3.89 1.3 2.109 23.833 0.000 0..09 0.00 3.88 1.3 2.101 23.917 0.000 0.09 0.00 3.87 1.3 2.092 ---------------------------------------------------------------------------- PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 3.742 AF BASIN STORAGE = 0.000 AF (WITH 0.000 AF INITIALLY FILLED) OUTFLOW VOLUME = 3.742 AF LOSS VOLUME = 0.000 AF 9 - HYDROLOGY REFERENCE DATA PARDUE, CORNWELL & ASSOCIATES, INC. 1 51 KALMUS DRIVE SUITE M-2 • COSTA MESA, CA 92626 • PHONE (71 4) 241-3400 • FAX (71 4) 241-3432 �1�� -.' ��.I� � .��� �.: �I �'i � �. -��� �. ti.�_ �1� HYDROLOGY MAP P A R D U E, C O R N W E L L & ASSOCIATES, INC. 1 51 KALMUB DRIVE SUITE M-2 • COSTA MESA, CA 92626 • PHONE (71 4) 241-3400 6 FAX (71 4) 241-3432 PARDUE, CORNWELL & ASSOCIATES, INC.. PLANNING • ENGINEERING • SURVEYING 1 a HYDROLOGY REPORT For Mass Grading Plan WASHINGTON PARK RETAIL CENTER LA QUINTA, CA Prepared under the supervision of: Hayward Pardue, P.E. Date +0 �f Xg, DU -2.6 1 51 'KALMUS 0 RIVE, SUITE M-2 COSTA MESA, CA 92626 • PHONE (714) 24w T 3400 • FAx (71 4) 241 -3432 DISCUSSION This updated report consolidates the original hydrology report with previous addendum and also addresses comments and clarification requested by City staff and consultants. The proposed project will develop a 50 acre of retail center surrounding the existing Lowes Home -Improvement store. The site is currently undeveloped with ,portions of the site previously mass'graded. The remainder of the site consists of sand dunes with minor brush growth in some areas. There are no off -site drainage areas tributary to the site. Additionally no outfall of drainage is proposed to leave .the site. Rainfall runoff .will be contained on -site in four (4) retention ponds.. Included herein is an analysis of the proposed retention ponds during the 100 yr 3 -hr, 6 -hr - and 24 -hr storms. Retention Ponds 1 and 2 are the smaller of the 4 ponds with the proposed catchment areas being 2.94 ac and 5.67 ac in size respectively. The 3, 6 and 24 hour analysis for these ponds was done using the RCFC "Shortcut Method ". Retention ponds 3 and 4, with catchment areas greater than 10 ac in size, were analyzed with the synthetic unit hydrograph method and then routed with the Modified Puls method through a flow- through pond. Note that an infiltration rate of tin /hr was utilized for pond outflow. Included herein is an infiltration analysys conducted by Sladden Engineering on November 12, 2002. Infiltration rates were observed to be stable at 4" per hour. Per City guidelines this was reduced to 2" per hour for pond outflow calculations. Outflow was calculated based on the ground area of the interned rainwater in the pond and varies as pond depth increases this ground area. This allows for ponds to slightly smaller when not having to contain the entire runoff volume. The pond volumes are adequate to contain the 3 -hr, 6 7hr and 24 -hr 100 storms with proposed depths to a maximum of 6 ft. Data included is summarized in Appendices list below: 1. Retention Basin and Tributary Area Data 2. - Rainfall Intensity Maps (100 yr: 3 -hr, 6 -hr, and 24 -hr) 3. Percolation Testing Soils Testing Report 4. Adjusted Loss Rate Calculations 5. Shortcut Method Effective Rainfall and Pond Data (for Pond Nos. 1 and 2) 6. Unit Hydrograph and Flood Routing (for Pond Nos. 3 and 4) 151 KALMUS DRIVE, SUITE M-2 Co5TA MESA, CA 92626 • PHONE (71 4) 241 -3400 • FAX (71 4) 241 -3432 Washington Park Retail Center APPENDIX No. 1 Retention Basin and Trubutary Area Data Area Label Area (AC) Area tributary.to Pond 1: F -1 2.94 Area tributary to Pond 2: G -1 5.67 Area tributary to Pond 4: A -1 0.62 A -2 3 A -3 3.26 A -4 0.56 A -5 2.7 A-6 2.07 A -7 2.37 D -1 2.8 D -2 3.97 H -1 4.69 Total 26.04 RETENTION BASIN DATA: Pond No. 1 Area Label Area (AC) Area tributary to Pond 3: . C -1 C -2 C -3 B -1 E -1 Total 3.79 2.47 3.01 5.38 5.08 4.96 24.69 DEPTH (FT) ELEVATION STORAGE (AC -FT) BASE AREA (SF) OUTFLOW (CFS)* 0 56 0.00 530.64 0.019 1 57 0.0'3 1124.64 0.039 2 58 „ 0.07 1906.08 0.067 3 59 0.13 2835.36 0.099 4 60 0.23 .3979.80 0.140 5 61 0.34 5140.08 0.180 6 62 0.49 6545.88 0.230 based•on 2 in per hour (typical throughout) Washington Park Retail Center RETENTION BASIN DATA: Pond No. 2 DEPTH (FT) ELEVATION STORAGE (AC -FT) BASE AREA (SF) OUTFLOW (CFS) i 0 57 0.00 1261.70 0.053 1 58 0.06 2703.80 -0.1.14 2 59 0.15 4413.20 0.186 3 60 0.28 6176.50 .0.260 4 61 0.45 8041.00 0.338 5 62 0.65. 9957.20 0.419 6 63 0.90' 11941.60 0:503 Washington Park Retail Center RETENTION BASIN DATA: Pond No. 3 DEPTH (FT) ELEVATION STORAGE (AC -FT) BASE AREA (SF) OUTFLOW (CFS) 0 57 0.00 19533.36 0.685 1 58 0.51 22016.28 0.772 2 59 1.07 24583.68 0.862 3 60 1.69 27232.92 0.955 4 61 2.38 29964.00 1.051 5 62 3.14 32770.32 1.149 6 63- 3.95 35651.88 1.250 Washington Park Retail Center RETENTION BASIN DATA: Pond No. 4 DEPTH (FT) ELEVATION STORAGE (AC -FT) BASE AREA (SF) OUTFLOW (CFS) 0. 56 0.00 16163.00 0.748 1 57 0.43 18828.25 0.872 2 58' 0.94 22095.50 1.023 3 59 1.52 25320.75 1.172 4 60 2.18 28712.25 1.329 5 61 2.92 32119.50 1.487 6 62 3.74 35677.25 1.651 6 -hr, and 24 -hr) 1400 • Fax (71 4) 241-343.2 P 'u ..... . . . . . . . i w I ND E L-T \�., Th. — mallIM2049-- RIVERSIDE COUNTY FLOOD CONTROL AND WATER CONSERVATION DISTRICT 100 -YEAR - 3 -HOUR PRECIPITATION 'Appendix Teo. 3 Percolation Testing Soils Testing Report 15 1 KALMUS DRIVE, SUITE M -2 COSTA MESA, CA 92626 • PHONE (71 4).241-3400 • FAx (71 4) 241-3432 Feb 12 03 12:01p sladden palm desert 760 772 3895 IE3 Sladden IEngineering 6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523 -0952 Fax (714) 523 -1369 39 -725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772 -3893 Fax (760) 772 -3895 January 21, 2003 Washington III, LTD Dale Frank & Associates, Inc. 7325 Southwest 76`x' Street Mercer Island, Washington 98040 Attention: Mr. Dale Frank Project: Proposed Target Store Highway 1 l I & Adams Street La Quinta, California Subject: Percolation Testing for Stormwater Retention Project No. 544 -2106 03 -01 -041 As requested, we have perforned percolation testing on the subject site in order to determine the infiltration potential of the surface soils. The percolation rates determined should be useful in assessing stormwater (or nuisance water) retention needs. It is our understanding that orisite stormwater /nuisance water retention is required. It is proposed to collect runoff within several shallow retention basins. Infiltration testing was performed within 4 test holes excavated with hand equipment_ Percolation testing was performed on November 12, 2002. Testing indicated relatively stable infiltration rates of approximately 4 inches per hour. The test hole extended to a depth of approximately 5 feet below grade. It should be noted that the infiltration rates determined by testing are ultimate rates based upon short duration field test results in the specific test locations. An appropriate safety factor should be applied prior to use in design to account for potential subsoil inconsistencies, and potential silting of the percolating soils. The safety factor should be determined with consideration to other factors in the stormwater retention system design, (particularly stormwater volume estimates) and the safety factors associated with those design components. If you have questions regarding this letter, please contact the undersigned Respectfully submitted, SLADDEN ENGINEERING Brett L. Anderson Principal Engineer Peres /pc Copies: 2/Washington.III, LTD p.2 Appendix No. 4 Adjusted Loss Rate Calculations 151 KALMUS DRIVE, SUITE M -2 COSTA.MESA, CA 92626 • PHONE (714) 241 -3400 • FAx (714)'241 -3432 r m m N N 0 N AVERAGE ADJUSTE-L.- ' LOSS RATE 11] 121 (31 141 151 161 171 181 191 1101 ;U C7 SOIL GROUP COVER TYPE RI NUMBER PERVIOUS AREA LAND USE DECIMAL PERCENT ADJUSTED INFILTRATION AREA SO INCHES f AVERAGE ADJUSTED `< b l7 IPLATE C -1) IPLATE-E-6.1) INFILTRATION RATE -IN /HR OF AREA IMPERVIOUS RATE -IN /HR C4](I- .9161) INfIL7RATI0N RATE -IN /HR )> 17 O PLATE E-6.2) PLATE E-6.3) 17]*19] C mrtLA 0 O z a m m � o a n 0 z c q C n < (^ ° 0 N � D X o X 3� M Y 0 D 7.� s o s a fr101- D - VAR I ABLE LOSS RATE CURVE (24 —HOUR STORM ONLY) o,ro) )s ACojjSag VAn NUA40 L;'_ -" O.ZO 1 S Fm= Minimum Loss Rate = F/2 =1 CI03/2 = 0. - IN. /HR. Auso USai�' [/J "u6s' 0 o C = (F- Fm) /54 = (1CI07- Fjn) /54= �_�✓� -C %G >�>� €��' FT = C(24- (T /60))" " +F m (24 (T/60))1,5 + IN. /HR. Where: T =Time in minutes. To get an average value for each unit time period, Use T= 2 the unit time for the first time period,T =I- unit time for the second period,etc. Appendix No. 5 Pond Nos. 1 and 2 Shortcut Method Effective Rainfall Data 3 -hr, 6 -hr, and 24 -hr 100 yr Storms 1 51 KALMus DRIVE, SUITE M -2 COSTA MESA, CA 92626 • PHONE (71 4) 241' -3400 • FAX (71 4) 241 -3432 1 POND No. 1 100 yr 3 -hr Unit Time Pattern Rainfall Loss rate Period Percent" (in /hr) (in /hr) 1.00 2.600 0.343 0.200 0.151 2.00 2.600 0.343 0.200 0.151 3.00 3.300 0.436 0.200 0.191 4.00 3.300 0.436 0.200, 0.191 5.00 3.300 0.436 0.200 0.191 6.00 3.400 0.449 .0.200 0.197 7.00 4.400 0.581 0.200 0.255 8.00 4.200 0.554 0.200 0.243 9.00 5.300 0:700 0.200 .0.307 10.00 5.100 0.673 0.200 0.296 11.00 6.400 0.845 0.200 0.371 12.00 5.900 0.779 0.200 0.342 13.00 7.300 0.964 0.200 0.423 14.00 8.500 1.122 0.200 0.493 15.00 14.100 1.861 0.200 •0.817 16:00 14.100 1.861 0.200 0.817 17.00 3.800 0.502 0.200 0.220 18.00 2.400 0.317 0.200 0.139 Total Adjusted Rainfall. (in) = 2.200 Unit time (min) _ . 10.000 Catchment Area (ac) = 2.940 `RCFC & WCD Hyd Manual Plate E -5.9 r S Efective Rain (in /hr) Inflow (cfs) 0.143 0.421 0.143 0.421 0.236 0.693 0.236 0.693 0.236 0.693 0.249 . 0.731 0.381 1.120 0.354 1.042 0.500 1.469 0.473 1.391 0.645 1.896 0.579 1.702 0.764 2.245 0.922 2.711 1.661 4.884 1.661 4.884 0.302 0.887 0.117 0.343 Total Volume: Note net volume Volume (ac -ft) Outflow (cfs) 0.006 0.019 0.006 0.019 0.010 0.019 0.010 0.019 0.010 0.019 0.010 0.099 0.015 0.099 0.014 0.099 0.020 0.099 0.019 0.099 0.026 0.099 0.023 0.180 0.031 0.180 0.037 0.180 0.067. 0.180 0.067 0.180 0.012 0.019 0.005 0.019 0.389 less than basin capacity 4 I i I Outflow I Net Volume Volume (ac -ft) (ac -ft) 0.000. 0.005 0.000 0.005 0.000 0.009 0.000 0.009 0.000 0.009 0.002 0.008 0.002 0.013 0.002 0.012 0.002 0.018 0.002 0.017 0.002 0.024 0.004 0.020 0.004 0.027 0.004 0.034 0.004 0.064 0.004 0.064 0.000 0.012 0.000 0.004 0.034 0.355 A 0.49 ac -ft POND No. 1 100 yr 6 -hr Efective Inflow Outflow Net Unit Time Pattern Rainfall Loss rate Rain Volume Volume Volume Period Percent* (in /hr) (in /hr). - (in /hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 1.00 1.700 0.170 0.200 0.075 0.095 0.280 0.006 0.019 0.000 0.005 2.00 1.900 0.190 0.200 0.083 0.107 0.313 0.006 0.019 0.000. 0.006 3.00 2.100 0.210 0.200 0.092 0.118 0.346 0.007 0.019 0.000 0.007. 4.00 2.200 0.220 0.200 0.097 0.123 0.363 0.007. 0.019 0.000 0.007 5.00 2.400 0.240 0.200 0.105 0.135 0.396 0.008 0.067 0.001 0.007 6.00 2.400 0.240 0.200 0.105 0.135 0.396 0.008 0.067 0.001 0.007 7.00 2.400 0.240 0.200 0.105 0.135 0.396 0.008 0.067 0.001 0.007 8.00 2.500, 0.250 0.200 0.110 0.140 0.412 0.009 0.067 0.001 0.007 9.00 2.600 '0.260 0.200 0.114 0.146 0.429 0.009 0.067 0.001 - 0.007 10.00 2.700 0.270 0.200 0.119 0.151 0.445 0.009 0.140 0.003 0.006 11.00 2.800 0.280 :0.200 0.123 0.157 0.462 0.010 0.140 0.003 0.007 12.00 3.000 0.300 0.200 0.132 0.168 0.495 0.010 0.140 0.003 0.007 13.00 3.200 0.320 0.200 0.140 .0.180 0.528 0.011 0.140 0.003 0.008 14.00 3.600 0.360 0.200 0.158 0.202 0.594 0.012 0.140 0.003 0.009 15.00 4.300 0.430 0.200 0.189 0.241 0.709 0.015 0.140 0.003 0.012 16.00 4.700 0.470 0:200 0.206 0.270 .0.794 0.016 0.140 0.003 0.014 17.00 5.400 0.540 0.200 0.237 0.340 1.000 0.021 0.140 0.003 0.018 18.00 6.200 0.620' 0.200 0.272 0.420 1.235 0.026 0.230 0.005 0.021 19.00 6.900 0.690 0.200 0.303 0.490 1.441 0.030 0.230 0.005, 0.025 20.00 7.500 0.750 0.200 0.329 0.550 1.617 0.033 0.230 0.005 0.029 21.00 10.600 1.060 0.200 0.465 0.860 2.528 0.052 0.230 0.005 0.047 22.00 14.500 1.450 0.200 0.637 1.250 3.675 0.076 0.230 0.005 0.071 23.00 3.400 0.340 0.200 0.149 0.191 0.561 .0.012 0.019 0.000 0.011 24.00 1.000 0.100 0.200 0.044 0.056 0.165 0.003 0.019 0.000 0.003 Total Adjusted Rainfall (in) = 2.500 Total Volume: 0.405 0.056 0.348 Unit time (min) = 15.000 Catchment Area (ac) = 2.940 Note net volume less than basin capacity of 0.49 ac -ft POND No. 9 900 yr 24 -hr Unit Time . Pattern Rainfall Loss rate Outflow Period Percent* (in /hr) (in /hr) 1.00 1.200 0.054 0.200 0.024 2.00 1.300 0.059 0.200 0.026 3.00 1.800 0.081 0.200 0.036 4.00 2.100 0.095 0.200 0.042 5.00 2.800 0.126 0.200. 0.056 6.00 2.900 0.131 0.200 0.058 7.00 3.800 0,171 0.200. 0.076 8.00 4.600 0.207 0.200 0.092 9.00 6.300 0.284 0.200 0.126 10.00 8.200 0.369 0.200 0.164 11.00 7.000 0.315 0.200 0.140 12.00 7.300 0.329 0.200 0.146 13.00. 10.800 0.486 0.200 0.216 14.00 11.400 0.513 0.200 0.228 15.00 10.400 0.468 0.200 0.208 16.00 8.500 .0.383 0.200 0.170 17.00 1.400 0.063 0.200 0.028 18.00 1.900 0.086 0.200 0.038 19.00 1.300 0.059 0.200 0.026 20.00 1.200 0.054 0.200 0.024 21.00 1.100 0.050 0.200 0.022 22.00 1.000 0.045 .0.200 0.020 23.00 0.900 0.04.1 0.200 0.018 24.00 0.800 0.036 0.200 0.016 Total Adjusted Rainfall (in) = 4.500 Unit time (min) = 60.000 Catchment Area (ac) = 2.940 Efective Inflow Outflow Net Rain Volume Volume Volume (in /hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft). 0.030 0.088 0.007 0.019 0.002 0.006 0.033 0.096 0.008 0.019 0.002 0.006 0.045 0.132 0.011 0.019 0.002 0.009 0.053 0.154 0.013 0.019 0.002 0.011 0.070. 0.206 0.017 0.067 0.006 0.011 0.073 0.213 0.018 0.067 0.006 0.012 0.095 0.279. 0.023 0.067 0.006 0.018 0.115 0.338 0.028 0.067 0.006 0.022 0.158 0.463 0.038 0.067 0.006 0.033 0.205 0.603 0.050 0.140 0.012 .0.038 0.175 0.515 0.043 0.140 0.012. 0.031 0.183 0.537 0.044 0.140 0.012 0.033 0.270 0.794 0.066 0.140 0.012 0.054 0.285 0.838 0.069 0.140. 0.012 0.058 0.260 0.764 0.063 0.140 0.012. 0.052 0.213 0.625 0.052 0.140 0.012 0.040 0.035 0.103 0.009 0.140 0.012 0.000 0.048 0.140 0.012 0.230 0.019 0.000 0.033 0.096 0.008 0.230 0.019 0.000 0.030 0.088 0.007 0.230 0.019 0.000 0.028 0.081 _ 0.007. 0.230 0.019 0.000 0.025 0.074 0.006. 0.230 0.019 0.000 0.023 0.066 0.005 0.019 0.002 0.004 0.020 0.059 0.005 0.019 0.002 0.003 Total Volume: 0.607 0.225 0.441 Note net volume less than basin capacity of 0.49 ac -ft POND No. 2 100 yr 3 -hr Unit Time. Pattern Rainfall Loss rate Outflow Period Percent* (in /hr) (in /hr) 1.00 2.600 0.343 0.200 0.151 2.00 2.600 0.343 0.200 0.151 3.00 3.300 0.436 0.200 0.191 4.00 3.300 0.436 0.200 0.191 5.00 3.300 0.436 0.200 0.191 6.00 3.400 0.449 .0.200 0.197 7.00 4.400 0.581 0.200 0.255 8.00 4.200 0.554 0.200 0.243 9.00 5.300 0.700 0.200 0.307 10.00 5.100. 0.673 0.200 0.296 11.00 6.400 0.845 0.200 0.371 12.00 5.900 0.779 0.200 0.342 13.00 7.300 0.964 .0.200 0.423 14.00 8.500 1.122 0.200 0.493 15.00 14.100 1.861 0.200 0:817 16.00 14.100 1.861 0.200 0.817 17.00 3.800 0.502 0.200 0.220 18.00 2.400 0.317 0.200 0.139 Total Adjusted Rainfall (in) = 2.200 Unit time (min) = 10.000 Catchment Area (ac) = 5.670 *RCFC & WCD Hyd Manual Plate E -5.9 . Efective Outflow Net Rain Volume Volume Volume .(in /hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 0.143 0.812 0.011 0.053 0.001 0.010 0.143 0.812 0.011 0.053 0.001 0.010 0.236 1.336 0.018 0.053 0.001 0.017 0.236 1.336 0.018 0.053 0.001 0.017 0.236 1.336 0.018 0.053 0.001 0.017 0.249 1.411. 0.019 0.260 0.005 0.014 0.381 2.159 0.030 0.260 0.005 0.024 0.354 2.009 0.028 0.260 0.005 0.022 0.500 2.833 0.039 0.260 0.005 0.034 0.473 2.683 0.037 0.260 0.005 0.032 0.645 3.656 0.050 0.260 0.005 0.045 0.579 3.282 0.045 0.410 0.008 0.037 0.764 4.330 0.060 0.410 0.008 0.051 0.922 5.228 0.072 0.410 0.008 0.064 1.661 9.419 0.130 0.410 0.008 0.121 1.661 9.419 0.130 0.503 0.010 0.119 0.302 1.710 0.024 0.503 0.010 0.013' 0.117 0.662 0.009 0.503 0.010 0.000 Total Volume: 0.750 0.103 0.648 Note net volume less than basin capacity of 0.90 ac -ft POND No. 2 100 yr 6 -hr Efective Inflow Outflow Net Unit'Time Pattern Rainfall Loss rate Rain Volume Volume Volume Period Percent* (in /hr) (in /hr) (in /hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 1.00 1.700 0.170 0.200 0.075 0.095 0.541 0.011 0.053 0.001 0.010 2.00 1.900 0.190 0.200 0.083 0.107 0.604 0.012 0.053 0.001 0.011 3.00 2.100 0.210 0.200 0.092 0.118 0.668 0.014 0.053 0.001 0.013 4.00 2.200 0.220 0.200 0.097 0.123 0.700 0.014 0.053 0.001 0.013 5.00 2.400 0.240 0.200 0.105 0.135 0.763 0.016 0.053 0.001 0.015 6.00 2.400 0.240 0.200 0.105 0.135 0.763 0.016 0.053 0.001 0.015 7.00 2.400 0.240 0.200 0.105 0.135 0.763 0.016 0.053 0.001 0.015 8.00 2.500 0.250 0.200 0.110 0.140 0.795 0.016 0.260 0.005 0.011 9.00 2.600 0.260 0.200 0.114 0.146 0.827 0.017 0.260 0.005 0.012 10.00 2.700 0.270 0.200 0.119 0.151 0.859 0.018 0.260 0.005 0.012 11.00 2:800 0.280 .0.200 0.123 0.157 0.891 0.018 0.260 0.005 0.013 12.00 3.000 0.300 0.200 0.132 0.168 6.954 0.020 0.260 0.005 0.014 13.00 3.200 0.320 0.200 0.140 0.180 1.018 0.021 0.260 0.005 0.016 14.00 3.600 0.360 0.200. 0.158 0.202 1.145 0.024 0.260 0.005 0.018 15.00 4.300 0.430 0.200 0.189 0.241 1.368 0.028 0.330 0.007 0.021 16.00 4.700 0.470 0.200 0.206 0.270 1.531 0.032 0.330 0.007. 0.025 17.00 5.400 0.540 0.200 0.237 0.340 1.928 0.040 0.330 0.007 0.033 18.00 6.200 0.620 0.200 0.272 0.420 2.381 0.049 0.330 0.007 0.042 19.00 6.900 0.690 0.200 0.303 0.490 2.778 0.057 0.330 0.007 0.051 20.00 7.500 .0.750 0.200 0.329 0.550 3.119 0.064 0.330 0.007 0.058 21.00 10.600 1.060 0.200 0.465 0.860 4.876 0.101 0.330 0.007 0.094 22.00 14.500 1.450 0.200 0.637 1.250 7.088 0.146 0.330 0.007 0.140 23.00 3.40-0 0.340 0.200 0.149 0.191 1.081 0.022 0.053 0.001 0.021 24.00 1.000 0.100 0.200 0.044 0.056 0.318 0.007 0.053 0.001 0.005 Total Adjusted Rainfall (in) = 2.500 Total Volume: 0.780 0.102 0.678 Unit time (min) = 15.000 Catchment Area (ac) = 5.670 Note net volume less than basin capacity of 0.90 ac -ft POND No. 2 100 yr 24 -hr Unit Time Pattern Rainfall Loss rate Outflow. Period Percent* (in /hr) (in /hr) 1.00 1.200 0.054 0.200 0.024 2.00 1.300 0.059 0.200 0.026 3.00 1.800 0.081 0.200 0.036 4.00. 2.100 0.095 0.200 0.042 5.00 2.800 0.126 0.200 0.056 6.00 2.900 0.131 0.200 0.058 7.00 3.800 0.171 0.200 0.076 8.00 4.600 0.207 0.200 0.092 9.00 6.300 0.284 0.200 0.126 10.00 8.200 0.369 0.200 0.164 11.00 7.000 0.315 0.200 0.140 12.00 7.300 0.329 0.200 0.146 13.00 10.800 0.486 0.200 0.216 14.00 11.400 0.513 0.200 0.228 15.00 10.400 0.468 0.200 0.208 16.00 8.500 0.383 0.200 0.170 17.00 1.400 0.063 0.200 0.028 18.00 1.900 0.086 0.200 0.038 19.00 1.300 0.059 0.200 0.026 20.00 1.200 0.054 0.200 0.024 21.00 1.100 0.050 0.200 0.022 22.00 1.000• 0.045 0.200 0.020 23.00 0.900 0.041 0.200 0.018 24.00 0.800 0.036 0.200 0.016 Total Adjusted Rainfall (in) = 4.500 Unit time (min) = 60.000 Catchment Area (ac) = 5.670 Efective Inflow Outflow. Net Rain Volume Volume Volume. (in /hr) Inflow (cfs) (ac -ft) Outflow (cfs) (ac -ft) (ac -ft) 0.030 0.088 0.007 0.053 0.002 0.005 0.033 0.096 0.008 0.053 0.002 0.006 0.045 0.132 0.011. 0.053 0.002 0.009 0.053 .0.154 0.013 0.053 0.002 0.011 0.070 0.206 0.017 0.053 0.002 0.015 0.073 0.213 0.018 0.053 0.002 0.016. 0.095 0.279 0.023 0.053 0.002 0.021 0.115 0.338 0.028 0.260 0.009 0.0% 0.158 0.463 0.038 0.260 0.009 0.029 0.205 0.603 0.050 0.260 0.009 0.041 0.175 0.515 0.043 0.260 0.009 0.034 0.183 0.537 0.044 0.260 0.009 0.035 0.270 0.794 0.066 0.260 0.009 0.057 0.285 0.838 0.069 0.260 0.009 0.060 0.260 0:764 0.063 0.330 0.011 0.052 0.213 0.625 0.052 0.330 0.011 0:040 0.035 0.103 0.009 0.330 0.011 -0.003 0.048 0.140 9.012 0.330 0.011 0.000 0.033 0.096 0.008 0.330 0.011 -0.003 0.030 0:088 0.007 0.330 0.011 -0.004 0.028 0.081 0.007 0.330 0.011 -0:005 0.025 0.074 0.006 0.330 0.011 0.000 0.023 0.066 0.005 0.053 0.002 0.004 0.020 0.059 0.005 0.053 0.002 0.003 Total Volume: 0.607 0.170 0.443 Note net volume less than basin capacity of 0.90 ac -ft i w r% r9hr- Ek Ir4kT V IL I_ ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** F L O O D R O U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989 -2002 Advanced Engineering Software (aes) (Synthetic Unit Hydrograph Version 2.OA) Release Date: 01/01/2002 License ID 1420 Analysis prepared by: Pardue, Cornwell and Associates, Inc. .151 Kalmus Drive M -2 Costa Mesa, CA 92626 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * ** * Pond No. 3 3 -hr 100 yr * * W FILE NAME: C:\ ae. s2002\ hydrosft \ratscx \PND33H.DAT033H❑DAT❑❑❑❑❑ TIME /DATE OF STUDY: 11:44 02/12/2003 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS)<< <<< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 1700.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 800.b00 FEET ELEVATION VARIATION ALONG WATERCOURSE = 22.000 FEET, BASIN FACTOR = 0.015 WATERSHED AREA = 24.690 ACRES BASEFLOW = 0.000 CFS /SQUARE -MILE WATERCOURSE "LAG" TIME= 0.051 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS.. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL- LOSS(INCH /HOUR) = 0.200 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 USER- ENTERED.RAINFALL = 1.85 INCHES RCFC &WCD 3 -Hour Storm (15- Minute period) SELECTED RCFC &WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE E -5.8) = 0.9999 UNIT HYDROGRAPH TIME UNIT = 15.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 488.281 UNIT HYDROGRAPH --------------- - - - - -- - DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER ---------------------------------------------------------------------------- MEAN VALUES ORDINATES(CFS) 1 70.266_ 69.937 2 98.504 28.106 3 99.592 1.082 4 99.837 0.244 5 99.959 0.122 6 100.000 0.041 f ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) ---------------------------------------------------------------------------- (INCHES) (INCHES) (INCHES) 1 0.0684 0.0500 0.0184 2 0.0888 0.0500 0.0388 3 0.0943 0.0500 0.0443 4 0.0906 0.0500 0.0406 5 0.1221 0.0500 0.0721 6 0.1350, 0.0500 0.0850 7 .0.1554 0.0500 0.1054 8 0.1665 0.0500 0.1165 9 0.2275 0.0500 0.1775 10 0.3256 0.0500 0.2756 11 0.2978 0.0500 0.2478 12 0.0777 0.0500 0.0277 13 0.0000 0.0000 0.0000 14 0.0000 0.0000 0.0000 15 0.0000 0.0000 0.0000 12 0.0277 0.0249 0.0028 TOTAL STORM RAINFALL(INCHES) = 1.88 TOTAL SOIL- LOSS(INCHES) = 0.62 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.25 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 1.2858 TOTAL ---------------------------------------------------------------------- STORM RUNOFF VOLUME(ACRE -FEET) = 2.5189 - - - - -- 3 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H ------ HYDROGRAPH IN FIVE - MINUTE UNIT INTERVALS(CFS) - - - - -- (Note: Time indicated ---------------------------------------------------------------------------- is at END of Each Unit Intervals) TIME(HRS) ---------------------------------------------------------------------------- VOLUME(AF) Q(CFS) 0. 7.5 15.0 22.5 30.0 0.083 0.0089 1.29 VQ 0.167 0.0178 1.29 VQ 0.250 0.0267 1.29 VQ 0.333 0.0489 3.23 V Q 0.417 0:0712 3.23 V Q 0.500 0.0934 3.23 V Q 0.583 0.1224 4.21. V Q 0.667 0.1514 4.21 V Q 0.750 0.1804 4.21 V Q 0.833 0.2089 4.14 V Q 0.917 0.2374 4.14 V Q 1.000 0.2659 4.14 VQ 1.083 0.3089. 6.24 V Q . 1.167 0.3519 6.24 V Q . 1.250 0.3949 6.24 V Q . 1.333 0.4502 8.03 V Q 1.417 0.5055 8.03 V ,Q 1.500 0.5608 8.03 V Q 1.583 0.6287 9.86 V. Q 1.667 0.6966 9.86 V Q 1.750 0.7645 9.86 VQ 1.833 0.8418 11.22 VQ 1.917 0.9191 11.22 Q 2.000 0.9964 11.22 QV 2.083 1.1054 15.83 V Q 2.167 1.2145 15.83 V,Q 2.250 1.3235 15.83 Q 2.333 1.4918 24.43 V Q 2.417 1.6600 24.43 V Q 2.500 1.8282 24.43 V. Q 2.583 2.0026 25.31 V Q 2.667 2.1769 25.31 QV 2.750 2.3513 25.31 Q V 2.833 2.4030 7.52 Q V 2.917 2.4548 7.52 Q V . 3.000 2.5066 7.52 Q V. 3.083 2.5096 0.44 Q V. 3.167 2.5127 0.44 Q V, 3.250 2.5157 -0.4.4 Q V. 3.333 2.5164 0.10 Q V. 3.417 2.5171 0.10 Q V. 3.500 2.5178 0.10 Q V. 3.583 2.5181 0.04 Q V. 3.667 2.5184 0.04 Q V. 3.750 2.5187 0.04 Q V. 3.833 2.5188. 0.01 Q V. 3.917 2.5188 0.01 Q V. 4.000 2.5189 0.01 Q V. A n013 n clan n nn n FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 3.1 ---------------------------------------------------------------------------- >> >>>FLOW- THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1<<<<<' INFLOW (STREAM 1) . V _effective depth ----- - - - - -- (and volume) I....V........ detention outflow basin .:....... ----- - - - - -- . I I dead I basin outlet V I storage OUTFLOW --- - - - - -- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 'l THROUGH A FLOW- THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 1.00 0.77 0.510 3 2.00 0.86 1.070 4 3.00 0.95 1.690 5 4.00 1.05 2.380 6 5.00 1.15 3.140 7 6.00 1.25 3.950 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE - (HRS) ----------------------------------------------------------------- FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 0.083 0.000 1.29 0.00 0.02 0.0 0.009 0.167 0.000 1.29 0.00 0.03 0.0 0.018 0.250 0.000 1.29 0.00 0.05 0.0 0.026 0.333 0.000 3.23 0.00 0.09 0.1 0.048 0.417 0.000 3.23 0.00 0.14 0.1 0.070 0.500 0.000 3.23 0.00 0.18 0.1 0.091 0.583 0.000 4.21 0.00 0.23 0.2 0.119' 0.667 0.000 4.21 0.00 0.29 0.2 0.147 0.750 0.000 4.21 0.00 0.34 0.2 0.174 0.833 0.000 4.i4 0.00 0.39 0.3 0.201 0.917 0.000 4.14 0.00 0.44 0.3 0.227 1.000 0.000 4.14 0.00 0.50 0.4 0.253 1.083 0.000 6.24 0.00 0.57 0.4 0.293 1.167 0.000 6.24 0.00 0.65 0.5 0.333 1.250 0.000 6.24 0.00 0.73 0.5 0.372 1.333 0.000 8.03 0.00 0.83 0.6 0.423 1.417 0.000 8.03 0.00 0.93 0.7 0.474 1.500 0.000 8.03 0.00 1.03 0.7 0.524 1.583 0.000 9.86 0.00 1.14 0.8 0.587 1.667 0.000 9.86 0.00 1.25 0.8 0.649 1.750 0.000 9.86 0.00 1.36 0.8 0.711 1.833 0.000 11.22 0.00 1.49 0.8 0.783 1.917 0.000 11.22 0.00 1.62 0.8 0.855 2.000 0.000 11.22 0.00 1.74 0.8 0.926 2.083 0.000 15.83 0.00 1.93 0.8 1.029 2.167 0.000 15.83 0.00 2.10 0.9 1.133 2.250 0.000 15.83 0.00 2.27 0.9 1.236 2.333 0.000 24.43 0.00 2.53 0.9 1.398 2.417 0.000 24.43 0.00 2.79 0.9 1.560 2.500 0.000 24.43 0.00 3.05 0.9 1.721 2.583 0.000 25.31 0.00 3.29 1.0 1.889 2.667 0.000 25.31 0.00 3.53 1.0 2.056 2.750 0.000 25.31 0.00 3.77 1.0 2.224 2..833 0.000 7.52 0.00 3.84 1.0 2.268 2.917 0.000 7.52 0.00 3.90 1.0 2.313 3.000 0.000 7.52 0.00 3.97 1.0 2.358 3.083 0.000 0.44 0.00 3.96 1.0 2.353 3.167 0.000 0.44 0.00 3.96 1.0 2.349 3.250 0.000 0.44 0.00 3.95 1.0 2.345 3.333 0.000 0.10 0.00 3.94 1.0 2.339 3.417 0.000 0.10 0.00 3.93 1.0 2.332 3.500 0.000 0.10 0.00 3.92 1.0 2.326 3.583 0.000 0.04 0.00 3.91 1.0 2.319 3.667 0.000 0.04 0.00 3.90 1.0 2.312 3.750 0.000 0.04 0.00 3.89 1.0 2.305 3.833 0.000 0.01 0.00 3.88 1.0 2.298 3.917 0.000 0.01 0.00 3.87 1.0 - 2.291 4.000 0.000 0.01 0.00 3.86 1.0 2.284 4.083 0.000 0.00 0.00 3.85 1.0 2.277 4.167 0.000 0.00 0.00 3.84 1.0 2.269 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) --------------"-------------------------------------------------------------- FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 4.250 0.000 0.00 0.00 3.83 1.0 2.262 4.333 0.000_ 0.00 0.00 3.82 1.0 2.255 4.417 0.000 0.00 0.00 3.81 1.0 2.248 4.500 0.000 0.00 0.00 3.80 1.0 2.241 4.583 0.000 0.00 0.00 3.79 .1.0 2.234 4.667 0.000 0.00 0.00 3.78 1.0 2.227 4.750 0.000 0.00 0.00 3.77 1.0 2.220 4.833 0.000 0.00 0.00 3.76 1.0 2.213 4.917 0.000 0.00 0.00 3.75 1.0 2.205 5.000 0.000 0.00 0.00 3.74 1.0 2.198 5.083 0.000 0.00 0.00 3.73 1.0 2.191 5.167 0.000 0.00 0.00 3.72 1.0 2.184 5.250 0.000 0.00 0.00 3.71 1.0 2.177 5.333 0.000 0.00 0.00 3.70 1.0 2.170' 5.417 0.000 0.00 0.00 3.69 1.0 2.163 5.500 0.000 0.00 0.00 3.68 1.0 2.156 5.583 0.000 0.00 0.00 3.67 1.0 2.149 5.667 0.000 0.00 0.00 3.66 1.0 2.142 5.750 0..000 0.00 0.00 3.65 1.0 2.135 5.833 0.000 0.00 0.00 3.63 1.0 2.128 5.917 0.000 0.00 0.00 3.62 1.0 2.121 6.000 0.000 0.00 0.00 3.61 1.0 2.114 6.083 0.000 0.00 0.00 3.60 1.0 2.107 6.167 0.000 0.00 0.00 3.59 1.0 2.100 6.250 0.000 0.00 0.00 3.58 1.0 2.093 6.333 0.000 0.00 0.00 3.57 1.0 2.086 6.417 0.000 0.00 0.00 3.56 1.0 2.079 6.500 0.000 0.00 0.00 3.55 1.0 2.072 6.583 0.000 0.00 0.00 3.54 1.0 2.065 6.667 0.000 0.00 0.00 3.53 1.0 2.058 6.750 0.000 0.00 0.00 3.52 1.0 2.052 6.833 0.000 0.00 0.00 3.51 1.0 2.045 6.917 0.000 0.00 0.00 3.50 1.0 2.038 7.000 0.000 0.00 0.00 3.49 1.0 2.031 7.083 0.000 0.00 0.00 3.48 1.0 2.024 7.167 0.000 0.00 0.00 3.47 1.0 2.017 7.250 0.000 0.00 0.00 3.46 1.0 2.010 7.333 0.000 0.00 0.00 3•.45 1.0 2..003 7.417 0.000 0.00 0.00 3.44 1.0 1.996 7.500 0.000 0.00 0.00 3.43 1.0 1.990 7.583 0.000 0.00 0.00 3.42 1.0 1.983 7.667 0.000• 0.00 0.00 3.41 1.0 1.976 7.750 0.000 0.00 0.00 3.40 1.0 1.969 7.833 0.000 0.00 0.00 3.39 1.0 1.962 7.917 0.000 0.00 0.00 3.38 1.0 1.955 8.000 0.000 0.00 0.00 3.37 1.0 1.948 8.083 0.000 0.00 0.00 3.36 1.0 1.942 8.167 0.000 0.00 0.00 8.250 0.000 0.00 0.00 8.333 0.000 0.00 0.00 3.35 1.0 1.935 3.34 1.0 1.928 3.34 1.0 1.921 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS) (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW . LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) ---------- =---------- FILLED(AF) =------------------------------------------------------- (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 8.417 0.000 0.00 0.00 3.33 1.0 1.914 8.500 0.000 0.00 0.00 3.32 1.0 1.908 8.583 0.000 0.00 0.00 3.31 1.0 1.901 8.667 0.000 0.00 0.00 3.30 1.0 1.894 8.750 0.000 0.00 0.00 3.29 1.0 1.887 8.833 0.000 0.00 0.00 3.28 1.0 1.881 8.917 0.000 0.00 0.00 3.27 1.0 1.874 9.000 0.000 0.00 0.00 3.26 1.0 1.867 9.083 0.000 0.00 0.00 3.25 1.0 1.860 9.167 0.000 0.00 0.00 3.24 1.0 1.854 9.250 0.000 0.00 0.00 3.23 1.0 1.847 9.333 0.000 0.00 0.00 3.22 1.0 1.840 9.417 0.000 0.00 0.00 3.21 1.0 1.833 9.500 0.000 0.00 0.00 3.20 1.0 1.827 9.583 0.000 0.00 0.00 3.19 1.0 1.820 9.667 .0.000 0.00 0.00 3.18 1.0 1.813 9.750 0.000 0.00 0.00 3.17 1.0 1.807 9.833 0.000 0.00 0.00 3.16 1.0 1.800 9.917 0.000 0.00 0.00 3.15 1.0 1.793 10.000 0.000 0.00 0.00 3.14 1.0 1.787 10.083 0.000 0.00 0.00 3.13 1.0 1.780 10.167 0.000 0.00 0.00 3.12 1.0 1.773 10.250. 0.000 0.00 0.00 3.11 1.0 1.767 10.333 0.000 0.00 0.00 3.10 1.0 1.760 10.417 0.000 0.00 0.00 3.09 1.0 1.753 10.500 0.000 0.00 0.00 3.08 1.0 1.747 10.583 0.000 0.00 0.00 3.07 1.0 1.740 10.667 0.000. 0.00 0.00 3.06 1.0 1.733 10.750 0.000 0.00 0.00 3.05 1.0 1.727 10.833 0.000 0.00 0.00 3.04 1.0 1.720 10.917 0.000 0.00 0.00 3.03 1.0 1.714 11.000 0.000 0.00 0.00 3.02 1.0 1.707 11.083 0.000 0.00, 0.00 3.01 1.0 1.700 11.167 0.000 0.00 0.00 3.01 1.0 1.694 11.250 0.000 0.00 0.00 3.00 1.0 1.687 11.333 0.000 0.00 0.00 2.98 1.0 1.681 11.417 0.000 0.00 0..00 2.97 1.0 1.674 11.500 0.000 0.00 0.00 2.96 1.0 1.667 11.583 0.000 0.00 0.00 2.95 1.0 1.661 11.667 0.000 0.00 0.00 2.94 1.0 1.654 11.750 0.000 0.00 0.00 2:93 0.9 1.648 11.833 0.000 0.00 0.00 2.92 0.9 1.641 11.917 .0.000' 0.00 0.00 2.91 0.9 1.635 12.000 0.000 0.00 0.00 2.90 0.9 1.628 12.083 0.000 0.00 0.00 2.89 0.9 1.622 12.167 0'.000 0.00 0:00 2.88 0.9 1.615 12.250 0.000 0.00 0.00 2.87 0.9 1.609 12.333 0.000 0.00 0.00 2.86 0.9 1.602 12.417 0.000 0.00 .0.00 2.85 0.9 1.596 12.500 0.000 0.00 0.00 2.84 0.9 1.589 --------------------------------------- MODIFIED-PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) ---------------------------------------------------------------------------- FILLED(AFY (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) .12.583 0.000 0.00 0.00 2.83 0.9 1.583 12.667 0.000 0.00 0.0.0 2.82 0.9 1.576 12.750 0.000 0.00 0.00 2.81 0.9 1.570 _ 12.833 0.000 0.00 0.00 2.80 0.9 1.563 12.917 0.000 0.00 0.00 2.79 0.9 1.557 13.000 0.000 0.00 0.00 2.78 0.9 1.551 13.083 0.000 0.00 0.00 2.76 0.9 1.544 13.167 0.000 0.00 0.00 2.75 0.9 1.538 13.250 0.000 0.00 0.00 2.74 0.9 1.531 13.333 0.000 0.00 0.00 2.73 0.9 1.525 13.417 0.000 0.00' 0.00 2.72 0.9 1.519 13.500 0.000 0.00 0.00 2.71 0.9 1.512 13.583 0.000 0.00 0.00 2.70 0.9 1.506 13.667 0.000 0.00 0.00 2.69 0.9 1.499 13.750 0.000 0.00 0.00 2.68 0.9 1.493 13.833 0.000 0.00 0.00 2.67 0.9 1.487 13.917 0.000 0.00 0.00 2.66 0.9 1.480 14.000 0.000 0.00 0.00 2.65 0.9 1.4.74 14.083 0.000 0.00 0.00 2.64 0.9 1.468 14.167 0.000 0.00 0.00 2.63 0.9 1.461 14.250 0.000 0.00 0.00 2.62 0.9- 1.455 14.333 0.000 0.0.0 0.00 2.61 0.9 1.449 14.417 0.000 0.00 0.00 2.60 0.9 1.442 14.500 0.000 0.00 0.00 2.59 0.9 1.436 14.583 0.000 0.00 0.00 2.58 0.9 1.430 14.667 0.000 0.00 0.00 2.57 0.9 1.423 14.750 0.000 0.00 0.00 2.56 0.9 1.417 14.833 0.000 0.00 0.00 2.55 0.9 1.411 14.917 0.000 0.00 0.00 2.54 0.9 1.404 15.000 ----------------------------------------------------------------------------- 0.000 0.00 0.00 2.53 0.9 1.398 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 2.519 AF BASIN STORAGE- 0.000 AF (WITH 0.000 AF INITIALLY FILLED) OUTFLOW VOLUME = 2.519 AF LOSS VOLUME = 0.000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** F L 0 0 D R 0 U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989 -2002 Advanced Engineering Software (aes) (Synthetic Unit Hydrograph Version 2.OA) Release Date: 01/01/2002 License ID 1420 Analysis prepared by: Pardue, Cornwell and Associates, Inc. 151 Ka•lmus Drive M -2 Costa Mesa, CA 92626 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Pond No. 4 3 -hr 100 yr * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: C:\ aes2002\ hy drosft\ ratscx \pnd43_.DAT0033H❑DAT❑❑❑❑❑ TIME /DATE OF STUDY: 11:41 02/12/2003 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 ------------------------------------------=---------------------------------- >> >>>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS)<< <<< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 1120.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 500.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 8.000 FEET BASIN FACTOR = 0.015 WATERSHED AREA = 26.040 ACRES BASEFLOW 0.000 CFS /SQUARE -MILE WATERCOURSE "LAG" TIME = 0.041 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL- LOSS(INCH /HOUR) = 0.200 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 USER - ENTERED RAINFALL = 1.85 INCHES RCFC &WCD 3 -Hour Storm (15- Minute period) SELECTED RCFC &WCD DEPTH -AREA ADJUSTMENT FACTOR(.PLATE E -5.8) = 0.9999 UNIT HYDROGRAPH TIME UNIT = 15.000 MINUTES UNIT_INTERVAL PERCENTAGE OF LAG -TIME = 611.032 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ------------------------------------------=--------------------------------- 1 75.595 79.355 2 99.274 24.856 3 99.710 0.457 4 99.927 0.229 5 100.000 0.076 TOTAL STORM RAINFALL(INCHES) = 1.88 TOTAL SOIL- LOSS(INCHES) = 0.62 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.25 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VbLUME(ACRE -FEET) = 1.3561 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 2.6566 ---------------------------------------------------------------------- - - - - -- UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) ---------------------------------------------------------------------------- (INCHES) (INCHES) (INCHES) 1 0.0684 0.0500 0.0184 2 0.0888 0.0500 0.0388 3 0.0943 0.0500 0.0443 4 0.0906 0.0500 0.0406 5 0.1221 0.0500 0.0721 6 0.1350 0.0500 0.0850 7 0.1554 0.0500 0.1054 8 0.1665 0.0500 0.1165 9 0.2275 0.0500 0.1775 10 0.3256 .0.0500 0.2756 11 0.2978 0.0500 0.2478 12 0.0777 0.0500 0.0277 13 0.0000 0.0000 0.0000 14 0.0000 0.0000 0.0000 15 0.0000 0.0000 0.0000 12 0.0277 0.0249 0.0028 TOTAL STORM RAINFALL(INCHES) = 1.88 TOTAL SOIL- LOSS(INCHES) = 0.62 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.25 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VbLUME(ACRE -FEET) = 1.3561 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 2.6566 ---------------------------------------------------------------------- - - - - -- 3 - H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE - MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) ---------------------------------------------------------------------------- Q(CFS) 0. 7.5 15.0 22.5 30.0 0.083 0.0101 1.46 VQ 0.167 0.0202 .1.46 VQ 0.250 0.0302 1.46 VQ 0.333 0.0546 3.54 V Q 0.417 0.0790 3.54 V Q 0.500 0.1033 3.54 V Q 0.583 0.1342 4.49 V Q 0.667 0.1652 4.49 V Q 0.750 0.1961 4.49 V Q ,0.833 0.2261 4.35 V Q 0.917 0.2560 4.35 V Q 1.000 0.2860 4.35 VQ 1.083 0.3325 6.76 V Q. 1.167 0.3791 6.76 V Q. 1.250 0.4257 6.76 V Q. 1.333 0.4847 8.57 V Q 1.417 0.5437 8.57 V .Q 1.500 0.6028 8.57 V.Q 1.583 0.6752 10.52 V Q 1.667 0.7477 10.52 V Q 1.750 0.8202 10.52 V Q 1.833 0.9023 11.92 V Q 1.917 0.9844 11.92 VQ 2.000 1.0665 11.92 QV 2.083 1.1839 17.06 V Q 2.167 1.3014 17.06 V. Q 2.250 1.4189 17.06 VQ 2.333 1.6004 26.36 V Q 2.417 1.7820 26.36 V Q 2.500 1.9636 26.36 V. Q 2.583 2.1470 26.63 V Q 2.667 2.3304 26.63 Q 2.750 2.5138 26.63 Q V 2.833 2.5590 6.56 Q V . 2.917 2.6041 6.56 Q. V. 3.000 2.6492 6.56 Q V. 3.083 2.6510 0.26 Q V. 3.167 2.6528 0..26 Q V. 3.250 2.6546 0.26 Q V. 3.333 2.6551 0.08 Q V. 3.417 2.6557 0.08 Q V. 3.500 2.6562 0.08 Q V. 3.583 2.6564 0.02 Q V. 3.667 2.6565 0.02 Q V. 3.750 2.6566 0.02 Q V. 3.833 2.6566 0.00 Q V. 3.917 2.6566 0.00 Q V 4.000 2.6566 0.00 Q -V, ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 3.1 -----------7--------=------------------------------------------------------- >> >>>FLOW- THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1<<<<< INFLOW (STREAM 1) V _effective depth ----- - - - - -- 1 (and volume) I I I I....V........ detention 1 < - - >1 outflow 1 basin i i......... ----- - - - - -- 1 I \ I I dead 1 basin outlet V 1 storage 1 OUTFLOW --- - - - - -- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW- THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED. = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 1.00 0.87 0.430 3 2.00 1.02 0.940 4 3.00 .1.17 1.520 5 4.00 1.33 2.180 6 5.00 1.49 2.920 7 6.00 1.65 3.74 "0 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS) (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) ------------------------------------------------------------------ FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 0.083 0.000 1.46 0.00 0.02 0.0 0.010 0.167 0.000 1.46 0.00 0.05 0.0 0.020 0.250 0.000 1.46 0.00 0.07 0.1 0.030 0.333 0.000 3.54 0.00 0.12 0.1 0.053 0.417 0.000 3.54 0.00 0.18 0.1 0.077 0.500 0.000 .3.54 0.00 0.23 0.2 0.100 0.583 0.000 4.49 0.00 0.30 0.2 0.'129 0.667 0.000 4.49 0.00 0.37 0.3 0.158 0.750 0.000 4.49 0.00 0.43 0.3 0.187 0.833 0.000 4.35 0.00 0.50 0.4 0.214 0.917 0.000 4.35 0.00 0.56 0.5 0.241 1.000 0.000 4.35 0.00 0.62 0.5 0.267 1.083 0.000 6.76 0.00 0.72 0.6 0.310 1.167 0.000 6.76 0.00 0.82 0.7 0.352 1.250 0.000 6.76 0.00 10.91 0.8 0.393 1.333 0.000 8.57 0.00 1.03 0.8 0.446 1.417 0.000 8.57 0.00 1.14 0.9 0.499 1.500 0.000 8.57 0.00 1.24 0.9 0.552 1.583 0.000 10.52 0.00 1.37. 0.9 0.618 1.667 0.000 10.52 0.00 1.50 0.9 0.684 1.750 0.000 10.52 0.00 1.63 1.0 0.750 1.833 0.000 11.92 0.00 1.78 1.0 0.825 1.917 0.000 11.92 0.00 1.92 1.0 0.901 2.000 0.000 11.92 0.00 2.06 1.0 0.976 2.083 0.000 17.06 0.00 2.25 1.0 1.086 2.167 0.000 17.06 0.00 2.44 1.1 1.196 2.250 0.000 17.06 0.00 2.63 1.1 1.306, 2.333 0.000 26.36 0.00 2.93 1.1 1.480 2.417 0.000 26.36 0.00 3.20 1.2' 1.653 2.500 0.000 26.36 0.00 1.46 1.2 1.826 2.583 0.000 26.63 0.00 3.73 1.3 2.001 2.667 0.000 26.63 0.00 3.99 1.3 2.175 2.750 0.000 26.63 0.00 4.23 1.3 2.349 2.833 0.000 6.56 0:00 4.28 1.4 2.385 2.917 0.000 6.56 0.00 4.33 1.4 2.421 3.000 0.000 6.56 0.00 4.37 1.4 2.456 3.083 0.000 0.26 0.00 4.36 1.4 2.44.9 3.167 0.000 0.26 0.00 4.35 1.4 2.441 3.250 0.000 0.26 0.00 4.34 1.4 2.433 3.333 0.000 0.08 0.00 4.33 1.4 2.424 3.417 0.000 0.08 0.00 4.32 1.4 2.415 3.500 0.000 0.08 0.00 4.31 1..4 2.406 3.583 0.000 6.02 0.00 4.29 1.4 - 2.397 3.667 0.000 0.02 0.00 4.28 1.4 2.388 3.750 0.000 0..02 0.00 4.27 1.4 2.378 3:833 0.000 0.00 0.00 4.26 1.4 2.369 3.917 0.000 0.00 0.00 4.24 1.4 2.359 4.000 0.000 0.00 0.00 4.23 1.4 2.350 4.083 0.000 0.00 0.00 4.22 1.4 2.341 4.167 0.000 0.00 0.00 4.20 1.4 2.331 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD- STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) ---------------------------------------------------------------------------- FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 4.250 0.000 0.00 0.00 4.19 1.4 2.322 4.333 0.000 0.00 0.00 4.18 1.4 2.312 4.417 0.000 0.00 0.00 4.17 1.4 2.303 4.500 0.000 0.00 0.00 4.15 1.4 2.294 4.583 0.000 0.00 0.00 4.14 1.4 .2.284 4.667 0.000 0.00 0.00 4.13 1.4 2.275 4.750 0.000 0.00 0.00 4.12 1.3 2.266 4.833 0.000 0.00 0.00 4.10 1.3 2.257 4.917 0.000 0.00 0.00 4.09 1.3 2.247 5.000 0.000 0.00 0.00 4.08 1.3 2.238 5.083 0.000 0.00 0.00 4.07 1.3 2.229 5.167 0.000 0.00 0.00 4.05 1.3 2.220 5.250 0.000 0.00 0.00 4.04 1.3 2.210 5.333 0.000 0.00 0.00 4.03 1.3 2.201 5.417 0.000 0.00 0.00 4.02 1.3 2.192 5'.500 0.000 0.00 0.00 4.00 1.3 2.183 5.583 0.000 0.00 0.00 3.99 1.3 2.174 5.667' 0.000 0.00 0.00 3.98 1.3 2.165 5.750 0.000 0.00 0.00 3.96 1.3 2.156 5.833 0.000 0.00 0.00 3.95 1.3 2.146 5.917 0.000 0.00 0.00 3.94 1.3 2.137 6.000 0.000 0.00 0.00 •3.92 1.3. 2.128 6.083 0.000 0.00 0.00 3.91 1.3 2.119 6.167 0.000 0.00 0.00 3.89 1.3 2.110 6.250 0.000 0.00 0.00 3.88 1.3 2.101 6.333 0.000 0.00 0.00 3.87 1.3 2.092 6.417 0.000 0.00 0.00 3.85 1.3 2.083 6.500 0.000 0.00 0.00 3.84 1.3 2.074 6.583 0.000 0.00 0.00 3.83 1.3 2.065 6.667 0.000 0.00 0.00 3.81 1.3 2.056 6.750 0.000 0.00 0.00. 3.80 1.3 2.047 6.833 0.000 0.00 0.00 3.79 1.3 2.038 6.917 0.000 0.00 0.00 3.77 1.3 2.029 7.000 0.000 0.00 0.00 3.76 1.3 2.020 7.083 0.000 0.00 0.00 3.74 1.3 2.012 7.167 0.000 0.00 0.00 3.73 1.3 2.003 7.250 0.000 0.00 0.00 3.72 1.3 1.994 7.333 0.000 0.00 0.00 3.70 1.3 1.985 7.417 0.000 0.00 0.00 3.69 1.3 1.976 7.500 0.000 0.00 0.00 3.68 1.3 1.967 7.583 0.000 0.00 0.00 3.66 1.3 1.959 7.667 0.00.0 0.00 0.00 3.65 1.3 1.950 7.750. 0.000 0.00 0.00 3.64 1.3 1.941 7.833 0.600 0.00 0.00 3.62 1.3 1.932 7.917 0.000 0.00 0.00 3.61 1.3 1.924 8.000 0.000 0.00 0.00 3.60 1.3 1.915 _ 8.083 0.000 0.00 0.00 3.59 1.3 1.906 8.167 0.000 0.00 0.00 3.57 1.3 1.897 8.250 0.000 0.00 0.00 3.56 1.3 1.889 8.333 0.000 0.00 0.00 3.55 1.3 1.880 MODIFIED-PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.') CLOCK MEAN TIME DEAD- STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) -------------------------------------------'--------------------------------- FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 8.417 0.000 0.00 0.00 3.53 1.3 1.871 8.500 0.000 0.00 0.00 3.52 1.3 1.863 8.583 0.000 0.00 0.00 3.51 1.3 1.854 8.667 0.000 0.00 0.00 3.49 1.3 1.846 8.750 0.000 0.00 0.00 3.48 1.2 1.837 8.833 0.000 0.00 0.00 3.47 1.2 1.828 8.917 0.000 0.00 0.00 3.45 1.2 1.820 9.000 0.000 0.00 0.00 3.44 '1.2 1.811 9.083 0.000 0.00 0.00 3.43 1.2 1.803. .9.167 0.000 0.00 0.00 3.42 1.2 1.794 9.250 0.000 0.00 0.00 3.40 1.2 1.786 9.333 0.000 0.00 0.00 3.39 1.2 1.777 ' 9.417 0.000 0.00 0.00 3.38 1.2 1.769 9.500 0.000 0.00 0.00 3.36 1.2 1.760 9.583 0.000 0.00 0.00 3.35 1.2 .1.752 9.667 0.000 0.00 0.00 3.34 1.2 1.743 9.750 0.000 0.00 0.00 3.33 1.2 1.735 9.833 0.000 .0.00 0.00 3.31 1.2 1.726 9.917 0.000 0.00 0.00 3.30 1.2 1.718 10.000 0.000 0.00 0.00 '3.29 1.2 1.710 10.083 0.000 0.00 0.00 3.27 1.2 1.701 10.167 0.000 0.00 0.00 3.26 1.2 1.693 10.250 0.000 0.00 0.00 3.25 1.2 1.685 10.333 0.000 0.00 0.00 3:24 1.2 1.676 10.417 0.000 0.00 0.00 3.22 1.2 -1.668 10.500 0.000 0.00 0.00 3.21 1.2 1.660 10.583 0.000 0.00 0.00 3.20 1.2 1.651 10.667 0.000 0.00 0.00 3.19 1.2 1.643 10.750 0.000 0.00 0.00 3.17 1.2 1.635 10.833 0.000 0.00 0.00 3.16 1.2 1.627 10.917 0.00.0 0.00 0.00 3.15 1.2 1.618 11.000 0.000 0.00 0.00 3.14 1.2 1.610 11.083 0.000 0.00 0.00 3.12 1.2 1.602 11.167 0.000 0.00 0.00 3.11 1.2 1.594 11.250 0.000 0.00 0.00 3.10 1.2 1.585 11.333 0.000 0.00 0.00 3.09 1..2 1.577 11.417 0.000 0.00 0.00 3.07 1.2 1.569 11.500 0.000 0.00 0.00 3.06 1.2 1.561 11.583 0.000 0.00 0.00 3.05 1.2 1.553 11.667 0.000 0.00 0.00 3.04 1.2 1.545 11.750 0.000 0.00 0.00 3.03 1.2 1.537 11.833 0.000 0.00 0.00 3.01 1.2 1.529 11.917 0.000 0.00 0.00• 3.00 1.2 1.520 12.000 0.000 0.00 0.00 2.99 1.2 _ 1.512 12.083 0.000 0.00 0.00 2.97 1.2 -1.504 12.167. 0.000 0.00 0.00 2.96 1.2 1.496 12.250 0.000 0..00 0.00 2:95 1.2 1.488 12.333 0.000 0.00 .. 0.00 2.93 1.2 1.480 12.417 0.000 0.00 0.00 2.92 1.2 1.472 12.500 0.000 0.00 0.00 - 2.90 1.2 1.464 --------------------------------- MODIFIED-PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and'VOLUME ' are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) ------------------ =---------------- FILLED(AF) (CFS) ------------------------------------- (CFS) DEPTH(FT) (CFS) VOLUME(AF) 12.583 0.000 0.00 0.00 2.89 1.2 ---- 1.456 12.667 0.000 0.00 0.00 2.88 1.2 1.448 12.750 0.000 0.00 0.00 2.86 1.2 1.440 12.833 0.000 0.00 0.00 2.85 1.2 1.433 .12.917 0.000 0.00 0.00 2.84 1.1 1.425 13.000 0.000 0.00 0.00 2.82 1.1 1.417 13.083 0.000 0.00 0.00 2.81 1.1 1.409 13.167 0.000 0.00 0.00 ,2.79 1.1 1.401 13.250 0.000 0.00 0.00 2.78 1.1 1.393 13.333 0.000 0.00- 0.00 2.77 1.1 1.385 13.417 0.000 0.00 0.00 2.75 1.1 1.377 13.500 0.000 0.00 0.00 2.74 1.1 1.370 13.583 0.000 0.00 0.00 2.73 1.1 1.362 13.667 0.000 0.00 0.00 2.71 1.1 1.354 13.750 0.000 0:00 0.00 2.70 1.1 1.346 13.833 0.000 0.00 0.00 2.69 1.1 1.339 13.917 0.000 0.00 0.00 2.67 1.1 1.331 14.000 0.000 0.00 0.00 2.66 1.1 1.323 14.083 0.000 0.00 0.00 2.65 1.1 1.315 14.167 0.000 0.00 0.00 2.63 1.1 1.308 14.250 0.000 0.00 0.00 2.62 1.1 1.300 14.333 0.000 0.00 0.00 2.61 1.1 1.292 14.417 0.000 0.00 0.00 2.59 1.11 1.285 14.500 0.000 0.00 0.00 2.58 1.1 1.277 14.583 0.000 0.00 0.00 2.57 1.1 1.269 14.667 0.000 0.00 0.00 2.55 1.1 1.262 14.750 0.000 0.00 0.00 2.54 1.1 1.254 14.833 0.000 0.00 0.00 2.53 1.1 1.246 14.917 0.000 0.00 0.00 2.52 1.1 1.239 15.000 ---------------------------=------------------------------------------------- 0.000 0.00 0.00 2.50 1.1 1.231 PROCESS SUMMARY OF STORAGE: INFLOW, VOLUME = 2.657 AF BASIN STORAGE = 0.000 AF (WITH 0.000 AF INITIALLY FILLED) OUTFLOW VOLUME = 2.657 AF LOSS VOLUME = 0.000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** F L 0 0 D R O U T I N G A N A L Y S I' S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989 -2002 Advanced Engineering Software (aes) (Synthetic Unit Hydrograph Version 2.OA) Release Date: 01/01/2002 License ID 1420 Analysis prepared by: Pardue, Cornwell and Associates, Inc. 151 Kalmus Drive M -2 Costa Mesa, CA 92626 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Pond No. 3 6 -hr 100 yr *. * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: C:\ aes2002\ hydrosft\ ratscx \PND33H.DAT033H❑DAT❑❑❑❑❑. TIME /DATE OF STUDY: 11:34 02/12/2003 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS)<< «< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 1700.000 FEET "S" GRAPH, LENGTH FROM CONCENTRATION POINT TO CENTROID = 800.000 FEET ELEVATION VARIATION-ALONG WATERCOURSE = 22.000 FEET BASIN FACTOR = 0.015 70.266 WATERSHED AREA = 24.690 ACRES 2 BASEFLOW = 0.000 CFS /SQUARE -MILE 28.106 WATERCOURSE "LAG" TIME 0.051 HOURS 99.592 CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. 4 THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. 99.959 VALLEY S. -GRAPH SELECTED 6 UNIFORM MEAN SOIL- LOSS(INCH /HOUR) = 0.200 0.0.41 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 USER - ENTERED. RAINFALL = 2.50 INCHES , RCFC &WCD 6 -Hour Storm (15- Minute period) SELECTED RCFC &WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE E -5.8) = 0.9999 UNIT HYDROGRAPH TIME UNIT = 15.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 488.281 UNIT HYDROGRAPH DETERMINATION --------------------------------------------------------------- INTERVAL "S" GRAPH, 7 ------------- UNIT HYDROGRAPH NUMBER ------------------------------.---------------------------------------------- MEAN VALUES ORDINATES(CFS,) 1 70.266 69.937 2 98.504 28.106 3 99.592 1.082 4 99.837 0.244 5 99.959 .0.122 6 100.000 0.0.41 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) ---------------------------------------------------------------------------- (INCHES) (INCHES) (INCHES) 1 0.0425 0.0382 0.0042 2 0.0475 0.0427 0.0047 3 0.0525 0.0472 0.0052 4 0.0550 0.0495 0.0055 5 0.0600 0.0500 0.0100 6 0.0600 0.0500 0.0100 7 0.0600 0.0500 0.0100 8 0.0625 0.0500 0.0125 9 0.0650 0.0500 0.0150 10 0.0675 0.0500 0.0175 11 0.0700 0.0500 0.0200 12 0.0750 0.0500 0.0250 13 0.0800 0.0500 0.0300 14 0.0900 0..0500 0.0400 15 0.1075 0.0500 0.0575 16 0.1175 0.0500 0.0675 17 0.1350 0.0500 0.0850 18 0.1550 0.0500 0.1050 19 0.1725 0.0500 -0.1225 20 0.1875 0.0500 0.1375 21 0.2650 0.0500 0.2150 22 0.3625 0.0500 0.3125 23 0..0850 0.0500 0.0350 24 0.0250 0.0225 0.0025 TOTAL STORM RAINFALL(INCHES) = 2.50 TOTAL SOIL- LOSS(INCHES) = 1.15 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.35 --------------------------------7------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) 2.3666 TOTAL STORM RUNOFF VOLUME(ACRE. -FEET) = 2.7753 -------------------------------------=-------------------------------- - - - - -- 6 - H O U R S T 0 R M R U N O F F H Y D R O G R A P H ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- HYDROGRAPH IN FIVE - MINUTE UNIT INTERVALS(CFS) .(Note: Time indicated is at END of Each Unit Intervals) ------------ TIME(HRS) =------------------------------------------------- - ---------------------------------------------------------------- VOLUME(AF) Q(CFS) 0. 7.5 15.0 22.5 30.0 0.083 0.0020 0.30 -------------------------- Q 0.167 0.0041 0.30 Q 0.250 0.0061 0.30 Q 0.333 0'.0093 0-.45 Q 0._417 0.0124 0.45 Q 0.500 0.0155 0.45 Q 0.583 0.0190 0.51 Q 0.667 0.0224 0.51 Q 0.750 0.0259 0.51 Q 0.833 0.0296 0.54 Q 0.917 0.0333 0.54 Q 1.000 0.0370 0.5'4 Q 1.083 0.0430 0.86 VQ 1.167 0.0489 0.86 VQ 1.250 0.0548 0.86 VQ 1.333 0.0616 0.99 VQ 1.417 0.0684 0.99 VQ 1.500 0.0752 0.99 Q. 1.583 0.0821 0.99 Q 1.667 0.0889 0.99 Q 1.750 .0.0958 0.99 Q 1.833 0.1038 1.17 Q 1.917 0.1119 1.17 Q 2.000 0.1199 1.17 Q 2.083 0.1296 1.41 Q 2.167 0.1394 1.41 QV 2.250 0.1491 1.41 QV 2.333 0'.1606 1.66 Q 2.417 0.1720 1.66 Q 2.500 0.1835 .1.66 Q 2.583 0.1966 1.91 Q 2.667 0.2098 1.91 ..QV 2.750 0.2230 1.91 QV . 2.833 0.2390 2.33 Q 2.917 0.2551 2.33 Q 3.000 0,.2712. 2.33 Q 3.083 0.2907 2.83 QV 3.167 0.3102 2.83 QV 3.250 0.3296 2.83 QV 3.333 0.3550 3.67 QV 3.417 0.3803 3.67 QV 3.500 0.4056 3.67 QV 3.583 0.4413 5.19 Q 3.667 0.4770 5.19 Q 3.750 0.5127 5.19 QV 3.833 0.5567 6.39 Q . 3.917 0.6008. 6.39 Q . 4.000 0.6448 6.39 QV. 4.083 0.6993 7.92 Q 4.167 0.7538 7.92 Q 4.250 0.8084 7.92 QV 4.333 0..8760 9.82 VQ 4.417 0.9437 9.82 Q 4.500 1.0113 9.82 QV 4.583 1.0915 11.63 Q 4.667 1.1716 11.63 QV 4.750 1.2517 11.63 Q V . 4.833 1.3426 13.20 Q V. 4.917 1.4336 13.20 Q V 5.000 1.5245 13.20 Q V 5.083 1.6558 19.07 V Q 5.167 1.7872 19..07 Q 5.250 1.9185. 19.07 Q V 5.333 2.1120 28.09 V Q 5.417 2.3055 28.09 V Q 5.500 2.4989 28.09 VQ 5.583 2.5782 11.52 Q V 5.667 2.6575 11.52 Q V 5.750 2.7368 11.52 Q V. 5.833 2.7476_ 1.57. Q V. 5.917 2.7585. 1.57 Q V, 6.000 2.7693 1.57 Q V. 6.083 2.7708 0.22 Q V. 6.167 2.7723 0.22 Q V. 6.250 2.7737 0.22 Q V. 6.333 2.7741 0.06 Q V. 6.417 2.7745 0.06 Q. V. 6.500 2.7749 0.06 Q V. 6.583 2.7751 0.02 Q V. 6.667 2.7752 0.02 Q V. 6.750 2.7753 0.02 Q. V. 6.833 2.7753 0.00 Q V. 6.917 2.7753 0.00 Q V. 7.000 2.7753 0.00 Q V. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS .FROM NODE 2.00 TO NODE 3.00 IS CODE = 3.1 --------=------------------------------------------------------------------- >>>FLOW- THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1<<<<< INFLOW (STREAM 1) V _effective depth ----- - - - - -- (and volume) �....V........ detention 1<-->1- outflow basin ......... ---- -- - - - -- , dead basin outlet V storage OUTFLOW --- - - - - -- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW- THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED 0.000 SPECIFIED.EFFECTIVE VOLUME(AF) FILLED'ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: , INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0. "00 0.000 2 1.00 0.77 0. 510 3 2.00 0.86 1.070 4 3.00 0.95 1.690 5 4.00 1.05 2.380 6 5.00 1.15 3.140 7 6.00 1.25 3.950 MODIFIED -PULS BASIN.ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS) (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (•HRS) ---------------------------------------------------------------------------- FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 0.083 0.000 0.30 0.00 0.00 0.0 0.002 0.167 0.000 0.30 0.00 0.01 0.0 0.004 0.250 6.000 0.30 0.00 0.01 0.0 0.006 0.333 0.000 0.45 0.00 0.02 0:0 0.009 0.417 0.000 0.45 0.00 0.02 0.0 0.012 0.500 0.000' 0.45 0.00 0.03 •0.0 0.015 0.583 0:000 0.51 0,00 0.04 0.0 0.018 0.667 0.000 0.51 0.00 0.04 0.0 0.022. 0.750 0..000 0.51 0.00 0.05 0.0 0.025 0.833 0.000 0.54 r 0.00 0.06 0.0 0.028 0.917 0.000 0.54 0.00 0.06 0.0 0.032 1.000 0.000 0.54 0.00 0.07 0.1 0..035 1.083 0.000 0.86 0.00 0.08. 0.1 0.041 1.167 0.000 0.86 0.00 0.09 0.1 0.046 1.250 0.000 0.86 0.00 0.10 0.1 0.051 1.333 0.000 0.99 0.0.0 0.11 0.1 0.058 1.417 0.000 0.99 0.00 0.13 0.1 0.064 1.500. 0.000 0.99 0.00 0.14 0.1 0.070 1.583 0.000 0.99 0.00 .0.15 0.1 0.076 1.667 0.00.0 0.99 0.00 0.16 0.1 0.082 1.750 0.000 0.99 0.00 0.17 0.1 0.088 1.833 0.000 1.17 0.00 0.19 0.1 0.095 1.917 0.000 1.17 0.00 0.20 0.1 0.102 2.000 0.000 1.17 0.00 0.21 0.2 0.109 2.083 0.000 1.41 0.00 0.23 0.2 0.118 2.167 0.000 1.41 0.00 0.25 0.2 0.126 2.250 0.000 1.41 0.00 0.26 0.2 0.135 2.333 0.000 1.66 0.00 0.28 0.2 0.145 2.417 0.000 1.66 0.0.0 0.30 0.2 0.154 2.500 0.000 1.66 0.00 0.32 0.2 0.164 2.583 01.000 1.91 0.00 0.34 0.3 0.176 2.667 0.000 1.91 0.00 0.37 0.3 0.187 2.750 0.00.0 1.91 0.00 0.39 0.3 0.198 2.833 0.000 2.33 0.00_ 0.42 0.3 0.212 2.917 0.000 2.33 0.00 0.44 0.3 0.226 3.000 0.000 2.33 0.00 0.47 0.4 0.239 3.083 0.000 2.83 0.00 0.50 0.4 0.256 3.167 0.000 2.83 0.00 V 0.54 0.4 0.273 ' .3.250 0.000 2.83 0.00 •0.57 0.4 0.290 3.333 0.000 3.67 0.00 0.61 0.5 0.312 3.417 0400 3.67 0.00 0.65 0.5 0'.334 3.500 0.0.00 3.67 0.00 0.70 0.5 0.355 3.583 0.000 5.19 0.00 0.76 0.6 0.387 3.667 0.000 5.19 0.00 0.82 0.6 0.4'19 3.750 0.000 5.19 0.00 0.88 0.7 0.450 3.833 0.000 6.39 0.00 0.96 0.7 0.489 3.917 0.000 6.39 0.00 1.03 '0.8 0.528 4:000 0.000 6.39' 0.00 1.10 0.8 0.567 4.083 0.000 7.92' 0.00 1.19 0.8 0.616 4.167 I 0.000 7.92 0.00 1.28 0.8 0.665 ---------------------------------------------------------------------------- MODIFIED-PULS BASIN ROUTING MODEL RESULTS .(5 -MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH (FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 4..250 0.000 7.92 0.00 1.36 0:8 0.714 4.333 0.000 9.82 0.00 1.47 0.8 0.776 4.417 0.000 9.82 0.00 1.59 0.8 0.838 4.500 0.000 9.82 0.00 1.70 0.8 0.900 4.583 0.000 11.63 .0.00 1.83 0.8 _ 0.974 I 4.667 0.000 11.63 0.00 1.96 0.9 1.048 4.750. 0.000 11.63 0.00 2.08 0.9 1.123 4.833 0.000 13.20 0.00 2.22 0.9 1.207 4 4.917 0.000 13.20 0.00 2.36 0.9 1.292 5.000 0.000 13.20 0.00 2.50 0.9 1.377 5.083.. 0.000 19.07 0.00 2.70 0.9 1.502 5.167 0.000 19.07 0.00 2.90 0.9 1.627 5.250 0.000 19.07 0.00 3.09 1.0 1.752 5.333 0.000 28.09 0.00 3.36 1.0 1.938 5.417 0.000 28.09 0.00 3.63 1.0 2.125 5.500 0.000 28.09 0.00 3.90 1.0 2.311 5.583 0.000 11.52 0.00 4.00 1.0 2.383 5.667 0.000 11.52 0.00 4.10 1.1 2.455 5.750 0.000 11.52 0.00 4.19 1.1 2.527 5.833 0.000 1.57 0.00 4.20 1.1 2.531 5.917 0.000 1.57 0.00 4.20 1.1 2.534 6.000 0.000 1.57 0.00 4.21 1.1 2.538 6.083 I 0.000 0.22 0.00 4.20 1.1 2.532 6.167 0.000 0.22. •0.00 4.19 1.1 2.526 6.250 0.000 0.22 0.00 4.18 1.1 2.520 6.333 0.000 0.06 0.00. 4.18 1.1 2.513 J 6.417 0.000 0.06 0.00 4.17 1.1 2.506 6.500 0.000 0.06 0.00 4.16 1.1 2.499 6.583. 0.000 0.02 0.00 4.15 1.1 2.492 6.667 0.000 '0.02 0.00 4.14 1.1 2.485 6.750 0.000 0.02 _ 0.00 4.13 1.1 2.478 6.833 0.000 0.00 0.00 4.12 1.1 2.470 6.917 0.000 0.00 0.00• 4.11 1.1 2.463 I{ -7.0.00 0.000 0.00 0.00 4.10 1.1 2.456 7.083 0.000 0.00 0.00 4.09 1.1 2.448 7.167 0.000 0.00 0.00 4.08 .1.1 2.441 7.250 0.000. 0.00 0.00 4.07 1.1 2.434 7.333 0.000 0.00 0.00 4.06 1.1 2.427 7.417 0.000 0.00 0.00 4.05 1.1 2.419 7.,500 0.000" 0.00 0.00 4.04 1.1 2.412 7.583 0.000 .0.00' 0.00 4.03 1.1 2.405 7.667 0.000 0.00 0.00 4.02 1.1 2.397 7.750 0.000 0.00 0.00 4.01 1.1 2.390 7.833 0.000 0.00 0.00 4.00 1.1 2.383 7.917 0.000 0.00 0..00 3.99 1.1 2.376 8.000 0.000 0.00 0.00 3.98 1.0 2:369 i 8.. 083' 0.000 0.00 0.00 3.97 1.0 2.361 8.167 0.000 0.00 0.00 3.96 1.0 2.354" 8.250 0.000 0.00 0.00 3.95 1.0 2.347 8.333' 0.000 0.00 0.00 3.94 1.0 2.340 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS) (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval:) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) --------------- -------------------------------------------------------------- FILLED(AF) (CFS). (CFS) DEPTH(FT) (CFS) VOLUME(AF) 8.417 0.000 _0..00 0.00 3.93 1.0 2.332 8.500 0.000 0.00 0.00 3.92 1.0 2.325 8.583 0.000 - 0.00 0.00 3.91 1.0 2.318 8.667 0.000 0.00 0.00 3.90 1.0 2.311 8.750 0.000 0.00 0.00 3.89 1.0 2.304 8.833 0.000 0.00 0.00 3.88 1.0 2.297 8.917 0.000 .0.00 0.00 3.87 1.0 2.289 9.000 0.000 0.00 0.00 3.86 .1.0 2.282 9.083 0.000 0.00 0.00 3.85 1.0 2.275 9.167 0.000 0.00 0.00 3.84 1.0 2.268 9.250 0.000 0.00 0.00 3.83 1.0 2.261 9.333 0.000 0.00 0.00 3.82 1.0 2.254 9.417 0.000 0.00 0.00 3.81 1.0 2.247 9.500 0.000 0.00 0.00 3.80 1.0 2.240 9.583 0.000 0.00 0.00 3.79 1.0 2.232 9.667 0.000 0.00 0.00 3.78 1.0 2.225 9.750• 0.000 0.00 0.00 3.77 1.0 2.218 9.833 0.000 0.00 0.00 3.76 1.0 2.211 l 9.917 0.000 0.00 0.00 3.75 1.0 2.20.4 10.000 0.000 0.00 0.00- 3.73 1.0 2.197 10.083 0.000 0.00 0.00 3.72 1.0 2.190 10.167 0.000 0.00 0.00 3.71 1.0 2.183 10.250 0.000 0.00 0.00 3.70 1.0 2.176 10.333 0.000 0.00 0.00 3.69 1.0 2..169 10.417 0.000 0.00 0.00 3.68 1.0 2.162 10.500 0.000 0.00 0.00 3.67 1.0 2.155 10.583 0.000 0.00 0.00 3.66 1.0 2.148 10.667 0.000 0.00, 0.00 3.65 1.0 2.141 10.750 0.000 0.00. 0.00 3'.64 1.0 2.134 10.833 0.000 0.00. 0.00 3.63 1.0 2.127 10.917 0.000 0.00' 0.00 .3.62 1.0 2.120 11.000 0.000 0.00 0.00 3.61 1.0 2.113 11.083 0.000 0.00 0.00 3.60 1.0 2.106 11.167 0.000 0.00 0.00 3.59 1.0 2.099 11.250 0.000 0.00 0.00 3.58 1.0 .2.092 11.333 0.000 0.00 0.00 3..57 1.0 2.085 11.417 0.000 0.00 0.00 3.56 1.0 2.078 11.500 0:000 0.00 0.00 3.55 1.0 2.071 11.583 0.000 0.00 0.00 3.54 1.0 2.064 11.667 0.000 0.00 0.00 3.53 1.0 2.057 11.750 0.000 0.00 0.00 3.52 1.0 -2.050 11.833 0.000 0.00 0.00 3.51. 1.0 2.043 11.917 0.000 0.00 0.00 3.50 1.0- 2.036 12.000 0.000 0.00 0.00 3.49 1.0 2..029 12.083 0.000 0!00 0.00 3.48 1.0 '2.023 12.167 0.000 0.00 0.00 3.47 1.0 2.016 12.250 0.000 0.00 0.00 3.46 1.0 2.009 12.333 12.417 12.500 f 0.000 0.00 0.00 3.45 1.0 2.002 0.000 0.00 0.00 3.44 1.0 1.995 0.000 0.00 0.00 3.43 1.0 1.988 ri } MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval._) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 12.583 0.000 0.00 0.00 3.42 1.0 1.981 12.667 0.000 0.00 0.00 3.41 1.0 1.974 12.750 0.000 0.00 0.00 3.40 1.0 1..968 12.833 0.000 0.00 0.00 3.39 1.0 1.961 12.917 0.000 0.00 0.00 3.38 1.0 1.954 13.000 0.000 0.00 0.00 3.37 1.0 1.947 13.083 0.000 0.00 0.00 3.36 1.0 1.940 13.167 0.000 0.00 0.00 3.35 1.0 1.933 13.250 0.000 0.00 0.00 3.34 1.0 1.927 13.333 0.000 0.00 0.00 3.33 1.0 1.920 13.417 0.000 0.00 0.00 3.32 1.0 1.913 13.500 0.000 0.00 0.00 3.31 1.0 1.906 13.583 0.000 0.00 0.00 3.30 1.0 1.899 13.667 0.000 0.00 0.00 3.29 1.0 1.893 13.750 0.000 0.00 0.00 3.28 1.0 1..886 13.833 0.000 0.00 0.00 3.27 1.0 1.879 13.917 0.000 0.00 0.00 3.26 1.0 1.872 14.000 0.000 0.00 0.00 3.25 1.0 1.866 14.083 0.000 0.00 0.00 3.24. 1.0 1.859 14.167 0.000 0..00 0.00 3.24 1.0 1.852 14.250 0.000 0.00 0.00 3.23 1.0 1.845 14.333 0.000 0.00 0.00 3.22 1.0 1.839 14.417 0.000 0.00 0.00. 3.21 1.0 1.832 14.500 0.000 0.00 0.00 3.20 1.0 1.825 14.583 0.000 0.00 '• 0.00 3.19 1.0 1.819 14.667 0.000 0.00 0.00 3.18 1.0 1.812 14.750 0.000 0.00 0.00 3.17 1.0 1.805 14.833 0.000 0.00 0.00 3.16 1.0 1.799 14.917 0.000 0.00 0.00 3.15 1.0 1.792 15.000 0.000 0.00 0.00 3.14 1.0 1..785 ---------- - --------- PROCESS SUMMARY OF -------------------------------------------------------- STORAGE: INFLOW VOLUME = 2:775 AF BASIN STORAGE = 0.000 AF (WITH 0.000 AF INITIALLY FILLED) OUTFLOW VOLUME = 2.775 AF LOSS VOLUME = 0.000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** F L 0 0 D R 0 U T I N.G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright - 1989- 2002.Advanced Engineering Software (aes) (Synthetic Unit Hydrograph Version 2.OA) Release Date: 01/01/2002 License ID 1420 Analysis prepared by: Pardue, Cornwell and Associates, Inc. 151 Kalmus Drive M -2 Costa.Mesa, CA 92626 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Pond No. 4 6 -hr 100 -yr * * * * FILE NAME: C:\ aes2002\ hydrosft \ratscx \pnd43.DAT0033H❑DAT❑ ❑0❑❑ TIME /DATE OF STUDY: 11:38'02/12/2003 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 ---------------------------------------------------------=------------------ >>>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH 1120.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 500.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 8.000 FEET BASIN FACTOR = 0.015 WATERSHED AREA = 26.040 ACRES BASEFLOW = 0.000 CPS /SQUARE -MILE WATERCOURSE "LAG" TIME = 0.041 HOURS CAUTION: LAG TIME IS LESS-THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL- LOSS(INCH /HOUR) = 0.200 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 USER- ENTERED RAINFALL 2.50 INCHES RCFC &WCD 6 -Hour Storm (15- Minute period) SELECTED RCFC &WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE E -5.8) = 0.9999 UNIT HYDROGRAPH TIME UNIT = 15.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 611.032 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ----------=----------------------------------------------------=------------ 1 75.595 79.355 2 99.274 24.856 3 99.710 0.457 4 99.927• 0.229 5 100..000 0.076 TOTAL STORM RAINFALL(INCHES) = 2.50 TOTAL SOIL- LOSS(INCHES).= 1.15 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.35 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 2.4960 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 2.9271 ---------------------------------------------------------------------- - - - - -- UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) ---------------------------------------------------------------------------- 1 0.0425 •0.0382 0.0042 2 0.0475 0..0427 0.0047 3 0.0525 0.0472 0.0052 4 0.0550 0..0495 0.0055 5 0.0600 0.0500 0.0100 6 0.0600 0.0500 0.0100 7 0.0600 0.0500 0.0100 8 0.0625 0.0500 0.0125 9 0.0650 0.0500 0.0150 10 0.0675. 0.0500 0.0175 11 0.0700 0.0500 0.0200 12 0.0750 0:0500 0.0250 13 0.0800 0.0500 0.0300 14 0.0900 0.0500 0.0400 . 15 0.1075 0.0500 0.0575 16 0.1175 0.0500 0.0675 17 0.1350 0.0500 0.0850 18 0.1550 0.0500 0.1050 19 0.1725 0.0500. 0.1225 20 0.1875 0.0500 0.1375 21 0.2650 0.0500 0.2150 22 0.3625 0.0500 0.3125 23 0.0850 0.0500 0.0350 24 0.0250 0.0225 0.0025 TOTAL STORM RAINFALL(INCHES) = 2.50 TOTAL SOIL- LOSS(INCHES).= 1.15 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.35 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 2.4960 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 2.9271 ---------------------------------------------------------------------- - - - - -- 6 - H O U R S T O R M R U N O F F H Y D R 0 G R A P H ------------------------ HYDROGRAPH IN FIVE - MINUTE UNIT INTERVALS(CFS) (Note: Time indicated ------------------------------ is at'END of Each Unit..Intervals) TIME(HRS) ---------------------------------------------------------------------------- VOLUME(AF) .------- Q(CFS) - ------------ - -------------- ------------ 0. 10.0 20.0 30.0 40.0 0.083 0.0023 0.34 Q- .0.167 0.0046 0.34 Q 0.250 0.0070 0.34 Q 0.333 0.0103 0.48 Q 0.417 0.0136 0.48 Q 0.500 0.0169 0.48 Q 0.583 0.0206 0.54 Q 0.667 0.0243 0.54 Q 0.750 0.0280 0.54 Q 0.833 0.0319 0.57 Q 0.917 0.0359 0.57 Q 1.000 0.0398 0.57 Q 1.083 0.0462 0.93 Q 1.167 0.0527 0.93 Q 1.250 0.0591 0.93 Q 1.333 0.0663 1.05 VQ 1.417 0.0735 1.05 Q 1.500 0.•0807 1.05 Q 1.583 0.0879 1.05 Q 1.667 0.0951 1.05 Q 1.750 0.1024 1.05 Q 1.833 0.1109 1.25 Q 1.917 0.1195 1.25 Q 2.000 0.1281 1.25 ..Q 2.083 0.1385 1.51 Q 2.167 0.1489 1.51 QV 2.250 0.1593 1.51 QV 2.333 0.1715 1.77 QV 2.417 0.1837 1.77 QV 2.500 0.1958 1.77 QV 2.583 0.2098 2.03 Q 2.667 0.2238 2.03 QV 2.750 0.2378 2._03 QV 2.833 0.2550 2.49 QV 2.917 0.2722 2.49 QV 3.000 0.2893 2.49 QV 3.0'83 0.3101 3.02 QV 3.167 0.3309 3.02 QV 3.250 .0.3516 3.02 QV 3.333 •0.3788 3.94, Q V 3.417 0.4059 3.94 Q V 3.500 0.4330 3.94 Q V 3.583 0.4714 5.58 QV 3.667 0.5098 5.58 QV 3.750 0.5482 5.58 Q V n 3.833 0.5951 6.81 ~ Q V . 3.917 0.6420 6.81 Q V . 4.000 0.6890 6.81 Q V: 4.083 0.7472. 8.46 Q V 4.167 0.8055 8.46 Q V 4.250 0.8637 8.46 Q V 4.333 0.9360 10.49 Q V 4A 17 1.0082 10.49 Q V 4.5.00 1.0805 10.49 Q V 4.583 1.1658 12.39 Q V 4.667 1.2511 12139 Q V 4.750 1.3365 12.39 Q V . 4.83.3 1.4331 14.03 Q V. 4.917 1.5297 14.03 Q V 5.000 1.6263 14.03 Q V 5.083 1.7679 20.56 Q V 5.167 1.9095 20.56 Q V 5.250 2.0511 20.56 Q V , 5.33.3 2.2594 30.24 Q 5.417 2.4677 30.24 Q V 5.500 2.6759 30.24 Q V. 5.583 2.7495 10.68 Q V 5.667 2.8231 10.68 Q V 5.750 2.8966 10.68 Q V. 5.833 2.9054 1.27 Q V. 5:917 2.9141 1.27 Q V., 6.000 2.9229 1.27 Q V.- 6.083 2.9240 0.17 Q V. 6.167 2.9252 0.17 Q V. 6.250 2.9263 0.17 Q V. 6.333 2.9266 0.03 Q V. 6.417 2.9268 0.03 Q V. 6.500 2.9270 0.03 Q V. 6.583 2.9270 0.00 Q V. 6.667 2.,9271 0.00' Q V. 6.750 2.9271 0.00 Q V. FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE 3.1 ---------------------------------------------------------------------------- >> >>>FLOW- THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1<<<<< INFLOW . (STREAM 1) I V _effective depth ----- - - - - -- (.-A vnlnmcl �....V........ detention < - - >i outflow basin ......... ----- - - - - -- I I \ I dead basin outlet V i storage OUTFLOW =-- - - - - -- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW - THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 1.00 0.87 0.430 3 2.00 1.02 0.940 4 3.00 1.17 1.520 5 4.00 1.33 2.180 6 5.00 1.49 2.920 7 6.00 1.65 3.740 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS) (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE . (HRS) ------------- - ------------------------ FILLED(AF) (CFS) I- ------------------------------------- (CFS) DEPTH(FT)- (CFS) VOLUME(AF) 0.083 0.000 0.34 0.00 0.01 0.0 0.002 0.167 0.000 0.34 0.00 .0.01 0.0 0.005 0.250 0.000 0.34 0.00 .0.02 0.0 0.007 0.333 0.000 0.48 0.00 0.02 0.0 0.010 0.417 0.000 0.48 0.00 0.03 0.0 0.013 0.500 0.000 0.48 0.00 0.04 0.0 0.016 0.583 0.000 0.54 0.00 0.05 0.0 0.020 0.667 0.000 0.54 0.00 0.05 0:0 0.023 0.750 0.000 0.54 0.00 0.06 0.1 0.026 0.833 0.000 0.57 0.00 0.07 0.1 0.030 0..917 0.000 0.57 0.00 0.08 0.1 0.034 1.00.0 0.000 0.57 0.00 0.09 0.1 0.037 1.083 0.000 0.93 0.00 0.10 0.1 0.043 1.167 0..000 0.93 0.00 0.11 0.1 0.049 1.250 0.000 0.93 0.00 0.13 0.1 0.054 1.333 0.000 1.05' 0.00 0.14 0.1 0.061 1.417 0.000 1.05 0.00 0.16 0.1 0.067 1.500 0.000 1.05 0.00 0.17 0.1 0.073 1.583 0.000 1.05 0.00 0.18 0.2- 0.079 1.'667 0.000 1.05 0.00 0.20 0.2 0.085 1.750 0.000 1.05 0.00 0.21 0.2 0.091 1.833 0.000 1.25 0.00 0.23 0.2 0.099 1.917 0.000 1.25 0.00 0.25 0.2 0.106 2.000 ,0.000' 1.25 0.00 0.26 0.2 0.113 2.083 0.000 1.51 0.00 0.28 0.2 0.122 2.167 .0.000 1.51 0.00 0.30 0.3 0.130' 2.250 0.000 1.51 0.00 0.32 0.3 0.139 2.333 0.000 1.77 0.00 0.35 0.3 0.149 2.417 0.000• 1.77 0.00 0.37 0.3 0.159 2.500 0.000 1.77 0.00 0.39 0.3 0.169 2.583 0.000 2.03 0.00 0.42 0.4 0.180 2.667 0.000 2.03 0.00 0.45 0.4 0.192 2.750 0.000 2.03 0.00 0.47 0.4 0.203 2.833 0.000 .2.49 0.00 0.51 0.4 0.217 2.917 0.000 2.49 0.00 0.54 0.5 0.231 3.000 0.000 2.49 0.00 0.57 0.5 0.245 3.083 0.000 3.02 0.00 0.61 0.5 0.262 3.167 0.000 3.02 0.00 0.65 0.5 0.279 3.250 0.000 3.02 0.00 0.69 0.6 0.296 3.333 0.0.00 3.94 0.00 0.74 0.6 0.319 3.417 0.000 3.94 0.00 0.79 0.7 0.342 3.500 0.000 3.94 0.00 0.85 0.7 0.364. 3.583 0.000. 5.58 0.00 0.92 0.8 0.397 3.667 0.000 5.58 0.00 1.00 0.8 0.,429 x3.750 0.000 5.58 0.00 1.06 0.9 0.462 3.833 0.000 6.81 0.00 1.14 0.9 0.503 3..917 0.000 6.81 0.00' 1.22 0.9 0.•543. 4.000 0.000 6.81 0.00 1.30 0.9 0.584 4.083 0.000 8.46 0.00 1.40 0.9 0.636 4.167 0.000 8.46 0.00 1.51 0.9 0.688 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS) (Note:- Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE .(HRS) ---------------------------------------------------------------------------- FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 4.250 0.000 8.46 .0.00 1.61 1.0 0:739 4.333 0.000 10.4 9 0.00 1.74 1.0 0.805 4.417 0.000 10.49 0.00 1.86 1.0 0.870 4.500 0.000 10.49 0.00 1.99 1.0 0.936 4.583 0.000 12.39 0.00 2.13 1.0 1.014 4.667 0.000 12.39 0.00 2.26. 1.1 1.092 4.750 0.000 12.39 0.00 2'.40 1.1 1.170 4.833 0.000 14.03' 0.00 2.55 1.1 1.259 4.917 0.000 14.03 0.00 2.70 .1.1 1.348 5.000 .0.000 14.03 0.00 2.86 1.1 1.437 5.083 0.000 20.56 .0.00 3.08 1.2 1.'570 5.167 0.000 20.56 0.00 3.28 1.2 1.703 5.250 0.000 20.56 0.00 3.48 1.2 1.837 5.333 0.000 30.24 0.00 3.78 1.3 2.036 5.417 0.000 30.24 0.00 4.07 1.3 2.235 5.500 0.000 30.24' 0.00 4.34 1.4 2.434 5.583 0.000 10.68 0.00 4.43 1.4 2.498 5.667 0.000 10.68 0.00 4.52 1.4 2.562 5.750 0.000 -10.68 0.00 4.60 1.4 2.626 5.833 0.000 1.27 0.00 4.60 1.4 2.625 5.917 0.000 1.27 0.00 4.60 1.4 2.624 6.000 0.000 1.27 0.00 4.60 1.4 2.623 6.083 0.000 0.17 0.00 4.59 1.4 2.614 6.167 0.000 0.17 0.00 4.57 1.4 2.605 6.250 0.000 0.17 0.00 4.56 1.4 2.597 6.333 0.000 0.03 0.00 4.55 1.4 2.587 6.417 0.000 0.03 0.00 4.54 1.4 2.578 6.500 0,.000 0.03 0.00 4.52 1.4 2.568 6.583 0.000 0.00 0.00 4.51 1.4 2.559 6.667 0.000 0.00 0.00 4.50 1.4 2.549 6.750 0.000 0'.00 0.00 4.49 1.4 2.539 6.833 0.000 0.00 0.00 4.47 1.4 2.530 6.917 0.000 0.00 0.00 4.46 1.4 2.520 . 7.000 0.000 0.00 0.00 4.45 1.4 2.510 7.083 0.000 .0.00 0.00 4.43 1.4 2.501 7.167 0.000 0.00 0.00 4.42 1.4 2.491 7.250 0.000 0.00 0.00 4.41 1.4 2.481 7.333 0.000 0.00 0.00 4.39 1.4 2.472 7.417 0.000 0.00 0.00 4.38 1.4 2.462 7.500 0.000 0.00 .0.00 .4.37 1.4 .2.453 7.583 0.000 0.00 0-.00 4.36 1.4 2.443 7.667 0.000 0.00 0.00 4.34 1.4 .2.434 7.750 0.000 0.00 0.00 4.33 1.4 2.424 7.833 0.000 0.00 .0.00 4.32 1.4 2.415 7.917 0.000 0.00 0.00 4.30 1.4 -2.405 8.000 0.000 0.100. 0.00 4.29 1.4 2.396 8.083 0.000 0.00 0.00 4.28 1.4 2.386 8.167 0.000 0.00 0.00 4.27 1.4 2.377 8.250 0.000 0.0.0 0.00 4.25 1.4 2.367 8.333 0.000 0.00 0.00 4.24 1.4 2.358 MODIFIED -PULS BASIN'ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS) (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) ------------------------------------------------------ FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 8.417 0.000 0.00 0.00 ------------------ 4.23 1.4 ----- 2.348 8.500 0.000 0.00 0.00 4.21 1.4 2.339 8.583 0.000 0.00 0.00 4.20 1.4 2.330 8.667 0.000 0.00 0.00 4.19 1.4 2.320 8.750 0.000 0.00 0.00 4.18 1.4 2.311 8.833 0.000 0.00 0.00 4.16 1.4 2.302 8.917 0.000 0.00 0.00• 4.15 1.4 2.292 9.000 0.000 0.00 0.00 4.14 1.4 2.283 9.083 0.000 0.00 0.00 4.13 1.3 2.274 9.167 0.000 0.00 0.00 4.11 1.3 2.264 9.250 0.000 0.00 0.00 4.10 1.3 2.255 9.333 0.000 0.00 0.00 4.09 1.3 2.246 9.417 0.000 0.00 0.00 4.08 1.3 2.237 9.500 0.000 0.00 0.00' 4.06 1.3 2.227 9.583 .0.000 0.00 0.00 4.05 1.3 2.218 9.667 0.000 0.00 0.00 4.04 1.3 2.209 9.750 0.000 0.00 0.00 4.03 1.3 2.200 9.833 0.000 0.00 0.00 4.01 1.3 2.191 9.917 0.000 0.00 0.00 4.00 1.3 2.181 10.000 0.000 0.00 0.00 3.99. 1.3 2.172 10.083 0.000 0.00 0.00 3.97 1.3 2.163 10.167 0.000 0.00 0.00 3.96 1.3 2.154 10.250 0.000 0.00 0.00 3.95 1.3 2.145 10.333 0.000 0.00 0.00 3.93 1.3 2.136 10.417. 0.000 0.00 0.00 3.92 1.3 2.127 10.500 0.000 0.00 0.00 3.91 1.3 2.118 10.583 0.000 0.00 0.00 3.89 1.3 2.109 10.667 0.000 0.00 0.00 3.88 1.3 2.100 10.750 0.000 0.00 0.00 3.86 1.3 2.091 10.833 0.000 0.00 0.00 3.85, 1.3 2.082 10.917 0.000 0.00 0.00 3.84 1.3 2.073 11.000 0.000 0.00 0.00 3.82 1.3 2.064 11.083 0.000 \0.00 0.00 3.81 1.3 2.055 11.167 0.000 0.00 0.00 3.80 1.3 2.046 11.250 0.000 0.00 0.00 3.78 1.3 2.037 11.333 0.000 0.00 0.00 3.77 1.3 2.028 11.417 0.000 0.00 0.00 3.76 1.3 2.019 11.500 0.000 0.00 0.00 3.74 1.3 2.010 11.583 0.000 0.00 0.00 3.73 1.3 2.001 11.667 0.000 0.00. 0.00 3.72 1.3 1.992 11.750 0.000 0.00 0.00 3.70 1.3 1.984 11.833 0.000 0.00 0.00 3.69 1.3 1.975 11.917 0.000 0.00 0.00 3.68 1.3 1.966 12.000 0:000 0.00 0.00 3.66 1.3 1.957 12.083 0.000 0.00 0.00 3.65 1.3 1.948 .12.167 0.000 0.00 0.00 3.64 1.3 '1.940 12.250 0.000 0.00 0.00 3.62 1.3 1.931 12 .333 0.000 0.00 0.00 3.61 1.3 1.922 12.417 0.000 0.00 0.00 3.60 1.3 1.913 12.500 0.000 0.00 0.00 3.58 1.3 1.905 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS) (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock.time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE ---------------------------------------------------------------------------- (HRS)' FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 12.583 0.000. 0.00 0.00 3.57 1.3 1.896 12.667 0.000 0.00 0.00 3.56 1.3 1.887 12.750 0.000 0.00 0.00 3.54 1.3 1.879 12.833 0.000 0.00 0.00 3.53 1.'3 1.870 12.917 0.000 0.00 0.00 3.52 1.3 1.861 13.000 0.000 0.00 0.00 3.50 1.3 1.853 13.083 0.000 0.00 0.00 3.49 1.3 1.844 13.167 0.000 0.00 0.00 3.48 1.2 1.836 13.250 0.000 0.00 0.00 3.47 1.2 1.827 13.333 0.000 0.00 0.00 3.45 1.2 1.818 13.417 0.000 0.00 0.00 3.44 1.2 1.810 13.500 0.000 0.00 0.00 3.43 1.2. 1.801 13.583 0.000 0.00 0.00 3.41 1.2 1.793 13.667 0.000 0.00 0.00 3.40 1.2 1.784 13.750 .0.000 0.00 0.00 3.39 1.2 1.776 13.833 0.000 0.00 0.00 3.37 1.2 1.767 13.917 0.000 0.00 0.00 3.36 1.2 1.759 14.000 0.000 0.00 0.00 3.35 1.2 1.750 14.083 0.000 0.00 0.00 3.34 1.2 1.742 14.167 0.000 0.00 0.00 3.32 1.2 1.733 14.250 0.000 0.00 0.00 3.31 1.2 1.725 14.333 0.000 0.00 0.00 3.30 1.2- 1.717 14.417 0.000 0.00 0.00 3.29 1.2 1.708 14.500 0.000 0.00 0.00 3.27 1.2 1.700 14.583 0.000 0.00 0.00 3.26 1.2 1.692 14.667 0.000 0.00 0.00 3.25 1.2 1.683 14.750 0.000 0.00 0.00 3.23 1.2 1.675 14.833 0.000 01.00 0.00 3.22 1.2 1.667 14.917 0.000 0.00 0.00 3.21 1.2 1.658 ---------------------------------------------- 15.000 0.000 0.00 0.0.0 3.20 1.2 1.650 PROCESS SUMMARY'OF STORAGE: 7 ------------------------------- INFLOW VOLUME = 2.927 AF BASIN STORAGE = 0.000 AF (WITH 0.000 AF INITIALLY'FILLED) OUTFLOW VOLUME = 2.927 AF LOSS VOLUME = 0.000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' F L O O D _ R O U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989 -2002 Advanced Engineering Software (aes) (Synthetic Unit Hydrograph Version 2.OA) Release Date: 01/01/2002 License ID-1420 Analysis prepared by: Pardue, Cornwell and Associates, Inc 151 Kalmus Drive M -2 Costa Mesa, CA 92626 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Pond No. 3 24 hr 100 yr * * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: C:\ aes2002\ hydrosft \ratscx \wplo0yr \PND33H.DATO❑ ❑00 TIME /DATE OF STUDY: 11:29 02/12/2003 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE '= 1 ---------------7------------------------------------------------------------ >> >>>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS)<< <<< .(UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 1700.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 800.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 22.000 FEET BASIN FACTOR = 0.015 WATERSHED AREA = 24.690 ACRES BASEFLOW = 0.000 CFS /SQUARE -MILE WATERCOURSE ' .'LAG" TIME = 0.051 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL- LOSS(INCH /HOUR) = 0.190 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 MINIMUM SOIL -.LOSS RATE(INCH /HOUR) = 0.100 USER- ENTERED RAINFALL.= 4.50 INCHES RCFC &WCD 24 -Hour Storm (60- Minute period) SELECTED RCFC &WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE E -5.8) = 1.0000 UNIT HYDROGRAPH TIME UNIT = 60.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = * * * * * ** - UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------7------ INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER ---------------------------------------------------------------------------- MEAN VALUES ORDINATES(CFS) 1 92.017 22.896 2 44.616 0.000 3 0.000 0.000 4 0.000 0.000 5 0.000 0.000 6 0.000 0.000 7_ 0.000 0.000 8 0.000 0.000 - 9 0.000 0.000 10 0.000 0.000 11 0.000 0.000 12 0.000 0.000 13 0.000 0.000 14 0.000 0.000 15 0.000 0.000 16 0.000 0.000 17 0.000 0.000 18 0.000 0.000 t 19 0.000 0.000 20 0.000 0.000 21 0.000 0.000 22 0.000 0.000 23 0.000 0.000 24 0..000 0.000 25 0..000 0.000 26 0.000 0.000 27 0.000 0.000 28 0.000 0.000 29 0.000 0.000 30 0.000 0.000 31 0.000 0.000 32 0.000 0.000 33 0.000 0.000 34 0.000 0.000 35 0.000 0.000 36 0.000 0.000 37 0.000 0.000 36 0.000 0.000 39 0.000 0.000 �j 40 0.000 0.000 41 0.000 0.000 42 0.000, 0.000 43 0.000 0.000 44 0.000 0.000 45 0.000" 0.000 46 0.000 0.000 47 0.000 0.000 48 0.000 0.000 49 0.000 0.000 50 0.000 0.000 51 0.000 0.000 52 0.000 0.000 53 0.000 0.000 54 0.000 0.000 55 0.000 0.000 56 0.000 0.000 57 0.000 0..000 58 0.000 0.000 59 0.000 0.000 60 0.000 0.000 61 0.000 0.000 62 0.000 0.000 63 0.000 0.000 64 0. "000' 0.000 65 0.000 0.000 66 0.000 0.000 67 0.000 0.000 68 0.000 0.000 69 0.000 0.000 70 0.000 0.000 71 0.000 0.000 72 0.000 0.000 73 0.000 0.000 74 0.000 0.000 75 0.000 0.000 76 0.000 0.000 77 0.000 0.000 78 0.000 0.000 79 0.000 0.000 80 0.000 0.000 81 0.000 0.000 82 0.000 0.000 83 0.000 0.000 84 0.000 0.000 85 0.000 0.000 86 0.000 0.000 87 .0.000 0.000 88 0.000 0.000 89 0.000 0.000 90 0.000 0.000 91 0.000 0.000 92. 0.000 0.000 93 0.000 0.000 94 0.000 0..000 95 0.000 0.000 96 0.000 0.000 97 0.000 0.000 98 0.000 0.000 99 0.000 0.000 100 0.000 0.000 101 0.000 0.000 102' 0.000 0.000 103 0.000 0.000 104 0.000 0.000 105 0.000 0.000 106 0.000 0.000 107 0.000 0.000 108 0.000 0.000 109 0.000 0.000 110 0.000 0.000 111 0.000 0.000 112 0.000 0.000 113 0.000 0.000 114 0..000 0.000 115 0.000 0.000 116 0.000 0.000 117 0.000 0.000 118 0.000 0.000 119 0.000 0.000 120 0.000' 0.000 121 0.000 0.000 122 0.000 0.000 123 0.000 0.000 124 0.000 0.000 125 0.000 r 0.000 126 0.000 0.000 127 0.000 0.000 128 0.000 0.000 129 0.000 0.000 130 0.000 0.000 131 0.000 0.000 132 0.000 0.000 133 0.000 0.000 134 0.000 0.000 135 0.000 0.000 136 0.000 0.000 137 0.000 0.000 138 0.000 0.000 139 0.000 0.000 140 0.000 0.000 141 0.000 0.000 142 0.000 0.000 143 0.000 0.000 144 0.000 0.000 145 0.000 0.000 146 0.000 0.000 147 0•.000 0.000 148 0.000 0.000 149 0.000 0.000 150 0.000 0.000 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL ' (NUMBER) ---------------------------------------------------------------------------- (INCHES) (INCHES) (INCHES) 1 0.0540 0.0486 0.0054 2 0.0585 0.0526 0.0058 3 0.0810 0.0729 0.0081 4 0.0945 0.0850 0.0094 5 0.1260 0.1134 0.0126 6 ,0.1305 0.1174 0.0130 7 0.1710 0.1539 0.0171 8 0.2070 0.1863 0.0207 9 0.2835 0.2166 0.0668 10 0.3690 0.2052, 0.1638 11 0.3150 '0.1942 0.1208 12 0.3285 0.1836 0.1449 13 0.4860 0.1734 0.3125 14 0.5130 0.1638 0.3492 15 0.4680 0.1546 0.3134 16 0.3825 0.1460 0.2365 17 0.0630 0.0567 0.0063 18 0.0855 0.0769 0.0085 19 0.0585 0.0526 0.0058 20 0.0540 0.0486 0.0054 21 0.0495 0.0445 0.0049 22 0.0450 0.0405 0.0045 23 0.0405 0.0364 0.0040 24 0.0360 0.0324 0.0036 TOTAL STORM RAINFALL(INCHES) = 4.50 TOTAL SOIL- LOSS(INCHES) = 2.66 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.84 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 5.4655 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 3.4883 ---------------------------------------------------------------------- - - - - -- 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) --------------- TIME(HRS) ------------------------------------------------------------- VOLUME(AF) Q(CFS)- 5.0 7.5 10.0 0.----- 0.083 0.0009 0.12 - - -2.5 Q 0.167 0.0017 0.12 Q , 0.250 0.0026 0.12 Q 0.333 0.0034 0.12 Q 0.417 0.0043 0.12 Q 0.500 0.0051 0.12 Q 0.583 0.0060 0.12 Q 0.667 0.0068 0.12 Q 0.750 0.0077 0.12 Q 0.833 0.0085 0.12 Q 0.917 0.0094 0.12 Q . 1.000 0.0102 0.12 Q 1.083 0.0111 0.13 Q 1.167 0.0121 0.13 Q 1.250 0.0130 0.13 Q 1.333. 0.0139 0.13 Q 1.417 0.0148 0.13 Q 1.500. 0.0158 0.13 Q 1.583 0.0167 0.13 Q 1.667 0.0176 0.13 Q 1.750 0.0185 0.13 Q 1.833. 0.0194 0.13 Q 1.917 0.0204 .0.13 Q 2.000 0.0213 0.13 Q 2.083 0.0226 0.19 Q 2.167 0.0238 0.19 Q 2.250 0.0251 0.19 Q 2.333 0.0264 0.19 Q 2.417 0.0277 .0.19 Q 2.500 0.0290 0.19 Q 2.583 0.0302 0.19 Q 2.667 0.0315 0.19 Q 2.750 0.0328 0.19 Q 2.833 0.0341 0.19 Q 2.917 0.0353 0.19 Q 3.000 .0.0366 0.19 Q 3.083 0.0381 0.22 Q 3.167 0.0396 .0.22 Q 3.250 0.0411 0.22 Q 3.333 0.0426 0.22 Q 3.417 0.0441 0.22 Q 3.500 0.0456 0.22 Q 3.583 0.0470 0.22 Q 3.667 0.0485 0.22 Q 1.750 0.0500 0.22 Q 3.833 0.0515 0.22 Q 3.917 0.0530 0.22 Q 4.000 0.0545 0.22 Q 4.083 0.0565 0.29 VQ 4.167 0.0585 0.29 VQ 4.250 0.0605 0.29 VQ 4.333 0.0624 0.29 VQ 4.417 0.0644 0.29 VQ 4.500 0.0664 0.29 VQ 4.583 0.0684 0.29 VQ 4.667 0.0704 0.29 VQ 4.750 0.0724 0.29 VQ 4.833 0.0744 0.29 VQ 4.917 0.0763 0.29 VQ 5.000 0.0783 0.29 VQ 5..083 0.0804 0.30 VQ 5.167 0.0825 0.30 VQ 5.250 0.0845 0.30 VQ 5.333 0.0866 0.30 VQ 5.417 0.0886 0.30 Q 5.500 0.0907• 0.30 Q 5.583 0.0927 0.30 Q 5.667 0.0948 0.30 Q 5.750 0.0969 0.30 Q 5.833 0.0989 0.30 Q 5.917 01.1010 0.30 Q 6.000 0.1030 0.30 Q 6.083 0.1057 0.39 Q. 6.167 0.1084 0.39 Q 6.250 0.1111. 0.39• Q 6.333 0.1138 0.39 Q 6.417 0.1165 0.39 Q 6.500 0.1192 0.39 Q 6.583 0.1219 0.39 Q 6.667 0.1246 0.39 Q 6.750 0.1273 0.39 Q 6.833 0.1300 0.39 Q 6.917 0.1327 0.39 Q 7.000 0.1354 0.39 Q 7.083 0.1386 0.47 Q 7..167 0.1419. 0.47 Q 7.250 0.1452 0.47 Q 7.333 0.1484 0.47 Q 7.417 0.1517 0.47 Q 7.500 0.1550 0.47 Q 7.583 0.1582 0.47 Q 7.667 0.1615 0.47 Q 7.750 0.1648 0.47 Q 7.833 0.1680 0.47 Q 7.917 0.1713 0.47 Q 8.000 0.1746 0.47 QV 8.083 0.1851 1.53 V Q 8.1`67 0.1956 1.53 V Q 8.250 0.2062 1.53 V Q 8.333 0.2167 1.53 V Q 8.417 0.2273 1.53 .'V Q 8.500 0.2378 1.53 V Q 8.583 0.2483 1.53 V Q 8.667 0.2589 1.53 V Q 8.750 0.2694 1.53 V Q 8.833 0.2800 1.53 V Q 8.917 0.2905 1.53 V .Q 9.000 0.3010 1.53 V Q 9.083 0.3269 3.75 V Q 9.167 0.3527 3.75 V Q 9.250 0.378'5 3.75 V Q 9.333 0.4044 3.75 V Q 9.417 0.4302 3.75 V Q 9.500 0.4560 3.75 V Q 9.583 0.4818 3.75 V -Q 9.667 0.5077 3.75 V Q 9.750 •0.5335 3.75 V Q 9.833 0.5593 3.75 V Q 9.917 0.5852 3.75 V Q 10.000 0.6110 3.75 V Q 10.083 0.6300 2.77 V Q 10.167 0.6491 2.77 V Q 10.250 0.6681 2.77 V Q 10.333 0.6872 2.77 V Q 10.417 0.7062 2.77 V .Q 10.500 0.7253 2.77 V .Q 10.583 0.7444 2.77 V .Q 10.667 0.7634 2.77 V .Q 10.750 0.7825 2.77 V .Q 10.833 0.8015 2.77 V..Q 10.917 0.8206 2.77 V.Q. 11.000 0.8396 2.77 V.Q 11.083 0.8625 3.32 V. 'Q 11.167 0.8853 3.32 V Q 11.250 0.9082 3.32 V Q 11:333 0.9310 3.32 V Q 11.417 0.9539 3.32 V Q 11.500 0.9767 3.32 V Q 11.583 0.9996 3.32 V Q 11.667 1.0224 3.32 V Q 11.750 1.0453 3.32 V Q 11.833 1.0681 3.32 VQ 11.917 1.0910 3.32 VQ 12.000 1.1138 3.32 VQ 12.083. 1.1631 7.16 V 12.167 1.2124 7.16 V 12.250 1.2617 7.16 V 12.333 1.3110 7.16 V 12.417 1.3602 7.16 V 12.500 1.4095 7.16 V 12.583 1.4588 7.16 V 12.667 1.5081 7.16 V 12.750 1.5574 7.16 V 12.833 1.6067 7.16 V . 12.917 1.6560 7.16 V , 13.000 1.7052 7.16 V. 13.083 1.7603 8.00 V 13.167 1.8154 8.00 V 13.250 1.8704 8.00 V Q Q Q Q Q Q Q Q Q Q Q Q Q Q .Q 13.333 1.9255 8.00 13.417 1.9806 8.00 13.500 2.0356 8.00 C 13.583 2.0907 8.00 13.667 2.1457 8.00 13.750 2.2008 8.00 13.833 2.2559 8.00 13.917 2.3109 8.00 14.000 2.3660 8.00 14.083 2.4154 7.17 14.167 2.4648 7.17 14.250 2.5142 7.17 14.333 2.5637 7.17 QV. 14.417 2.6131 7.17 V 14.500 2.6625 7.17 V 14.583 2.7119 7.17 v 14.667 2.7613 7.17 V 14.750 2.8107 7.17 v 14.833 2.8601 7.17 v 14.917 2.9096 7.17 v 15.000 2.95.90 7.17 15.083 2..9963 5.42 15.167 3.0336 5.42 .15.250 3.0709 5.42 15.333 3.1082 5.42 15.4'17 3.1454 5.42 15.500 3.1827 5.42 15.583 3.2200 5.42 15.667 3.2573 5.42 15.750 3.2946 -5.42 15.833 3.3319 5.42 15.917 3.3692 5.42 16.000 3.4065 5.42 _ 16.083 3.4075 0.14 Q 16.167 3.4085 0.14 Q 16.250 3.4095 0.14 Q 16.333 3.4105 0.14 Q 16.417 3.4115 0.14 Q •16.500 3.4125 0.14 Q 16.583 3.4135 0.14 Q 16.667' 3.4145 0.14 Q 16.750 3.4155 0.14 Q 16.833 3.4165 0.14 Q' 16.917 3.4174 0.14 Q 17.000. 3.4184 0:14 Q 17.083 3.4198 0'.20 Q . 17.167 3.4211 0.20 Q 17.250 3.4225 0.20 Q 17.333 3.4238 0.20 Q 17.417 3.4252 0.20 Q 17.500 3.4265 0.20 Q 17.583 3.4279 0.20 Q 17.667 3.4292 0.20 Q 17.750, 3.4306 0.20 Q 17.833 3.4319 0.20 Q 17.917 3.4333 0.20 Q 19.000 I 3.4346 0.20 Q v Q V Q' V Q V Q v Q v Q v Q v Q V Q VQ .. Q . Q . Qv.. QV. Q V Q V " Q v Q V Q v Q v Q v .Q V •Q V .Q v Q v .Q V .Q V Q V .Q V Q v -Q V . Q V . .Q V. V. V. V. V. V. V. v. v. v. V. V- v. V. V. V. V. V. V. V. V. V. V. V. V. 18.083 3.4355 0.13 Q 18.167 3.4365 0.13 Q 18.250 3.4374 0.13 Q I 18.333 3.4383 0.13 "Q 18.417 3.4392 0.13 Q 18.500 3.4402 0.13 Q i 18.583 3.4411 0.13' Q 18.667 3.4420 0.13 Q 18.750 3.4429 0.13 Q 18.833 3.4438 0.13 Q 18.917 3.4448 0.13 Q 19.000 3.4457 0.13 Q 19.083 3.4465 0.12 Q 19.167. 3.4474 0.12 Q 19.250 3.4482 0.12 Q 19.333 3.4491 0.12 Q 19.417 3.4499 0.12 Q 19.500 3.4508 0.12 Q 19.583 3.4516 0.12 Q 19.667 3.4525 0.12 Q 19.750 3.4534 0.12 Q 19.833 3.4542 0.12 Q 19.917 3.4551 0.12 Q 20.000 3.4559 0.12 Q 20.083 3.4567 0.11 Q 20.167 3.4575 0.11 Q 20.250 3.4582 0.11 Q 20.333 3.4590 0.11 Q 20.417 3.4598 0.11 Q 20.500 3.4606 0.11 Q 20.583 3.4614 0.11 Q 20.667 3.4622 0.11 Q - 20.750 3.4629 0.11 Q 20.833 3.4637 0.11 Q 20.917 3.4645 0.11 Q 21.000 3.4653 0.11 Q 21.083 3.4660 0.10 Q 21.167 3.4667 0.10 Q 21.250 3.4674 0.,10 Q 21.333 3.4681 0.10 Q 21.417 3.4688 0.10 Q ' 21.500 3.4695 0.10 Q i 21.583 3.4702 0.10 Q 21.667 3.4709 0.10• Q 21.750 3.4717 0.10 Q 21.833 3.4724 0.10 Q 21.917 3.4731 0.10 Q 22.000. 3.4738 0.10 Q 22.083 3.4744 0.09 Q i 22.167 3.4751 0.09 Q 22.250 3.4757 0.09 Q 22.333 3.4763 0.09 Q 22.417 3.4770 0.09 Q 22.500 3.4776 0.09 Q 22.583 3.4783 0.09 Q 22.667 3.4789 0.09 Q 22.750 3.4795 0.09 Q V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. 22.833 3.4802 0.09 Q 22.917 3.4808 0.09 Q 23.000 3.4815 0.09 Q 23.083 3.4820 0.08 Q 23.166 3.4826 0.08 Q 23.250 3.4832. 0.08 Q 23.333 3.4837 0.08 Q 23.416 3.4843 0.08 Q 23.500 3.4849 0.08 Q 23.583 3.4854 0.08 Q 23.666 3.4860 .0.08 Q 23.750 3.4866 0.08 Q 23:833 3.4871 0.08 Q 23.916. 3.4877 0.08 Q 24.000 3.4883 0.08 Q 24.083 3.4883 0.,00. Q 24.166 3.4883 0.00 Q 24.250 3.4883 0.00 Q 24.333 3.4883 0.00 Q 24.416 3.4883 0.00 Q 24.500 3.4883 0.00 Q 24.583 3.4883 0.00 Q 24.666 3.4883 0.00 Q 24`.750 3.4883 0.00 Q 24.833 3.4883 0.00 Q 24.916 3.4883 0.00 Q 25.000 I I i I 3.4883 0.00 • Q V. V. V. V. V. V. V. V. V. V. V. V. V. V. V V V V V V V V V V V V V FLOW PROCESS.FROM NODE 2.00 TO NODE 3.00 IS CODE 3.1 ---------------------------------------------------------------------------- >> >>>FLOW- THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1<<<<< INFLOW (STREAM 1) V _effective depth ----- - - - - -- (and.volume) �....V........ detention 1<-->l outflow basin ......... ----- - - - - -- dead basin outlet V storage OUTFLOW --- - - - - -- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW- THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) _ , 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF)- FILLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN.DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 1.00 0.77 0.510 3 2.00 0.86 1.07 -0 4 3.00 0.95 1.690 5 4.00 1.05 2.380 6 5.00 1.15 3.140 7 6.00 1.25 3.950 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the.unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW• LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) ----------------------------------------------------------------------=----- FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 0.083. 0.000 0.12 0.00 0.00 0.0 0.001 0.167 0.000. 0.12 0.00 0.00 0.0 0.002 0.250 0.000 0.12 0.00 0.00 0.0 0.003 0.333 0.000 0.12 0.00 0.01 0.0 0.003 0.417 0.000 0.12 0.00 0.01 0.0 0.004 0.500 0.000 0.12 0.00 0.01 0.0 0.005 0.583 0.000 0.12 0.00 0.'01• 0.0 0.006 0.667 0.000 0.12 0.00 0.01 0.0 0.007 0.750 0.000 0.12 0.00 0.01 0.0 0.007 0.833 0.000 0.12 0.00 0.02 0.0 0.008 _ 0.917 0.000 0.12 0.00 0.02 0.0 0.009 1.000 0.000 0.12 0.00 0.02 0.0 0.010 1.083 0.000 0.13 0.00 0.02 0.0 0.010 11.167 0.000 0.13 0.0d 0:02 0.0 0.011 1.250 0.000 0.13 0.00 0.02 0.0 0.012 1.333 0.000 0.13 0.00 0.03 0.0 _ 0.013 1.417'- 0.000 0.13 0.00 0.03 0.0 0.014 1.500 0.000 0.13 0.00 0.03 0.0 0.014 1.583 0.000 0.13 0.00 0.03- 0.0 0.015 1.667 0.000 0.13 0.00 0.03 0.0 0.016 1.750 -0.000 0.13 0.00 0.03 0.0 0.017 i 1.833 0..000 0.13 0.00 0.03 0.0 0.017 1.917 0.000 0.13 0.00 0.04 0.0 0.018 2.000 0.000 0.13 0.00 0.04 0.0 0.019 2.083 0.000 0.19 0.00 0.04 0.0 0.020 2.167 0.000 .0.19 0.00 0.04 0.0 0.021 2.250 0.000 0.19 0.00 0.04 0.0 0.022 2.333 0.000 0.19 0.00 0.05 0.0 0.023 2.417 0.000 0.19 .0.00 0.05 0.0 0.024' 2.500 0.000 0.19 0.00 0.05 0.0 0.025 2.583 0.000 0.19 0.00 0.05 0.0 0.026 2.667 0.000 0.19 0.00 0.05 0.0 0.027 2.750 0.000 0.19 0.00 0.06 0.0 0.028 2.833 0:000 0.19 0.00 0.06 0.0 0.029 2.917 0.000 0.19 0.00 -0.06 0.0 0.030 3.000 0.000 0.19 0.00 -0.06 0.0 0.031 3.083 0.000 0.22 0.00 0.06 0.0 0.032 3.167 0.000 0.22 0.00 0.07 0.0 0.033 3.250 0.000 0.22 0.0.0 0.07 0.1 0.035 3.333 0.000 0.22 0.00 0.07 0.1 0.036 3.417 0.000 0.22 0.00 0.07 0.1 0.037 3.500 0.000 0.22 0.00 0.07 0.1 0.038 3.583 0.000 0.22 0.00 0.08 0.1 0.039 3.667 0.000 0.22 0.00 0*.08 0.1 0.040 3.750 0.000 0.22 0.00 0.08 0.1 0.041 3.833 0.000 0.22. 0.00 0.08 0.1 0.042 .3.917 0.000 0.22 0.00 0.08 0.1 0.043 4.000 0.000 0.22 0.00 0.09 0.1 0.044 4.083 0.000 0.29 0.00 0.09 0.1 0.046 4.167 0.000 0.29 0.00 0.09 0.1 0.047 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed.EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) ---------------------------------------------------------------------------- . FILLED(AF) (CFS) (CFS) DEPTH(FT) ..(CFS) VOLUME(AF) 4.250 0.000 0.29 0.00 0..10 0.1 0.049 4.333 0.000 0.29 0.00 0.10 0.1 0.050 4.417 0.000 0.29 .0.00 0.10 0.1 0.052 4.500 0.000 0.29 0.00 0.10 0.1 0.053 4.583 0.000 0.29 .. 0.00 0.11 0.1 0.055 4.6'67 0.000 0.29 0.00 0.11. 0.1 0.-056 4.750 0.000 0.29 0.00 0.11 0.1 .0.057 4.833 0.000 0.29 0.00 0.12 0.1 0.059 4.917 0.000 0.29 0.00 0.12 0.1 0.060 5.000 0.000 0.29 0.00 0.12 0.1 0.061 5.083 0.000 0.30 0.00 0.12 0.1 0.063 5.167 0.000 0.30 0.00 0.13 0.1 0.064 5.250 0.000 0.30 0.00 0.13 0.1 0.066 5.333 0.000 0.30 0.00 0.13 .0.1 0.067 5.417 0.000 0.30 0.00 0.13 0.1 0.068. 5.500 0.000 0.30 0.00 0.14 0.1 0.070 5.583 0.000 0.30 0.00 0.14 0.1 0.071 5.667 0.000 0.30 0.00 0.14 0.1 0.072 5.750 0.000 0.30 0.00 0.14 0.1 0.074 5.833 0.000 0.30 0.00 0.15 0.1 0.075 5.917 0.000 0.30 0.00 0.15 0.1 0.076 6.000 0.000 0.30 0.00 0.15 0.1 0.077 6.083 0.000 0.39 0.00 0.16 0.1 0.079 6.167 0.000 0.39 0.00 0.16 0.1 0.081 6.250 0.000 0.39 0.00 0.16 0.1 0.083 6.333 0.000 0.39 0.00 0.17 0.1 0.085 •6.417 0.000 0.39 0.00 0.17 0.1 -0.087 6.500 0.000 0.39 0.00 0.17 0.1 0.088 6.583 0.000 0.39 0.00 0.18 0.1 0.090 6.667 0.000 0.39 0.00 0..18 0.1 0.092 6.750 0.000 0.39 0.00 0.18 0.1 0.094 6.833 0.000 0.39 0.00 0.19 0.1 0.095 6.917 0.000 0.39 0.00 0.19 0.1 0.097 7.000 0.000 0.39 0.00 0.19 0.1 0.099 7.083 0.000 0.47 0.00 0.20 0.2 0.101 7.167 0.000 0.47 0.00 0.20 0:2 0.103 7.250 0.000 0.47 0.00 0.21 0.2 0.105. 7.333 0.000 0.47 0.00 0.21 0.2 0.107 7.417 0.000 0.47 0.00 0.21 0.2 0.110 7.500` 0.000 0.47 0.00 0.22 0.2 0.112 7.583 0.000 0.47 0.00 0.22 0.2 0.114 7.667 0.000 0.47 0.00 0.23 0.2 0.116 7.750 0.000 0.47 0.00 0.23 0.2 0.118 7.833 0.000 0.47 0.00 0.24 0.2 0.120 7.917 0.000 0.47 0.00 0.24 0.2 0.122 8.000 0.000 0.47 0.00 0.24 0.2 0.124 8.083 0.000 1.53 0.00 0.26 0.2 0.133 1. i 8.167 0.000 1.53 0.00 0.28 0.2 0.142 8.250 0.000 1.53 0.0.0 0.30 0.2 0.151 8.333 0.000 1.53 0.00 0.31 0.2 0.160 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS) (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW.is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) ---------------------------------- FILLED(AF) (CFS) - - - - -- (CFS) ------------------------------------ DEPTH(FT) ,(CFS) VOLUME(AF) ! 8.417 0.000 1.53 0.00 0.33 0.2 0.169 8.500 0.000 1.53 0.00 0.35 0.3 0.178 8.583 0.000 1.53 0.00 0.37 0.3 0.186 8.667 0.000 1.53 0.00 0.38 0.3 0.195 8.750 0.000 1.53 0.00 0.40, 0.3 0.203 8.833 0.000 1.53 0.00 0.42 0.3 0.212 ' 8.917 0.000 1.53 0.00 0.43 0.3 0.220 9.000 0.000 1.53 0.00 .0.45 0.3 0.228 9.083 0.000 3.75 0.00 0.49 0.4 0.252 9.167 0.000 3.75 0.00 0.54 0•.4 0.275 9.250 0.000 3.75 0.00 0.58 0.4 0.298 9.333 0.000 3.75 0.00 0.63 0.5 0.320 9.417 0.000 3.75 0.00 0.67 0.5 0.342 9 .500 0.000 3.75 0.00 0.71 0.5 0.365 9.583 0.000 3.75 0.00 0.76 0.6 0.387 9.667 0.000 3.75 0.00 0.80 0.6 0.408 9.750 0.000 3.75 0.00 0.84 0.6 0.430 9.833 0.000 3.75 0.00 0.88 0.7 0.451 9.917 0.000 3.75 0.00 0.93 0.7 0.472 10.000 0.000 3.75 0.00 0.97 0.7 0.493 10.083 0.000 2.77 0.00 0.99 0.8 0.507 10.167 0.000 2.77 0.00 1.02 0.8 0.520 10.250 0.000 2.77 0.00 1.04 0.8 0.534 10.333 0.000 2.77 0.00. 1.07 0.8 0.548 10.417 0.000 2.77 0.00 1.09 0.8 0.561 10.500 0.000 2.77 0 '.00 1.12 0.8 0.575 10.583 0.000 2.77 0.00, 1.14 0.8 0.589 10.667 0.000 "2.77 0.00 1.17 0.8 0.602 10.750 0.000 2.77 0:00 1.19 0.8 0.616 10.833 0.000 2.77 0.00 1.21 0.8 0:630 10.917 .0.000 2.77 0.00 1.24 0.8 0.643 11.000 0.000 2.77 0.00 1.26 0.8. 0.657 11.083 0.000 3.32 0.00 1.29 0.8 0.674 11.167• 0.000 3.32 0.00 1.32 0.8 0.692 11.250 0.000 3.32 0.00 1.36 0.8 0.709 11.333 0.000 3.32 0.00 1.39 0.8 0.726' 11.417 0.000 3.32 0.00 1.42 0.8 0.743 11.500 0.000 3.32 0.00 1.45 0.8 0.761 11.583 0.000 3.32 0.00 1.48 0.8 0.778 11.667 0.000 3.32 0.00 1.51 0.8 0.795 11.750 0.000 3.32 0.00 1.54 0.8 0.812 11.833 0.000 3.32 0.00 1.57 0.8 0.830 11.917 0.000 3.32 0.00 1.60 0.8 0.847 12.000 0.000 3.32 0.00 1.63 0.8 0.864 12.083 0.000 7.16 0.00 1.71 0.8 0.907 12.167 0.000 7.16 0.00 1.79 0.8 0.951 12.250 0.000 7.16 0.00 1.87 0.8 0.994 12.333 0.000 7.16 0.00 1.94 0.9 1.038 12.417 0.000 7.16 0.00 2.02 0.9 1.081 12.500 0.000 7.16 0.00 2.09 0.9 1.125 i . --------=-----------------------------------------=------------------------- ---------------------------------------------------------------------------- MODIFIED -PUL•S BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION-INTERVALS):. (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW.is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) ---------------------------------------------------------------------------- FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 12.583 0.000 7.16 0.00 2.16 0.9 1.168 12.667 0.000 7.16 0.00 2.23 0.9 1.211 " 12.750 0.000 7.16 0.00 2.30 0.9 1.254 12.833 0.000 7.16 0.00 2.37 0.9 1.297 12.917 0.000 7.16 0.00 2.44 0.9 1.340 13.000 0.000 7.16 0.00 2.51 0.9 1.383 13.083 0.000 8.00 0.00 2.58 0.9 1.432 13.167 0.000 8.00 0.00 2.66 0.9 1.481 13.250 0.000 8.00 0.00 2.74 0.9 1.530 13.333 0.000 8.00 0.00 2.82 0.9 1.578. 13.417 0.000 8.00 0.00 2.90 0.9 1.627 13.500 0.000 8.00 0.00 2.98 0.9 1.675 13.583 0.000 8.00 0.00 3.05 1.0 1.724 13.667 0.000 8.00 0.00 3.12 1.0 1.772 13.750 0.000 8.00 0.00 3.19 1.0 1.821 13.833 0.000 8.00 0.00 3.26 1.0 1.869 13.917 0.000 8.00 0.00 3.33 1.0 1.917, 14.000 0.000 8.00 0.00 3.40 1.0 1.966 14.083 0.000 7.17 0.00 3.46 1.0 2.008 14.167 0.000 -7.17 0.00 3.52 1.0 2.051 14.250 0.000 7.17 0.00 3.58 1.0 2.093 14.333 0.000 7.17 0.00 3.65 1.0 2.136 _ 14.417 0.000 7.17 0.00 3.71 1.0 2.178 14.500 0.000 7.17 0.00 3.77 1.0 2.220 14.583 0.000 7.17 0.00 3.83 1.0 2.263 14.667 0.000 7.17 0.00 3.89 1.0 2.305 14.750 0.000 7.17 0_60 3.95 1:0 2.347 14.833 0.000 7.17 0.00 4.01 1.0 2.389 14.917 0.000 7.17 0.00 4.07 1.1 2.431 15.000 0.000 7.17 0.00 4.12 1.1 2.473 15.083 0.000 5.42 0.00 4.16 1.1 2.50.3 15.167 0.000 5:42 0..00 4.20 1.1 2.533 15.250 0.000 5.42 0.00 4.24 1.1 2.563 15.333 0.00.0 5.42 0.00 4.28 1.1 2.593 15.417 0.000 5.42 0.00 4.32 1.1 2.623 15.500 0-.000 5.42 0.00 4.36 1.1 2.653 15.583 0.000 5.42 0.00 4.40 1.1 2.683 15.667 0.000 5.42 0.00 4._44 1.1 2.712 15.750 0.000 5.42 0.00 4.48 1.1 2.742 15.833 0.000 5.42 0.00 4.52 1.1 2.772 15.917 0.000 5.42 0.00 4.55 1.1 2.802 16.000 0.000 5.42 0.00 4.59 1..1 2.831 16.083 0.000 0.14 :0'.00 4.59 1.1 2.825 16.167 0..000 0.14 0.00 4:58 1.1 2.818 16.250 0.000 0.14 0.00 4.57 1.1 2.811 16.333 0.000 0.14 0.00 4.56 1.1 2.805 16.417 0.000 0.14 0.00 4.55 1.1 2.798 16.500 0.000 0.14 0.00 4.54 1.1 2.792 16.583 0.000 0.14 0.00 4.53 1.1 2.785 16.667 0.000 0.14 0.00 4.52 1.1 2.778 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): ! (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is, the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE -INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE ' (HRS) -------------------------7-------------------------------------------------- FILLED- "(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME -(AF) 16.750 0.000 0.14 0.00 4.52 1.1 2.772 16.833 0.000 0.14 0.00 4.51 1.1 2.765 16.917 0.000 0.14 0.00 4.50 1.1 2.759 17.000 0.0010 0.14 0.00 4.49 1.1 2.752 17.083 0.000 0.20 0.00 4.48 1.1 2.746 17.167 0.000 0.20 0.00 4.47 1.1 2.740 17.250 0.000 0.20 0.00 4.46 1.1 2.733 17.333 0.000 0.20 0.00 4.46 1.1 2.727 17.417 .0.000 0.20 0.00 4.45 1.1 2.721" 17.500 0.000 0.20 0.00 4.44 1.1 2:715 17.583 0.000 0.20 0.00 4.43 1.1 2.709 17.667 0.000 0.20 0.00 4.42 1.1 2.702 17.750 0.000 0.20 0.00 4.42 1.1 2.696 17.833 0.000 0.20 0.00 4.41 1.1 2.690 17.917 0.000 0.20 0:00 4.40 1.1 2.684 18.000 0.000 0.20 0.00 4.39 1.1 2.678 18.083 0.000 0.13 0.00 4.38 1.1 2.671 18.167 0.000 0.13 0.00 4.37 1.1. 2.665 18.250 0.000 0.13 0.00 4.37 1.1 2.658 18.333 "• 0.000 0.13 0.00 4.36 1.1 2.651 18.417 0.000 0.13 0.00 4.35 1.1 2.645 18.500 0.000 0.13 0.00 4.34 1.1 2.638 _ 18.583 0.000 0.13 0.00 4.33 1.1 2.632 18.667 0.000 0.13 •0.00 4.32 1.1 2.625 18.750 0.000 0.13 0.00 4.31 1.1 2.619 18.833 0.000 0.13 0.00 4.31" 1.1 2.612 18.917 - 0.000 0.13 0.00 4.30 1.1 2.606 19.000 0.•000 0.13 0.00 4.29 1.1 2.599 19.083 0.000 .0.12 0.00 4.28 1.1 2.593 " 19.167 0.000 0.12 0.00 4.27 1.1 2.586 19.250 0.000 0.12 0.00 .4.26 1.1 2.579 19.333 0.000 0.12 0:00 4.25 1.1 2.573 19.417 0.000 0.12 0.00 4.25 1.1 2.566 19.500 0.000 0.12 0.00 4.24 1.1 2.560 19.583 0.000 0.12 0.00 4.23 1.1 2.553 19.667 0.000 0.12 0.00 4.22 1.1 2.547 19.750 0.000 0.12 0.00 4.21 1.1 2.540 19.833 '0.000 0.12, 0.00 4.20 1:1 2.534 19.917 0.000 0 -.12 0.00. 4.19 1.1 2.527 20.000 0.000 0.12 0.00 4.18 1.1 2.521 20.083 0.000 0.11 0.00 4".18 1.1 2.514 20.167 0.000 0.11 0.00 4.17 1.1 2.507 20.250 0.000 0.11 0.00 4.16 1.1 2.501 20.333 0.000 0.11 0.00 4.15 1.1 2.494 20.417 0.000 0.11 0.00 4.14 1.1 2.488 20.500 0.000 0.11 0.00 4.13 1.1 2.481 20.583 0.000 0.11 0.00 4.12 1.1 2.475 20.667 0.000 0.11 0.00 4.12 1.1 2.468 20.750 0.000 0.11 0.00 4.11 1.1 2.462 20.833 0.000 0.11 0.00 4.10 1.1 2.455 c ---------------------------------------------------------------------------- MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the-average value during the unit interval.) CLOCK MEAN I TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) ------------------------------------ (CFS) ---------------------------------------- (CFS) DEPTH(FT) (CFS). VOLUME(AF) 20.917 0.000 .0. 11 0.00 4.09 1.1 2.449 21.000 0.000 0.11 0.00 4.08 1.1 2.442 21.083 0.000 0.10 0.00 4.07 1.1 2.435 21.167 0.000 0.10 0.00 4.06 1.1 2.429 ' 21.250 0.000 0.10 0.00 4.06 1.1 2.422 21.333 0.000 0.10 0.00 4.05. 1A 2.416 21.417 0.000 0.10 0.00 4.04 1.1 2.409 21.500 0.000 0.10 0.00 4.03 1.1 2.403 21.583 0.000 0.10 0.00 4.02 1.1 2.396 21.667 0.000 0.10 0.00 4.01 1.1 2.390 21.750 0.000 0.10 0.00 4.00 1.1 2.383 21.833 0.000 0.10 0.00 3.99 1.1 2.376 21.917 0.000 0.10 0.00 3.99 1.1 2.370 22.000 0.000 0.10 0.00 3.98 1.0 2.363 22.083 0.000 0.09 0.00 3.97 1.0 2.357 22.167 0.000 0.09 0.00 3.96 1.0 2.350 22.250 - 0.000 0.09 0.00 3.95 1.0 2.344 22.333 0.000 0.09 0.00 3.94 1.0 2.337 22.417 0.000 0.09 0.00 3.93 1.0 2.331 22.500 0.000 0.09 0.00 3.92 1.0 2.324 22.583 0.000 0.09 0.00 3.91 1.0 2.318 22.667 0.000 0.09 0.00 3.90 1.0 2.311 _ 22.750 0.000 0.09 0.00 3•.89 1.0 2.304 22.833 0.000 0.09 0.00 3.88 1.0 2.298 22.917 0.000 0.09 0.00 3.87 1.0 2.291 23.000 0.000 0.09 0.00 3.86 1.0 2.285 23.083 0.000 0.08 0.00 3.85 1.0 2.278 23.167 0.000 0.08 0.00 3.84 1.0 2.272 23.250 0.000 0.08 0.00 3.83 1.0 2.265 23.333 0.000 0.08 0.00 3.82 1.0 2.259 23.417 0.000 0.08 0.00 3.81 1.0 2.252 23.500 0.000 0.08 0.00 3.81 1.0 2.246 23.583 0.000 0.08 0.00 3.80 1.0 2.239 23.6.67 0..000 0.08 0.00 3.79 1.0 2.232 23.750 0.000 0.08 0.00 3.78 1.0 2.226 23.833 0.000 0.08 0.00 3.77 1.0 2.219 23.917 ------------------------------ 0.000 0.08 0.00 3.76 1.0 2.213 PROCESS SUMMARY OF 7 ------------------------------------------------ STORAGE: INFLOW VOLUME = 3.488 AF BASIN STORAGE,= 0.000 AF (WITH 0.000 AF.INITIALLY FILLED) OUTFLOW VOLUME = 3.488 AF LOSS VOLUME = 0.000 AF F L O O D R O U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989 -2002 Advanced Engineering Software (aes) (Synthetic Unit Hydrograph Version 2.OA) Release Date: 01/01/2002 License ID 1420 Analysis prepared by: j Pardue, Cornwell and Associates, Inc. 151 Kalmus Drive M -2 Costa Mesa, CA 92626 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** *Pond No. 4 24hr 100 yr * FILE ENAME: C:\ aes2002\ hydrosft \ratscx \wplOOyr \pnd43.DAT❑❑❑❑❑❑ TIME /DATE OF STUDY: 11:23 02/12/2003 r ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW.PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS)<< <<< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 1120.000 FEET "S" GRAPH LENGTH FROM CONCENTRATION POINT TO CENTROID = 500.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 8.000 FEET BASIN FACTOR = 0.015 93.583 WATERSHED AREA = 26.040 ACRES 2 BASEFLOW = 0.000 CFS /SQUARE -MILE 0.000 WATERCOURSE "LAG" TIME = 0.041 HOURS 0.000 CAUTION: LAG TIMR IS LESS THAN 0.50 HOURS. 4 THE 5> MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. 0.000 VALLEY S -GRAPH SELECTED 6 UNIFORM MEAN SOIL- LOSS(INCH /HOUR) = 0.190 0.000 LOW-SOIL-LOSS RATE PERCENT(DECIMAL) = 0.900 0.000 MINIMUM SOIL -LOSS RATE(INCH /HOUR) = 0.100 8 USER - .ENTERED RAINFALL = 4".50 INCHES 0.000 RCFC &WCD 24 -Hour Storm (60- Minute period) SELECTED RCFC &WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE E -5.8) = 1.0000 UNIT HYDROGRAPH TIME UNIT = 60.000 MINUTES UNIT INTERVAL PERCENTAGE -OF LAG -TIME = * * * * * ** UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER --------------------------.-------------------------------------------------- MEAN VALUES ORDINATES(CFS) 1 93.583 24.560 2 15.601 0.000 3 0.000 0.000 4 0.000 0.000 5 0.000 0.000 6 0.000 0.000 7 0.000 0.000 8 0.000 0.000 9 0.000 0.000 10 0.000 0.000 11 0.000 0.000 12 0.000 0.000 13 0.000 0.000 14 0.000 0.000 15 0.000 0.000 1.6 0.000 17 0.000 18 0.000 19 0.000 20 0.000 21 0.000 22 0.000 23 0.000 24 0.000 25 0.000 26 0.000 27 0.000 28 0.000 29 0.000 30 0.000 31 0.000 32 0.000 33 0:000 34 0.000 35 0.000 36 0.000 37 0.000 38 0.000 39 0.000 40 0.000 4.1 0.000 42 0.000 43 0.000 44 0.000 45 0.000 46 0.000 47 0.000 48 0.000 49 0.000. 50 0.000 •'51 0.000 52 0.000 53 0.000 54 0.000 55 0.000 56 0.000 57 0.000 58 0.000 59 0'.000 60 0.000 61 0.000 62 0.000 63 0.000 64 0.000 , 65 0.000 66 0.000 67 0.000 68 0.000 69 0.000 70 0.0100 71 0.000 72 0 . 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0:000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 . 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 73 0.000 0.000 74 0.000 0.000 75 0.000 0.000 76 0.000 0.000 77 0.000 0.000 78 0.000 0.000 79 0..000 0.000 80 0.000 0.000 81 0.000 .0.000 '82 0.000 0.000 83 0.000 0.000 84 0.000 0.000 85 0.000 0.000 86 0.000 0.000 87 0.000 0.000 88 0.000 0.000 89 0..000 0.000 90 0.000 0.000 91 0.000. 0.000 92 0.000 0.000 93 0.000 0.000 94 0.000 0.000 95 0.000 0.000 96 0.000 0.000 97 0.000 0.000 98 0.000 0.000 99 0.000 0.000 100 0.000 0.000 101 0.000 0.000 102 0.000 0.000 103 0.000 0.000 104 0.000 0.000 105 0.000 0.000 106 0.000 0.000 107 0.000 0.000 108 0.000 0.000 109 0.000 0.000 110 0.000 0.000 111 0.000 0.000 112 0.000 0.000 113 0.000 0.000 114 0.000 0.000 115 0.000 0.000 116 0.000 0.000 117 0.000 0.000 118 0.000 0.000 119 0.000 0.000 120 0.000 0.000 121 0.000 0.000 122 0.000 0.000 123 0.000 0.000 124 0.000 0.000 125 0.000 0.000 126 0.000 0.000 127 0.000 0.000 128 0.000 0.000 129 0.000 0.000 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144 145 . 146 147 148 149 150 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 I • UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) --------.---.------------------------------------------ (INCHES)' (INCHES) (INCHES) 1 .0.0540 ----------------------- 0.0486 0.0054 2 0.0585 0.0526 0.0058 3 0.0810 0.0729 0.0081 4 0.0945• 0.0850 0.0094 •5 0:1260 0.1134 0.0126 �• 6 0.1305 0.1174 0.0130 7 0.1710 0.1539 0.0171 8 0.2070, 0..1863 0.0207 9 0.2835 0.2166 0.0668 10 0.3690 0.2052 0.1638 11 0.3150 0.1942 0.1208 12 0.3285 0.1836 0.1449 13 0.4860 0.1734 0.3125 14 0.5130 0.1638 0.3492 15 0.4680 0.1546 0.3134 16 0.3825 0.1460 0.2365 17 0.0630 0.0567 0.0063 18 0:0855 0.0769 0.0085 19 0.•0585 0.0526 0.0058 20 0.0540 0.0486 0.0054 21 0.0495 0.0445 0.0049 . 22 0.0450 0..0405 0.0045 23 0.0405 0.0364 0.0040 24 0.0360 0.0324 0.0036 TOTAL•STORM RAINFALL(INCHES) = 4.50 TOTAL SOIL- LOSS(INCHES) = 2.66 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.84 ------------ - - - . TOTAL SOIL -LOSS - - - - - - - - - - - - - - - - - - - - - - - - - - VOLUME(ACRE -FEET) _ - - - - - - - - - - - - - - - - - .5.7643 - - - - - - - - - - -- - - - - - - TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 3.7416 2 4 - H O U R S T O R M R U N O F F H Y D R O G R A P H ------------------------------------=---------------- HYDROGRAPH IN FIVE - MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END =--------------------------------------------------------------------------- of Each Unit Intervals) TIME(HRS) -7-------------------------------------------------------------------------- VOLUME(AF) Q(CFS) 0. 2.5 5.0 7..5 10.0 i- 0.083 0.0009 0.13 Q 0.167 0.0018 0.13 Q 0.250 0.0.027 0.13 Q 0.333 0.0037 0.13 Q 0.417 0.0046 0.13 Q 0.500 0.0055 0.13 Q• 0:583 0.0064 0.13 Q 0.667 0.0073 0.13 Q 0.750 0.0082 0.13 Q• 0.833 0.0091 0.13 Q 0.917 0.0100 0.13, Q 1.000 0.0110 0.13 Q 1.083 0.0119 0.14 Q 1.167 0.0129 0.14 Q 1.250 0.0139, 0.14 Q 1.333 0.0149 0.14 Q 1.417 0.0159 0.14 Q 1.500 0.0169 0.14 Q 1.583 0.0179 0.14 Q 1.667 0.0189 0.14 Q 1.750 0.0199 0.14 Q _ 1.833 0.0209 0.14 Q 1.917 0.0218 0.14 Q 2.000 0.0228 0.14 Q 2.083 0.0242 0.20 Q 2.167 0.0256 0.20 Q 2.250 0.0269 0.20 Q 2.333 0.0283 0.20 Q 2.417 0.0297 0.20 Q 2.500 0.0311 0.20 Q 2.583 0:0324 0.20 Q 2..667 0.0338 0.20 Q 2.750 0.0352 0.20 Q 2.833 0.0365 0.20 Q 2.917 0.0379 0.20 Q 3.000 0.0393 0.20 Q 3.083 0.0409 0.23 Q 3.167 0:0425 0.23 Q 3.250 0.0441 0.23 Q 3.333 0.0457 0.23 Q 3.417 0.0473 0.23 Q _ 3.500 0.0489 0.23 Q 3.5'83 0.0505 0.23 Q 3.667 0.0521 0.23 Q 3.750 0.0537 0.23 Q 3.833 i 0.0553 0.23 Q 3.917 0.0569 0.23 Q 4.000 0.0585 0.23 Q 4.083 0.0606 0.31 VQ 4.167 0.0627 0.31 VQ 4.250 0.'0648 0.31 VQ 4.333 0.0670 0.31 VQ ! 4.417 0.0691 0.31 VQ 4.500 •0.0712. 0.31 VQ 4.583 0.0734 0.31 VQ 4.667 0.0755 0.31 VQ 4.750 0.0776 0.31 VQ 4.833 0.0798 0.31 VQ 4.917 0.0819 0.31 VQ 5.000 0.0840 0.31 VQ 5.083 0.0862 0.32 VQ 5.167 0.0884 0.32 VQ 5.250 0.0906 0.32 VQ 5.333 0.0929 0.32 VQ 5.417 0.0951 0.32 Q 5.500 0.0973 0.32 Q 5.583 0.0995 0.32 Q 5.667 0.1017 0.32 Q 5.750 0.1039 0.32 Q 5.833 0.1061 0.32 Q 5.917 0.1083' 0.32 Q 6.000 0.1105 0.32 Q 6.083 0.11.34 0 -.42 Q 6.167 0.1163 0.42 Q 6.250 0.1192 0.42 Q 6.333 0.1221 .0.42 Q 6.417 0.1250 0.42 Q 6.500 0.1279 0.42 Q 6.583 0.1308 0.42 Q 6.667 0.1337 0.42 Q 6.750 0.1365 0.42 Q 6.833 0.1394 0.42 Q 6.917 0.1423 0.42 Q 7.000 0.1452 0.42 Q 7.083 0.1487 0.51 .VQ 7.167 0.1522. 0.51 VQ 7.250 0.1557 0.51 VQ 7.333 0.1592 0.51 VQ 7.417 0.1627 0.51 VQ 7.500 0.1662 0.51 VQ 7.583 0.1697 0.51 VQ 7.667 0.1732 0.51 VQ- 7:750 0.1767 0.51 VQ 7.833 0.1802 0.51 VQ 7.917 0.1837 0.51 .VQ 8.000 i 0.1872 0.51 Q ' 8.083 0.1985 1.64 V Q 8.167 0.2098 1.64 V Q 8.250 0.2211 1.64 V Q 8.333 0.2325 1.64 V Q 8.417 0.2438 1.64 V Q 8.500 0.2551 1.64 V Q i 8.583 0.2664 1.64 V Q 8.667 0.2777 1.64 V Q 8.750 0.2890 1.64 V Q 8.833 0.3003 1.64 V Q 8.917 0.3116 1.64 V Q 9.000 0.3229 1.64 V Q 9.083 6.3506 4.02• V Q 9.167 0.3783 4.02 V Q 9.250 0.4060 4.02 V Q 9.333 0.4337 4.02 'V Q 9.417 0.4614 4.02 V Q 9.500 0.4891 4.02 V Q 9.583 0.5168 4.02 V Q 9.667 0.5445 4.02 V Q 9.750 0.5722 4.02 V Q 9.833 0.5999 4.02 V Q 9.917 0.6277 4.02 V Q 10.000 0.6554 4.02 V Q 10.083 0.6758 2.97 V Q 10 -.167 0'.6962 2.97 V Q 10.250 0.7167 2.97 V Q 10.333 0.7371 2.97 V Q 10.417 0.7575 2.97 V .Q 10.500 0.7780 2.97 V .Q 10.583 0.7984 2.97 V .Q 10.667 0.8189 2.97 V .Q 10.750 0.8393 2.97 V .Q. 10.833 0.8597 2.97 V.Q 10.917 0.8802 2.97 V.Q 11.000 0.9006 2.97 V.Q 11.083 0.9251 3.56 V. Q 11.167 0.9496 3.56 V Q 11.250 0.9741 3.56 V Q 11.333 0.9986 3.56. V Q 11.417 1.0232 3.56 V Q 11.500 1.0477 3.56 V Q. 11.563 1.0722 3.56 V Q 11.667 1.0967 3.56 V Q 11.750 1.1212 3.56 V Q 11.833 1.1457 3.56 V Q 11.917 1.1702 3.56 V Q 12.000 1.1947 3.56 V Q 12.0.83 1.2476 7.68 V Q 12.167 1.3005 7.68 V Q 12.250 1.3533 7.68 V Q 12.333 1.4062 7.68 V Q 12.417 1.4590 7.68 V Q 12.500 1.5119 7.68 V Q 12.583 1.5648 7.68 V Q 12.667 1.6176 •7.68 V Q 12.750 1.6705 7.68 V Q 12.833 1.7234 7.68 V Q 12.917 1.7762 7.68 V Q 13.000 1.8291 7.68 V. Q 13.083 1.8882 8.58 V Q 13.167 1.9472 8.58 V Q 13.250 2.0063 8.58 V Q . . t J 13.333 2.0653 8.58 13.417 2.1244 8.58 13.500 2.1835 8.58 j 13.583 2.2425 8.58 i 13.667 2.3016 8..58 - 13.750 2.3607 8.58 •i 13.833 2.4197 8.'58 13.917 2.4788 8.58 14.000 2.5379 8.58 14.083 2.5909 7.70 14.167 2.6439 7.70 14.250 2.6969 7.70 14.333 2.7499 7.70 1'4.417 2.8029. 7:70 14.500 2.8559 7.70 14.583 2.9089 7.70 14.667 2.9619 7.70 14.750 3.0149 7.70 14.833 i 3.0679 7.70 ' 14.917 3.1209 7.70 15.000 3.1739 7.70 15.083 3.2139 5.81 15.167 3.2539 5.81 15.250 3.2939 5.81 1.5.333 3.3339 5.81 15.417 3.3739 5.81 15.500 3.4139 5.81 15.583 3.4539 5.81 15.667 3.4939 5.81 - 15.750 3.5339 5.81 15.833 3.5739 5.81 15.917 3.6139 5.81 . 16.000 3.6539 5.81 16.083 3.6550 0.15 Q 16.167 3.6561 0.15 -Q 16.250 3.6571 0.15 Q 16.333 3.6582 0.15 Q 16.417 3.6593 . 0.15 Q 16.500 3.6603 0.15 Q 16.583 3.6614 0.15 Q 16.667 3.6625 0.15 Q 16.750 3.6635 0.15 Q 16.833 3.6646 0.15 Q 16.917 3.6657 0.15 Q 17.000 3.6667 0.15 Q 17.083 3.6682 0.21 Q 17.167 3.6696 0.21 Q 17.250 3.6711 0.21 Q 1.7.333 3.6725 0.21 Q 17.417 3.6740 -0.21 Q 17.500 3.6754 0.21 Q 17.583 3.6769 0.21 Q 17.667 3.6783 0.21 Q 17.750 3.6797 0.21 Q 17.833 3.6812 0.21 Q 17.917 3.6826 0.21 Q 18.000 3.6841 0.21 Q v Q - V Q v Q V Q V Q V Q V Q V Q V Q V Q v Q V Q VQ VQ Q QV QV Q v Q v Q v Q V Q V Q v Q v Q v Q V Q V Q V Q V Q V Q v . Q v Q v. v. V. V. V. V. V. V. V. V. V. V., v. V. V. V. V. V. V. v. V. v. V. V., V. ' 18.083 3.6851 0.14 Q 18.167 3.6861 ,0.14 Q 18.250 3.6871 0.14 Q 18.333 3.6880 0.14 Q 18.417 3.6890 0.14 Q 18.500 3.6900 0..14 Q 18.583 3.6910 0.14 Q 18•.667 3.6920 0.14 Q 18.750 3.6930 0.14 Q 18.833 .3.6940 0.14 Q 18.917 3..6950 0.14 Q 19.000 3.6960 0.14 Q 19.083 3.6969 0.13 Q 19.167 3.6978 0.13 Q 19.250 3.6987 0.13 Q 19.333 3.6996 0.13 Q 19.417 3.7005 0.13 Q 19.500 . 3.7014 0.13 Q 19.583 3.7023 0.13 Q 191667 3.7033 0.13 Q 19.750 3.7042 0.13 Q 19.833 3.7051 0.13 Q s 19.917 3.7060 0.13 Q 20.000 3.7069 0.13 Q 20..083 3.7078 0.12 Q i 20.167 3.7086 0.12 Q " 20.250 3.7094 0.12 Q 20.333 3.7103_ 0.12 Q 20.417. 3.7111 0.12 Q 20.500 3.7119 0.12 Q ' 20.583 3.7128 0.12 Q 20.667 3.7136 0.12 Q 20.750 3.7145 0.12 Q 20.833 3.7153 0.12 Q 20.917 3.7161 0.12 Q 21.000 3.7170 0.12 Q 21.083 3.7.177 0.11 Q 21.167 3.7185 0.11 Q 21.250 3.7192 0.11 Q 21.333 3.7200 0.11 Q 21.417 3.`7208 0.11 Q 21.500 3.7215 0.11 .Q 21.583 3.7223 0.11 Q 21.667 .3.7231 0.11. Q 21.750 3.7238 0.11 Q 21.833 3.7246 0.11 Q• 21.917 3.7253 0.11 Q 22.000 3.7261 .0.11 Q 22.083 3.7268 0.10 Q " 22.167 3.7275 0.10 Q 22.250 3.7282 0.10 Q 1 22.333 3.7288 0.10 Q 22.417 3.7295 0.10 Q 22.500 3.73.02 0.10 Q 22.583 3.7309 0.10 Q 22.667 3.7316 0.10 Q 22.750 3.7323 -0.10 Q V. V. V. V. V. V. V. V. V. V V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. 22 .833 3.7329 0.10 Q 22.917 3.7336 0.10 Q 23.000 3.7343 0.10 Q 23.083 3..7349 0.09 Q 23.166 3.7355 0.09 Q 23.250 3.7361 - 0.09 Q 23.333 3.7368 0.09 Q 23.416 3.7374 0.09 Q V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. V. f FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 3.1 -------------- --------------------------------------------------------------- >>>> >FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1« « <. INFLOW (STREAM 1) I. V _effective depth ----- - - - - -- I (and volume) detention I < - - >I outflow basin I I......... ----- - - - - -- I I \ I' I dead I basin outlet V I storage OUTFLOW --- - - - - -- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW- THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 . SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0..00 0.000 2 1.00 0.87 0.430 3 2.00 1.02 0.940 4 3.00 1.1.7 1:520 5 4.00 1.33 2.180 6 5.00 1.49 2.920 7 6.00 1.65 3.740 0.000 -------------------------------------------- MODIFIED-PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) . CLOCK MEAN TIME DEAD - STORAGE INFLOW, LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) ---------------------------------------------------------------------------- FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 0.083 0.000 0.13 0.00 0.00 0.0 0.001 0.167 0.000 0.13 0.00 0.00 0.0 0.002 0.250 0.000 0.13 0.00 0.01 0.0 0.003 0.333 0.000 0.13 0.00 0.01 0.0 0.004 0.417 0.000 0.13 0:00 0.01 0.0 0.004 0.500 0.000 0.13 0.00 0.01 0.0 0.005 0.583 0.000 0.13 0.00 0.01 0.0_ 0..006 0.667 0.000 0.13 0.00 0.02 0.0 0.007 0.750 0.000 0.13 0.00 0.02 0.0 O.00B 0.833 0.000 0.13 0.00 0.02 0.0 0.009 0.917 0.000 0.13 0.00 0.02 0.0 0.009 1.000 0.000 0.13 0.00 0.02 0.0 0:010 1.083 0.000 0.14 0.00 0.03 0.0 0.011 1.167 0.000 0.14 0.00 0.03 0.0 0.012 1.250 0.000 0.14 0.00 0.03 0.0 0.'013 1.333 0.000 0.14 0.00 0.03 0.0 0.013 1.417 0.000 0.14 0.00 0.03 0.0 0.014 1.500 0.000 0.14 0.00 0.03 0.0 0.015 1.583 .0.000 0.14 0.00 0.04 0.0 0.016 1.667 0.000 0.14 0.00 0.04 0.0 0.017 1.750 0.000 0.14 0.00 0.04 0.0 0.017 1.833 0.000 0.14 0.00 -0.04 0.0 0.018 _ 1.917• 0.000 0.14 0.00 0.04 0.0 0.019 2.000 0.000 0.14 0.00 0.05 0.0 0.019 2.083 0.000 0.20 0.00 0.05 0.0 0.021 2.167 0.000 0.20 0.00 0.05 0.0 0.022 2.250 0.000 0.20 0.00 0.05 0.0 0.023 2.333 0.000 0.20 0.00 0.06 0.0 0.024 2.417 0.000 0.20 0.00 0.06 0.0 0.025 2.500 0.000 0.20 0.00 0.06 0.1 0.026. 2.583 0.000 0.20 0.00 0.06 _0.1 0.027 2.667 0.000 0.20 0.00 0.06 0.1 0.028 2.750 0.000 0.20 0.00 0.07 0.1 0.029 2.833 0.000 0.20 0,.00 0.07 0.1 0.030 2.917 0.000 0.20 0.00 0.07 0.1 0.031 3.000 0.000 0.20 0.00 0.07 0.1 0.032 3.083 0.000 0.23 0.00 0.08 0.1 0.033 3.167 0.000 0.23 0.00 0.08 0.1 0.034 3.250 0.000 .0.23 0.00 0.08 0.1 0.035 3.333 0.000 0.23 0.00 0.08'. 0.1 0.036 3.417 0.000 0.23 0.00 .0.09 0.1 0.037 3.500 0.000 0.23 0.00 0.09 0.1 0.038 3.583 0.000 0.23 0.00 0.09 0.1 0.039 3.667 0.000 0.23 0.00_. 0.09 0.1 0..040 3.750 0.000 .0.23 0.00 0.10 0.1 0.041 3.833 0.000 0.23 0.00 0.10 0.1 0.042 3.917 .0.000 0.23 0.00 0.10 0.1 0.043 i 4.000 0.000 0.23 0.00 0.10 0.1 0.044 4.083 0.000 0.31 0.00 0.11 0.1 0.046 4:167 1 i 0.000 0.31 0.00 0.11 0.1 0.047 - MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS) j (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) ---------------------------------------------------------------------------- FILLED(AF) (CFS) (CPS) DEPTH(FT). (CFS) VOLUME (AF) 4.250 0.000 0.31. 0.00 0.11 0.1 0.049- 4.333 0.000 0.31 0.00 0.12 0.1 0.050 _ 4.417. 0.000 0.31 0.00 0.12 0.1 0.052 4.500 0.000 0.31 0.00 0.12 0.1 0.053 4.583 0.000 0.31 0.00 0.13 0.1 0.054 4.667 0.000 0.31 0.00 0.13 0.1 0.056 4.750 0.000 0.31 -0.00 0.-13 0.1 0..057 4.833 0.000 0.31 0.00 0.14 0..1 0.058 4.917 0.000 0.31 0.00 0'.14 0.1 0.060 5.000 .0.000 0.31 0.00 0.14 0.1 0.061 5.083 0.000 0.32 0.00 0.15 0.1 0.062 5.167 0.000 0.32 0.00 0.15 0.1 0.064 5.250 0.000 0.32 0.00 0.15 0.1 0.065 5.333 0.000 0.32 0.00 0.15 0.1 0.066 5.417 0.000 0.32 0.00 0.16 0.1 0.068 5.500 0.000 0.32 0.00 0.16 0.1 0.069 .5.583 0.000 0.32 0.00 0.16 0.1 0.070 5.667 0.000 0.32 0.00 0.17 0.1 0.071 5.750 0.000 0.32 0.00 0.17 0.1 0..073 5.833 0.000 0.32 0.00 0.17 0.1 0.074 5.917 0.000 0.32 0.00 0.17 0.2 0.075 6.000 0.000 0.32 0.00 0.18 0.2. 0.076 _ 6.083 0.000 0.42 0.00 0.18 0.2 0.078 6.167 0.000 0.42 0.00 0.19 0.2 0.080 6.250 0.000 0.42 0.00 0.19 0.2 0.081 6.333 0.000 0.42 0.00 0.19 .0.2 0.083 6.417 0.000 0.42 0.00 0.20 0.2 0.085 6.500 10.000 0.42 0.00 0.20 0.2 0.087 6.583 0.000 0.42 0.0.0 0.21 0.2 0.088 6.667 0.000 0.42 0.00 0.21 0.2 0.090 6.750 0.000 0.42 0.00 0.21 0.2 0.092 6.83 3 0.000 0.42 0.00 0.22 0.2 0.093 6.917 0.000 0.42 0.00 0.22 0.2 0.095 7.000 0.000 0.42 0.00 0.22 0.2 0.096 7.083 0.000 0.51 0.00 0.23 0.2 0.098 7.167 0.000 0.51 0.00 0.23 0.2 0.101 7.250 0.000 0.51 0.00 0.24 0.2 0.103 7.333 0.000 0.51 0.00 0.24 0.2, 0.105 7.417 0.000 0.51 0.00 0.25 0..2 0.107 7.500 0.000 0.51 0.00 0.25 0.2 0.109 7.583 0.000, 0.51 0.00 0.26 0.2 0.111 7.667 0.000 0.51 0.00 0 '.26 0.2. 0.113 7.750 0.000 0.51 0.00 0.27 0.2 0.115 7.833 0.000 0.51 0.00 .0.27 0.2 0.116 7.917 0.000 0.51 0.00 0.28 0.2 0.118 8.000 0.000 0.51 0.00 0.28 0.2 0.120 8.083 0.000 1.64 0.00 0.30 0.3 0.130 8.167 0.000 7..64 0.00 0.32 0.3 0.139 8.250 0.000 1.64 0.00 0.35 0.3 0.148 8.333 0.000 1.64 0.00 0.37 0.3 0.158 7 MbDIFIED -PULS BASIN ROUTING MODEL RESULTS (5-MINUTE COMPUTATION INTERVALS) (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN I. TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE' (HRS) ---------------------------------------------------------------------------- -.FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 8.417 0.000 1.64 0:00 0.39 0.3 0.167 8.500 0.000 1.64 0.00 0.41 0.3 0.176 8.583 0.000 1.64 0.00 0.43 0.4 0.184 8.667 0.000 1.64 0.00 0.45 0.4 0.193 8.750 0.000 1.64 0.00 0.47 -0.4 0.202 8.833 0.000 1.64 0.00 0.49 0.4 0.210 8.917 0.000 1.64 0.00 0.51 0.4 0.218 9.000 0.000 1.64 0..00 0.53 0.5 0.226 9.083 0.000 4.02 0.00 0.58 0.5 0.251 9.167 0.000 4.02 0.00 0.64 0.5 0.275 9.250 0.000 4.02 0.00 0.69 0.6 0.299 9.333 0.000 4.02 0.00 0.75 0.6 0.322 9.417 0.000 4.02 0.00 0.80 0.7 0.345 9.500 0.000 4.02 0.00 0.86 0.7 0.368 9.583 0.000 4.02 0.00 0.91 0.8 0.390 9.667 0.000 4.02 0.00 0.96 0.8 0.412 9.750 0.000 4.02 0.00 1.01 0.9 0.434 9.833 0.000 4.02 0.00 1.05 0.9 0.456 9.917 0.000 4.02 0.00 1.09 0.9 0.477 10.000 0.000 4.02 0.00 1.14 0.9 0.499 10.083 0.000 .2.97 0.00 1.16 0:9 0.513 10.167 0.000 2.97 0.00 1.19 0.9 0-.527 10.250 0.000 2.97 0.00 1.22 0.9 0.542 10.333 0.000 2.97 0.00 1.25 0.9 0.556 10.417 0.000 2.97 0.00 1.27 0.9 0.570 10.500 0.000 2.97 0.00 1.30 0.9 0.584 10.583 0.000 2.97 0.00 1.33 0.9 0.598 10.667 0.000 2.97 0.00 1.36 0.9 0.612 - 10.750 0.000 2.97 0.00 1.39 0.9 0.626 10.833 0.000 2.97 0.00 1.41 0.9 0.640 10.917 0.000 2.97 0.00 1.44 0.9 0.654 11.000 0.000 2.97 0.00 1.47 0.9 0.668 11.083 0.000 3.56 0.00 1.50 0..9 0.686 11.167 0.000 3.56 0.00 1.54 -1.0 0.704 11.250 0.000 3.56 0.00 1.57 1.0 0.722 11.333 0.000 `3.56 0:00 1.61 1.0 0.740 11.417 0..000 3.56 0.00 1.64 1.0 0.758 11.500_ 0.000 3.56 0.00 1.68 1.0 0.776 11.583 0.000 3.56 0.00 1.71 1.0 0.794 11.667 0.000 3.56 0.00 1.75 1.0 0.811 11.750 0.000 3.56 0.00 1.78 1.0 0.829 11.833 0.000 3.56 0.00 1.82 1.0 0.847 11.917 0.000 3.56 0.00 1.85 1.0 0.864 12.000 0.000 3.56 0.00 1.89 1.0 0.882 12.083 0.000 7.68 0.00 1.98 1.0 0.928 12.167 0.000 7.68 0.00 2.06 1.0 0.974 12.250 0.000 7.68 0.00 2.14 1.0 1.019 9ST'T I L£'Z 00'0 89'L 000'0 OOS'ZT TTT'T T 6Z'Z 00'0 89'L 000'0- LTv'ZT S90'T 0'T ZZ'Z 00'0 89'L 000'0 £££'ZT ' Y I MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5- MINUTE COMPUTATION INTERVALS) (Note: Computed'EFFECTIVE DEPTH and VOLUME are estimated at the clock time; J E MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD - STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE. (HRS) ---------------------------------------------------------------------------- FILLED(AF) (CFS) .(CFS) DEPTH(FT) (CFS) VOLUME(AF) 12.583 0.000 7.68 0.00 2.45 1.1 1.201 12.667 0.000 7.68 0.00 2.53 1.1 1.247 12.750 0.000 7.68 0.00 2.61 1,1 1.292 12.833' 0.000 7.68 0.00 2.68 1.1 1.337 12.917 0.000 7.68 0.00 2.76 1.1 1.382 13.000 .0.000 7.68 0.00 2..84 1.1 1.427 13.083 0.000 8.58 0.00 2.93 1.2 1.478 13.167 0.000 8.58 0.00 3.01 1.2 1.529 13.250 0.000 8.58 0.00- 3.09 1.2 1.580 13.333 0.000 8.58 0.00 3.17 1.2 1.631 13.417 0.000 8:58 0.00 3.25 1.2 1.682 ! 13.500 0.000 8.58 0.00 3.32 1.2 1:733, 13.583 0.000 8.58 0.00 3.40 1.2 1.783 13.667 0.000 8.58 0..00 3.48 1.2 1.834 13.750 0.000• 8.58 0.00 3.55 1.3 1.884 I 13.833 0.000 8.58 0.00 3.63 1.3. 1.934 13.917 0.000 8.58 0.00 3:70 1.3 1.985 14.000 0.000 8.58 0..00 3.78 1.3 2.035 14.083 0.000 7.70 0.00 3.85 1.3 2.079 14.167' 0.000 7.70 0.00 3.91 1.3 2.123 14.250 0.000 7.70 0.00 3.98 1.3 2.167 14.333 0.000 7.70 0.00 4.04 1.3 2.211 14.417 0.000 7.70 0.00 4.10 1.3 2.254 14.500 0.000 .7.70 0.00 4.16 1.3 2.298 14.583 0.000 7.70 0.00 4.22 1.4, 2.342 14.667 0.000 7.70 0.00 4.28 1.4 2.385 14.750 0.000 7.70 0.00 4.34 1.4 2.429 14.833 0.000 7.70 0.00 4.40 1.4 2.472 14.917 0.000 7.70 0.00 4.45 1.4 2.516 15.00.0 0.000 7.70 0.00 4.51 1.4 2.559 15.083 0.000 5.81 0.00 4.55 1.4 2.589 15.167 0.000 5.81 0.00 4.59 1.4 2.620 15.250 0.000 5.81 0.00 4.63 1.4 2.650 15.333 0.000 5.81 0.00 4.68 1.4 2.680 15.417 0.000 5.81 0.00 4.72 1.4 2.710 15.500 0.000 5.81 0.00 4.76 1.4 2.740 15.583 0.000 5.81 0.00 4.80 1.5 2.770 15.667 0.000 5.81 0.00 4.84 1:5 2.800 15.750 0.000 5.81 0.00 4.88 1..5 2.830 15.833 0.000 .5.81 0.00. 4.92 1.5 2.860 15.917 0.000 5.81 0.00 4.96 1.5. 2.890 16.000 0.000 5.81 0.00 5.00 1.5 2.919 16.083 0.000 0.15 0.00 4.99 1.5 2.910 16.167 0.000 0.15 0.00 4.97 1.5 2.901 16.250 0.000 0.15 0.00 4.96 1.5 2.892 16.333 0.000 0.15 0.00 4.95 1.5 2.883 16.417 I 0.000 0.15 0.00 4.94 � 1.5 2.874 16.500 0.000 0.15 0.00 4.93 1.5 2.865 16.583 0.000 0.15 0.00 .4.91 1.5 2.856 16.667 0.000 0.15 0.00 4:90 1.5 2.84.6 MODIFIED -PULS BASIN'ROUTING MODEL RESULTS(5- MINUTE.COMPUTATION INTERVALS) (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD.- STORAGE INFLOW LOSS ' EFFECTIVE OUTFLOW EFFECTIVE (HRS) ------------------------------------------------------------==-------- FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) • 16.750 0.000 0.15 0.00 4.89 1.5 - - - - -- 2.837 t 16.833 0.000 0.15 0.00 4.88 1.5 2.828 16.917 0.000 0.15 0.00 4.86 1.5 2.819 17.000 0.000 0.15 0.00 4.85 1.5 2.810 17.083 0.000 0.21 0.00 4.84 1.5 2.802 17.167 0.000 0.2.1 0.00 4.83 1.5 2.793 17.250 0.000. 0.21 0.00 4.82 1.5 2.784 17.333 0.000 0.21 0.00 4..81 1.5 2.776 17.417 0.000 0.21 0.00 4.79 1.5 2.767 17.500 0.000 0.21 0.00. 4.78 1.5 2.759 17.583 0.000 0.21 0.00 4.77 1.5 2.750 117.667 0.000 0.21 0.00 4.76 1.4 2.742 17.750 0.000 0.21 0.00 4.75 1.4 2.733 17.833 0.000 0.21 0.00 4.74 1.4 2.725 17.917 0.000 0.21 0.00 4.72 1.4 2.716 18.000 0.000 0.21 0.00 4.71 1.4 2.708 18.083 0.000 0.14 0.00 4.70 1.4 2.699 18.167 0.000 0.14 0.00 4.69 1.4 2.690 18.250 0.000 0.14 0.00 4.68 1.4 2.681 18.333 0.000 0.14 0.00 4.66 1.4 2.672 18.417 0.000 0.14 0.00 4.65 1.4 2.663 18.500 .0.000 0.14 0.00 4.64 1.4 2.654 _ 18.583. 0.000 0.14 0.00 4.63 1.4 2.645 18.667 0.000 0.14 0.00 4.62 1.4 2.637 18.750 0.000 0.14 0.00 4.60 1.4 2.628 18.833 0.000 0.14 0.00 4.59 1.4 2.619 ! 18.917 0.000 0.14 0.00 4.58 1.4 2.610 19.000 0.000 0.14 0.00 4.57 1.4 2.601 19.083 0.00'0 0.13 0.00 4.56 1.4 2.592 19.167 0.000 0.13. 0.00 4.55 1.4 2.584 19.250 0.000 0.13 0.00 4.53 1.4 2.575 19.333 0.000 0.13 0.00 4.52 1.4 2.566 19.417 .0.000 0.13 0.00 .4.51. 1.4 2.557 19.500 0.000 0.13 0.00 4.50 1.4 2.548 19.583 0.000 0.13 0.00 4.49 1.4 2.540 19.667 0.000 0.13 0.00 4.47 1.4 2.531 19.750 0.000 0.13 0.00 4.46 1.4 2.522 19.833 0.000 0.13 0.00* 4.45 1.4 2.513 19.917 0.000, .0. 13 0.00 4.44 1.4 2.505 20.000 0.000 0.13 0.00 4.43 1.4 2.496 20.083 0.000 0.12 0.00 4.42 1.4 2.487 20.167 0.000 0.12 0.00 4.40 1.4 2.478 20.250 0.000 0.12 0.00 4.39 1.4 2.470 20.333 0.000 0.12 0:00 4.38 1.4 2.461 20.417 0.000 0.12 0.00 4.37 1.4 2.452 20.500' 0.000 0.12 0.00 4.36 1.4 2.443 20.583 0.000 0.12 0.00 4.34 1.4 2.435 i 20.667 0.000 0.12 0.00 4.33 1.4 2.426 20.750 0.000 0.12 0.00 4.32 1.4 2.417 20.833 I 0.000 0.12 0..00 4.31 1.4 2.409 i 1 f