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31434
39 i` it it I I i r It I U HYDROLOGY HYDRAULICS B 0,RT Prepared date: June 9, 2008 Revised date: July 28, 2008 Revised date.- October 15, 2008 Revised dater November 10, 2008 3 PREPARED BY: 78 -900 Avenue 47 M.0 R S E Sum 208 Us Quinta, CA 92253 3. C H u t T z Voice: 760 -771 -4013 FAX: 760.771 -4073 EERS SURVEYORS Nov 12 ?� i CITY OF LA QU! NTA 78 -900 Avenue 47 . M O R S E Suite 208 Lo Quinta, U M53 ESS / S c H U L 7 z VO;w.760-771 -4013 Q�,OF Q C 9� FAX: 760- 7714073 2G) PLANNERS ENGINEERS SURVEYORS LO V' No. 20596 �" m Exp. 9 -30 -09 s�9T CIVIL F OF CAO1 TENTATIVE TRACT NO. 31434. /100 [File: C: \Wspg1\ 31434PGA TR31434 Appendix Index] Date JN 749-00 11/10/08 TENTATIVE TRACT 31'434 Hydrology & Hydraulics Report Contents: • Project Location • Protect Description • Appendices Appendix A: Rational Method Hydrology Calculations 1. Q1oo 2. Qjo Appendix B: Retention Basins - Unit Hydrograph Calculations 3. Retention Basin #1 - Q100 / 1 hr, 3hr, 6hr, 24hr duration storms 4. Retention Basin #2 - Q100 / 1 hr, 3hr, 6hr, 24hr duration storms Appendix C: Street Capacity Calculations 5: All Streets Appendix D: Nuisance Water Disposal System (NWDS) Calculations 6. NWDS Calculation & Maxwell Plus Drywell System Detail Appendix E: References 7. Precipitation 7. Intensity- Duration Curves Data 7. Runoff Index Numbers 7. Precipitation Table from the following chart: a. RCFC & WCD 2 year /1 hour b. RCFC & WCD 2 year /3hour c. RCFC & WCD 2 year /6hour d. RCFC & WCD 2 year /24hour e. RCFC & WCD 100 year /1 hour f. RCFC & WCD 100 year /3hour g. RCFC & WCD 100 year /6hour h. RCFC & WCD 100 year /24hour Appendix F: Pocket Map Exhibits 8. Plate 1 — Rational Method Hydrology Map 8. Plate 2 — Unit Hydrograph Method Hydrology Map �r is h HIG WAY 111 � w w � w V) N w O Z O � o 86 Q AIRPORT BOULEVARD Li Li af N PROJECT SITE AVENUE 60 0 TRACT 31434 Fr af Q AVENUE 61 = AVENUE 62 yKMTY MM N.T.S. I.\74900 \HYDRO \VICINrfy- MAP.dwg 11/06/08 Project Description The purpose of this report is to demonstrate that the proposed onsite retention basin and street and storm drain system are more than adequate to protect the proposed development from a 100 -year storm event. Ninety -four (94) single- family residential lots are proposed on this 31.0 -acre site located in the city of La Quinta. The project site is bounded by Tracts 30023 -1, 30023 -5 (residential sites) and Monroe Street to the north west south and .east respectively. P Y Based upon our field review and review of the record plans for Trilogy, Tentative Tract 31434 receives no offsite flows along it's north, west or south boundaries. Minor flows from the Monroe Street frontage will be conveyed to the proposed onsite retention basin. Storm water quantities falling on the site during the 100 -year storm for the 1 -hour, 3 -hour, 6 -hour and 24 -hour event have been calculated for the retention basin to be constructed with this development. Calculations indicate the 24 -hour event produces the highest total runoff for the retention basin and the quantity derived was used to size the basin. The Riverside County Flood Control Hydrology Manual does not include this site location on any of their Hydrology Soils Group Maps. For the purpose. of our calculations, we used Type "D" soil. The percolation rate in a retention :a basin shall be considered zero. Runoff was calculated using the Riverside County Rational Method, using software by Advanced Engineering Software (AES). 100 -year storm hydrology was calculated using parameters specified in the Riverside County Flood Control and Water Conservation District Hydrology Manual, and the rainfall intensities as outlined in section 13 of the City of La Quinta Engineering Bulletin #06 -16. Retention basin was sized using synthetic unit hydrograph calculation. Unit synthetic hydrograph calculation was performed on the UNRIV program by Civil Design Corporation, using parameters specified in the Riverside County Flood Control and Water Conservation District Hydrology Manual, and the rainfall intensities as outlined in section 13 of the City of La Quinta Engineering Bulletin #06- . 16. Street capacities were analyzed using Manning's Equation for open channel flow. G: \749 \00 \HYD\DESCRP.DOC MDS Consulting Phone(949)251 -8821 17320 Redhill Avenue, Suite 350 Fax(949)251 -0516 Irvine, CA 92614 Email :mdsirvine @mdsconsulfing.net HYDROGRAPH SUMMARY FOR RETENTION BASINS DEVELOPED CONDITIONS TENTATIVE TRACT NO. 31434 RETENTION BASIN #1 1 HR 3 HR 6 HR 24 HR CFS VOL (AC -FT) CFS VOL (AC -FT) CFS VOL (AC -FT) CFS VOL (AC -FT) 100 YR 126.7 3.9 54.1 4.6 42.1 4.9 10.3 5.0 RETENTION BASIN #2 1 HR 3 HR 6 HR 24 HR CFS VOL (AC -FT) CFS VOL (AC -FT) CFS VOL (AC -FT) CFS VOL (AC -FT) 100 YR 18.9 0.6 8.7 0.8 6.9 0.9 1.8 1.0 TRACT 31434 RETENTION BASIN 11/6/2008 CITY OF LA QUINTA [FILE:C: \WSPG1 \31434 \HYDROGRAPH - SUMMARY BASIN 1.xls ma I Ap�pen.dix A -1 RATIONAL METHOD CALCULATIONS loo YEAR STO R'M 78.900 Avenue 47 _ ¢° .:M O a S ! Suwv 208 la Qubft CA 92253 Voxe: 760 - 771 -4013 S C x u t r z FAX: 760-M-4073 P'LANN.ERS E4467NEERS SURVEYORS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 =2006 Advanced Engineering Software (aes) (Rational Tabling Version 6.OD) Release Date: 06/01/2005 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350, Irvine, CA 92614 Phone: (949). 251 -8821 Fax: (949) 251 -0516 Email: mdsirvine @mdsconsulting.net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TENTATIVE TRACT 31434 * PROPOSED HYDROLOGY * Q100 FREQUENCY ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: C: \AES2006 \HYDROSFT \RATSCX \31434 \OPTA.100 - -TIME /DATE OF STUDY: 13:18 11/04/2008 ----------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ----------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.770 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.980 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.900 SLOPE OF 10 -YEAR INTENSITY- DURATION CURVE = 0.5799047 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.4836910 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.900 SLOPE OF INTENSITY DURATION CURVE = 0.4837 RCFC &WCD HYDROLOGY MANUAL "C"- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL I� 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 18.5 13.0 0.020/0.020/0.020 0.50 2.00 0.0313 0.125 0.0150 2 32.0 27.0 0.020/0.020/0.020 0.67 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 1.00 TO NODE 3.00 IS CODE = 21 >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< «< u ASSUMED INITIAL SUBAREA UNIFORM_____ _______________________________ • DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 480.00 UPSTREAM ELEVATION(FEET) = 431.40. DOWNSTREAM ELEVATION(FEET) = 426.10 ELEVATION DIFFERENCE(FEET) = 5.30 TC = 0.393 *[( 480.00 * *3) /( 5.30)] * *.2 = 11.425 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.238 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8573 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 3.27 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 3.27 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 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.) = 11.42 RAINFALL INTENSITY(INCH /HR) = 4.24 TOTAL STREAM AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.27 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 21 -------------------------------------- =------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA.ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = ; 495:00 UPSTREAM ELEVATION(FEET) = 430.00 DOWNSTREAM ELEVATION(FEET) = 426.10 ELEVATION DIFFERENCE(FEET) = 3.90 TC = 0.393 *[( 495.00 * *3) /( 3.90)] * *.2 = 12.374 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.078 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8558 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 4:54 TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 4.54 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< - ----------------------------- - - - - -- -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.37 RAINFALL INTENSITY(INCH /HR) = 4.08 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.54 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA a NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.27 11.42 4.238 0.90 2 4.54 12.37 4.078 1.30 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 7.46 11.42 4.238 2 7.68 12.37 4.078 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.68 Tc(MIN.) = 12.37 TOTAL AREA(ACRES) = 2.20 LONGEST FLOWPATH FROM NODE 2.00 TO NODE 3.00 = 495.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 5.00 IS CODE = 31 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 419.90 DOWNSTREAM(FEET) = 416.70 FLOW LENGTH(FEET) = 190.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.79 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.68 PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 12.78 LONGEST FLOWPATH FROM NODE 2.00 TO NODE 5.00 = 685.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.78 RAINFALL INTENSITY(INCH /HR) = 4.01 TOTAL STREAM AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.68 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 420.00' h f_ u UPSTREAM ELEVATION(FEET) = 425.90 DOWNSTREAM ELEVATION(FEET) = 422.70 ELEVATION DIFFERENCE(FEET) = 3.20 TC = 0.393 *[( 420.00 * *3) /( 3.20')] * *.2 = 11.665 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.196 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8569 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 3.60 TOTAL AREA(ACRES) = 1:00 TOTAL RUNOFF(CFS) = 3.60 FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.196 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8569 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 6.11 TOTAL AREA(ACRES) = 2.70 TOTAL RUNOFF(CFS) = 9.71 TC(MIN..) = 11.66 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.66 RAINFALL INTENSITY(INCH /HR) = 4.20 TOTAL STREAM AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.71 ** CONFLUENCE DATA ** TABLE ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 7.68 12.78 4.014 2.20 2 9.71 11.66 4.196 2.70 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 16.72 11.66 4.19.6 2 16.97 12.78 4.014 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.72 Tc(MIN.) _ TOTAL AREA(ACRES) = 4.90 LONGEST FLOWPATH FROM NODE 2.00 TO NODE 11.66 5.00 = 685.00 FEET. -- FLOW - PROCESS - FROM - NODE - - -- 5.00 TO NODE - - - - -- 600 -IS -CODE = 31 - ------- - - - - -- ----------------- -- >>>>>COMPUTE- PIPE-FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 416.70 DOWNSTREAM(FEET) = 413.00 FLOW LENGTH(FEET) = 270.00 MANNING',S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS .15.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.53 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 16.72 PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 12.19 LONGEST FLOWPATH FROM NODE 2.00 TO NODE 6.00 = 955.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TIC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 _ INITIAL SUBAREA FLOW- LENGTH(FEET) = 470.00 UPSTREAM ELEVATION(FEET) = 427.60 DOWNSTREAM ELEVATION(FEET) = 424.00 ELEVATION DIFFERENCE(FEET) = 3.60 TC = 0.393 *[( 470.00 * *3) /( 3.60)] * *.2 = 12.188 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.107 SINGLE- FAMILY(1 /4 ACRE -LOT) RUNOFF COEFFICIENT = .8561 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 4.22 TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 4.22 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.107 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8561 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.52 TOTAL AREA(ACRES) = 2.20 TOTAL RUNOFF(CFS) = 7.74 TC(MIN.) = 12.19 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 11.00 TO NODE 13.00 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 418.00 DOWNSTREAM(FEET) = 416.20 FLOW LENGTH(FEET) = 290.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.1 INCHES I'l N PIPE -FLOW VELOCITY(FEET /SEC.) = 5.20 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.74 PIPE TRAVEL TIME(MIN.) = 0.93 Tc(MIN.) = 13.12 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 760.00 FEET. * xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx *xxx *xxxxxxxxx - -FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< -------------=-------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN..) = 13.12 RAINFALL INTENSITY(INCH /HR) = 3.96 TOTAL STREAM AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.74 xxxxxxxxxxxxxxxxxxxxxx *xxx *xxxxxxxxxxxxxxxxxxxxxxxx *xxx *xxxxxxxxxx* *xxxxxxxx - -FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 21 ---------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM_____ ____________________ ___________ DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 410.00 UPSTREAM ELEVATION(FEET) = 425.60 DOWNSTREAM ELEVATION(FEET) = 422.20 ELEVATION DIFFERENCE(FEET) = 3.40 TC = 0.393 *[( 410.00 * *3) /( 3.40)] * *.2 = 11.359 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.250 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8574 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 5.10 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 5.10 xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx - -FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.250 - SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8574 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 4.37 TOTAL AREA(ACRES) = 2.60 TOTAL RUNOFF(CFS) = 9.47 TC(MIN.) = 11.36 xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 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.) = 11.36 RAINFALL INTENSITY(INCH /HR) = 4.25 TOTAL STREAM AREA(ACRES) = 2.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.47 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 7.74 13.12 3.964 2 9.47 11.36 4.250 AREA (ACRE) 2.20 2.60 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CPS) (MIN.) (INCH /HOUR) 1 16.17 11.36 4.250 2 16.57 13.12 3.964 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.17 Tc(MIN.) = 11.36 TOTAL AREA(ACRES) = 4.80 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 760.00 FEET. FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 31 ---------------------------------------------------------------------- �" >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< • >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)« <<< ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 416.20 DOWNSTREAM(FEET) = 415.20 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.90 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 ' PIPE- FLOW(CFS) = 16.17 PIPE TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 11.92 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 960.00 FEET. FLOW PROCESS FROM NODE 14.00 TO NODE 14.0'0 IS CODE = 81 ---------------------------------------------------------------------------- - - >>>>> ADDITION -OF- SUBAREA- TO- MAINLINE�PEAK -FLOW<< « <_______________________ 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.151 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8913 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.37 TOTAL AREA(ACRES) = 4.90 TOTAL RUNOFF(CFS) = 16.54 TC(MIN.) = 11.92 FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 1 0 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.151 - COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8913 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.37 TOTAL AREA(ACRES) = 5.00 TOTAL RUNOFF(CFS) = 16.91 TC(MIN.) = 11.92 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 14.00 TO NODE 6.00 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<<<<< ELEVATION DATA UPSTREAM(FEET) = 415.20 DOWNSTREAM(FEET) = 413.00 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.68 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 16.91 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 12.13 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 6.00 = 1080.00 FEET. FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 11 - - >>>>> CONFLUENCE - MEMORY - BANK - # -1- WITH - THE - MAIN-STREAM - MEMORY <<<<<---- - - - - -- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 16.91 12.13 4.117 5.00 '�•( LONGEST FLOWPATH FROM NODE 10.00-TO NODE 6.00 = 1080.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA I� NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 16.72 12.19 4.107 4.90 LONGEST FLOWPATH FROM NODE 2.00 TO NODE 6.00 = 955.00 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 33.55 12.13 4.117 2 33.59 12.19 4.107 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 33.55 Tc(MIN.) = 12.13 TOTAL AREA(ACRES) = 9.90 FLOW PROCESS FROM NODE - -- 6_00 -TO- NODE - - - - -- 6.00 -IS -CODE = 12 --------------------------- ---------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< i ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 730.00 UPSTREAM ELEVATION(FEET) = 431.40 DOWNSTREAM ELEVATION(FEET) = 424.80 ELEVATION DIFFERENCE(FEET) = 6.60 TC = 0.393 *[( 730.00 * *3) /( 6.60)] * *.2 = 14.062 10.0 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.833 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8532 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 7.85 TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) = 7.85 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 21.00 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) = 418.80 DOWNSTREAM(FEET) = 418.50 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.81 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.85 PIPE TRAVEL TIME(MIN.) = 0.52 TC(MIN.) = 14.59 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 23.00 = 850.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 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.) = 14.59 RAINFALL INTENSITY(INCH /HR) = 3.77 TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.85 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 725.00 UPSTREAM ELEVATION(FEET) = 430.90 DOWNSTREAM ELEVATION(FEET) = 424:30 ELEVATION DIFFERENCE(FEET) = 6.60 • TC = 0.393 *[( 725.00 * *3) /( 6.60)] * *.2 = 14.004 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.841 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8533 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 6.88 TOTAL AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 6.88 FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 81 ------------------------------------------------------------------- » >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.841 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8533 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 4.26 ' TOTAL AREA(ACRES) = 3.40 TOTAL RUNOFF(CFS) = 11.14 TC(MIN.) = 14.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1 -- FLOW - PROCESS - FROM - NODE - - - -- 23.00 -TO- NODE - - -- -23 1 00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< - TOTAL NUMBER OF STREAMS = - = =2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.00 '1 - RAINFALL INTENSITY(INCH /HR) = 3.84 • TOTAL STREAM AREA(ACRES) = 3.40' PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.14 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 7.85 14.59 3.766 2.40 2 11.14 14.00 3.841 3.40 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 18.68 14.00 3.841 ' 2 18.77 14.59 3.766 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.68 Tc(MIN.) = 14.00 TOTAL AREA(ACRES) = 5.80 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 23.00 = 850.00 FEET. - -FLOW PROCESS FROM NODE 23.00 TO NODE 25.00 IS CODE = 31 ---------------------------------------------------------------------- • >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< -_>> >>> USING_ COMPUTER - ESTIMATED - PIPESIZE -( NON - PRESSURE- FLOW)<< « <-- ___- - - -. -_ ELEVATION DATA: UPSTREAM(FEET) = 418.50 DOWNSTREAM(FEET) = 417.10 FLOW LENGTH(FEET) = 275.00 MANNING'S N = 0.013 DEPTH OF PLOW IN 27.0 INCH PIPE IS 19.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.10 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 18.68 PIPE TRAVEL TIME(MIN.) = 0.75 Tc(MIN.) = 14.76 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 25.00 = 1125.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 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.) = 14.76 RAINFALL INTENSITY(INCH /HR) = 3.74 TOTAL STREAM AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.68 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< «< ASSUMED INITIAL SUBAREA UNIFORM_____ _______________________________ DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 295.00 UPSTREAM ELEVATION(FEET) = 426.30 DOWNSTREAM ELEVATION(FEET) = 423.80 i ELEVATION DIFFERENCE(FEET) = 2.50 TC = 0.393 *[( 295.00 * *3) /( 2.50)] * *.2 = 9.914 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.539 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8599 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 3.12 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 3.12 FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.539 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8599 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 2.73 TOTAL AREA(ACRES) = 1.50 TOTAL RUNOFF(CFS) = 5.85 TC(MIN.) = 9.91 FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 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.) = 9.91 RAINFALL INTENSITY(INCH /HR) = 4.54 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.85 ** CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 18.68 14.76 2 5.85 9.91 INTENSITY AREA (INCH /HOUR) (ACRE) 3.745 5.80 4.539 1.50 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 18.40 9.91 4.539 2 23.51 14.76 3.745 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 23.51 Tc(MIN.) = 14.76 TOTAL AREA(ACRES) = 7.30 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 25.00 = 1125.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 417.10 DOWNSTREAM(FEET) = 416.40 FLOW LENGTH(FEET) = 142.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.40 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 23.51 PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 15.12 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 26.00 = 1267.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE. PEAK FLOW <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.700 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8517 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.89 TOTAL AREA(ACRES) = 7.90 TOTAL RUNOFF(CFS) = 25.40 TC(MIN.) = 15.12 toFLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 81 ------------- ---- ------- ---- -------- ----- ---------- ----------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.700 SINGLE- FAMILY(1 /4 ACRE LOT.) RUNOFF COEFFICIENT = .8517 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.52 TOTAL AREA(ACRES) = 8.70 TOTAL RUNOFF(CFS) = 27.92 TC (MIN . ) = 15.12 FLOW PROCESS - FROM - NODE - - - -- 26.00 -TO- - - - -- NODE 7 200 -IS CODE = 31 -- - --------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 416.40 DOWNSTREAM(FEET) 416.10 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.55 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 27.92 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 15.29 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 27.00 = 1332.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS - FROM - NODE - - - -- 27.00 -TO- NODE - - - -- 2700 -IS CODE = 81 Ito >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< «< -------------------------------------------------=-------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.681 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8515 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.51 ' TOTAL AREA(ACRES) = 9.50 TOTAL RUNOFF(CFS) = 30.43 TC (MIN. ) = 15.29 -- FLOW - PROCESS -FROM NODE -- 2700 -TO- NODE - - - -- 27.00 81 -IS CODE = >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ' 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.681 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8515 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.25 TOTAL AREA(ACRES) = 9.90 TOTAL RUNOFF(CFS) = 31.68 TC(MIN.) = 15.29 - -FLOW PROCESS FROM NODE 27.00 TO NODE 30.00 IS CODE = 31- ---------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< - - >>>>> USING - COMPUTER -ESTIMATED - PIPESIZE- (NON - PRESSURE- FLOW) << «<----- - - - - -- • ELEVATION DATA: UPSTREAM(FEET) 416.10 DOWNSTREAM(FEET) 414.60 FLOW LENGTH(FEET) = 380.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.22 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 31.68 ' PIPE TRAVEL TIME(MIN.) = 1.02 Tc(MIN.) = 16.31 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 30.00 = 1712.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM NODE 30.00 -TO- NODE - - - -- 3000 -IS CODE = 1 ---------------------------------- --------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------------------------------------------- --------------- ---- --------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.31 RAINFALL INTENSITY(INCH /HR) = 3.57 ' TOTAL STREAM AREA(ACRES) = 9.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.68 FLOW PROCESS FROM NODE 28.00 TO NODE 30.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 355.00 UPSTREAM ELEVATION(FEET) = 425.30 DOWNSTREAM ELEVATION(FEET) = 422.00 ELEVATION DIFFERENCE(FEET) = 3.30 TC = 0.393 *[( 355.00 * *3) /( 3.30)] * *.2 = 10.481 i 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.419 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8589 ' SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 3.42 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 3.42 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 ---------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = - = =3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.48 RAINFALL INTENSITY(INCH /HR) = 4.42 TOTAL STREAM AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.42 FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 415.00 UPSTREAM ELEVATION(FEET) = 425.10 DOWNSTREAM ELEVATION(FEET) = 422.00 • ELEVATION DIFFERENCE(FEET) = 3.10 I, Ice TC = 0.393 *(( 415.00 * *3) /( 3.10)] * *.2 = 11.655 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.197 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8569 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 5.04 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 5.04 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE :INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 11.65 RAINFALL INTENSITY(INCH /HR) = 4.20 TOTAL STREAM AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.04 ** CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 31.68 16.31 2 3.42 10.48 3 5.04 11.65 INTENSITY AREA (INCH /HOUR) (ACRE) 3.568 9.90 4.419 0.90 4.197 1.40 ■ *****************, r******, t****, r, t*, tWARNING * * * * * * * *,t,t * *,t *,t * * * *,r ,r * * * * * * * * * *,t ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 28.30 10.48 4.419 2 30.92 11.65 4.197 3 38.72 16.31 3.568 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS. PEAK FLOW RATE(CFS) = 38.72 Tc(MIN.) = 16.31 ' TOTAL AREA(ACRES) = 12.20 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 30.00 = 1712.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.568 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8502 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.52 TOTAL AREA(ACRES) = 12.70 TOTAL RUNOFF(CFS) = 40.24 • TC (MIN. ) = 16.31 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ■ FLOW PROCESS FROM NODE 30.00 TO NODE 32.00 IS CODE = 31 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 414.60 DOWNSTREAM(FEET) = 413.80 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.20 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 40.24 PIPE TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 16.98 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 32.00 = 1962.00 FEET. FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------=------------------------------------------------------ ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.98 RAINFALL INTENSITY(INCH /HR) = 3.50 .TOTAL STREAM AREA(ACRES) = 12.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 40.24 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 390.00 UPSTREAM ELEVATION(FEET) = 424.80 DOWNSTREAM ELEVATION(FEET) = 422.20 ELEVATION DIFFERENCE(FEET) = 2.60 TC = 0.393 *[( 390.00 * *3) /( 2.60)] * *.2 = 11.630 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.202 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8570 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 4.32 TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 4.32 FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.202 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8570 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.08 TOTAL AREA(ACRES) = 1.50 TOTAL RUNOFF(CFS) = 5.40 TC(MIN.) = 11.63 -- FLOW - PROCESS - FROM - NODE - - - -- 32.00 -TO- NODE - - - -- 32.00 -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.) = 11.63 RAINFALL INTENSITY(INCH /HR) = 4.20 TOTAL STREAM AREA(ACRES) 1.50 ' PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.40 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 40.24 16.98 3.499 12.70 2 5.40 11.63 4.202 1.50 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. tio RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 32.96 11.63 4.202 2 44.73 16.98 3.499 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 44.73 Tc(MIN.) = 16.98 TOTAL AREA(ACRES) = 14.20 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 32.00 = 1962.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 413.80 DOWNSTREAM(FEET) = 413.50 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.41 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 44.73 PIPE TRAVEL TIME(MIN.) = 0.13 TC(MIN:) = 17.12 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 33.00 = 2022.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.485 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8491 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.48 TOTAL AREA(ACRES) = 14.70 TOTAL RUNOFF(CFS) = 46.21 TC (MIN.) = 17.12 • FLOW PROCESS FROM NODE 33.00 TO NODE 6.00 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 413.50 DOWNSTREAM(FEET) = 413.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 26.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.64 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 46.21 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 17.33 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 6.00 = 2122.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 81 ' >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.464 I, UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7977 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 6.63 TOTAL AREA(ACRES) = 17.10 TOTAL RUNOFF(CFS) = 52.84 TC(MIN.) = 17.33 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 11 1 » »> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY« «< ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) ' 1 52.84 17.33 3.464 17.10 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 6.00 = 2122.00 FEET.. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 33.55 12.13 4.117 9.90 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 6.00 = 1080.00 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 70.52 12.13 4.117 ' 2 81.07 17.33 3.464 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: .. PEAK FLOW RATE(CFS) = 81.07 Tc(MIN.) = 17.33 � TOTAL AREA(ACRES) = 27.00 FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 12 » » >CLEAR MEMORY BANK # 2 « «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 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) = 430.00 UPSTREAM ELEVATION(FEET) = 423.10 DOWNSTREAM ELEVATION(FEET) = 421.30 ' ELEVATION DIFFERENCE(FEET) = 1.80 TC = 0.303 *[( 430.00 * *3) /( 1:80)1 * *.2 = 10.247 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.467 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8919 ' SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) _ . 3.19 TOTAL AREA(ACRES) - 0.80 TOTAL RUNOFF(CFS) = 3.19 FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 415.50 DOWNSTREAM(FEET) = 413.90 ' FLOW LENGTH(FEET) = 520.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.30 ' ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.19 PIPE TRAVEL TIME(MIN.) = 2.62 Tc(MIN.) = 12.87 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 42.00 = 950.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.001 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8910 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 3.21 TOTAL AREA(ACRES) = 1.70 TOTAL RUNOFF(CFS) = 6.40 TC(MIN.) = 12.87 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 42.00 TO NODE 45.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< • - - >>>>> USING - COMPUTER-ESTIMATED - PIPESIZE- (NON - PRESSURE- FLOW)<< « < - -- - - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 413.90 DOWNSTREAM(FEET) = 413.50 FLOW LENGTH(FEET) = 120.00 MANNING'S'N = 0. "013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.03 ESTIMATED'PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 6.40 PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 13.37 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 45.00 = 1070.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.37 RAINFALL INTENSITY(INCH /HR) = 3.93' TOTAL STREAM AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.40 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 43.00 TO NODE 44.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH* *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 280.00 UPSTREAM ELEVATION(FEET) = 423.60 DOWNSTREAM ELEVATION(FEET) = 421.00 ELEVATION DIFFERENCE(FEET) = 2.60 TC = 0.393 *[( 280.00 * *3) /( 2.60)] * *.2 = 9.533 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.626 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8606 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 3.18 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 3.18 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 44.00 TO NODE 44.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.626 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8921 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.83 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 4.01 TC (MIN. ) = 9.53 FLOW PROCESS FROM NODE 44.00 TO NODE 45.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 415.00 DOWNSTREAM(FEET) = 413.50 FLOW LENGTH(FEET) = 230.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18'.0 INCH PIPE IS 8.8 INCHES �r I* PIPE -FLOW VELOCITY(FEET /SEC.) = 4.64 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE- FLO.W(CFS) = 4.01 PIPE TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 10.36 LONGEST FLOWPATH FROM NODE 43.00 TO NODE 45.00 = 1 510.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE.INDEPENDENT STREAM FOR CONFLUENCE« <<< >> »>AND"COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.36 RAINFALL INTENSITY(INCH /HR) = 4.44 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.01 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 6.40 13.37 3.928 1.70 2 4.01 10.36 4.443 1.00 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ' ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 8.97 10.36 4.443 2 9.94 13.37 3.928 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ' PEAK FLOW RATE(CFS) = 9.94 Tc(MIN.) = 13.37 TOTAL AREA(ACRES) = 2.70 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 45.00 = 1070.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 46.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< ' - - >>>>> USING - COMPUTER-ESTIMATED - PIPESIZE- (NON - PRESSURE- FLOW)<< « <----- - - - - -- ELEVATION DATA: UPSTREAM'(FEET) = 413.50 DOWNSTREAM(FEET) = 413.20 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 ' DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.79 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 ' PIPE- FLOW(CFS) = 9.94 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 13.61 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 46.00 = 1140.00 FEET. FLOW PROCESS FROM NODE 46.00 TO NODE 46.00 IS CODE = 81 ---------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 100 YEAR RAINFALL INT: COMMERCIAL DEVELOPMENT SOIL CLASSIFICATION IS SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) _ TC(MIN.) = 13.61 ENSITY(INCH /HOUR) = 3.894 RUNOFF COEFFICIENT = .8908 "D" 0.70 SUBAREA RUNOFF(CFS) = 2.43 3.40 TOTAL RUNOFF(CFS) = 12.37 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 46.00 TO NODE 47.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 413.20 DOWNSTREAM(FEET) = 413.00 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.81 ESTIMATED•PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 12.37 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 13.80 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 47.00 = 1195.00 FEET. FLOW PROCESS FROM NODE 47.00 TO NODE 47.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.868 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8072 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.87 TOTAL AREA(ACRES) = 4.00 TOTAL RUNOFF(CFS) = 14.24 TC(MIN.) = 13.80 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.00 TC(MIN.) = 13.80 PEAK FLOW RATE(CFS) = 14.24 END OF RATIONAL METHOD ANALYSIS N U Appendix A -2 RATIONAL METHOD CALCULATIONS 10 - YEAR STORM 78-900 Axwe 47 ,M O 2 S E Suifi 208 '.4.+ La QoWc4 CA 92253 S C H U L T Z Z Voices 760- 771.4013 FA%: 760.771 -4073 PL'ANNEA .E.`N.G1'NEERS SURVEYORS ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT ' (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2006 Advanced Engineering Software (aes) (Rational Tabling Version 6.OD) Release Date: 06/01/2005 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350, Irvine, CA 92614 Phone: (949) 251 -8821 Fax: (949) 251 -0516 ' Email: mdsirvine@mdsconsulting.net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • TENTATIVE TRACT 31434 * PROPOSED HYDROLOGY • Q10 FREQUENCY ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FILE NAME: C: \AES2006 \HYDROSFT \RATSCX \31434 \OPTA.10 TIME /DATE OF STUDY: 13:19 11/04/2008 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------------------------------------- USER.SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO.USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.770 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.980 100 -YEAR STORM 10- MINUTE INTENSITY HOUR =. INCH ( / ) 4.520 ' 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.900 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5799047 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.4836910 COMPUTED RAINFALL INTENSITY DATA: ' STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 0.990 SLOPE OF INTENSITY DURATION CURVE = 0.5799 RCFC &WCD HYDROLOGY MANUAL "C"- VALUES USED FOR RATIONAL METHOD NOTE: 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 18.5 13.0 0.020/0.020/0.020 0.50 2.00 0.0313 0.125 0.0150 2 32.0 27.0 0.020/0.020/0.020 0.67 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 1:00 TO NODE 3.00 IS CODE 21 >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 480.00 UPSTREAM ELEVATION(FEET) = 431.40 DOWNSTREAM ELEVATION(FEET) = 426.10 ELEVATION DIFFERENCE(FEET) = 5.30 TC = 0.393 *[( 480.00 * *3) /( 5.30)] * *.2 = 11.425 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.590 SINGLE- FAMILY(.1 /4 ACRE LOT) RUNOFF COEFFICIENT = :8341 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 1.94 TOTAL AREA {ACRES) = 0.90 TOTAL RUNOFF(CFS) = 1.94 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 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.) = 11.42 RAINFALL INTENSITY(INCH /HR) = 2.59 TOTAL STREAM AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.94 FLOW PROCESS FROM NODE. 2.00 TO NODE 3.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 495.00 UPSTREAM ELEVATION(FEET)- 430.00 DOWNSTREAM ELEVATION(FEET) = 426.10 ELEVATION DIFFERENCE(FEET) = 3.90 TC = 0.393 *[( 495.00 * *3) /( 3.90)] * *.2 = 12.374 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.473 SINGLE.- FAMILY(1 /4.ACRE LOT) RUNOFF COEFFICIENT = .8314 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 2.67 TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 2.67 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.37 RAINFALL INTENSITY(INCH /HR) = 2.47 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.67 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.94 11.42 2.590 0.90 2 2.67 12.37 2.473 1.30 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 4.41 11.42 2.590 2 4.53 12.37 2.473 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.53 Tc(MIN.) = 12.37 TOTAL AREA(ACRES) = 2.20 LONGEST FLOWPATH FROM NODE 2.00 TO NODE 3.00 = 495.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 5.00 IS CODE = 31 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 419.90 DOWNSTREAM(FEET) = 416.70 FLOW LENGTH(FEET) = 190.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.2 INCHES ' PIPE -FLOW VELOCITY(FEET /SEC.) = 6.81 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.53 PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 12.84 LONGEST FLOWPATH FROM NODE 2.00 TO NODE 5.00 = 685.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' -- FLOW - PROCESS - FROM - NODE - - -- 5.00 TO NODE - 500 -IS- CODE 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ' TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME'OF CONCENTRATION.(MIN.) = 12.84 RAINFALL INTENSITY(INCH /HR) = 2.42 TOTAL STREAM AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.53 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM NODE - - -- 400 -TO- NODE - - - -- -5.00 IS CODE = 21 -------------------------- ------------------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 'ASSUMED INITIAL SUBAREA UNIFORM • DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[( LENGTH * *3) /(ELEVATION CHANGE)] * *.2 ' INITIAL SUBAREA FLOW- LENGTH(FEET) = 420.00 1 " UPSTREAM ELEVATION(FEET) = 425.90 DOWNSTREAM ELEVATION(FEET) = 422.70 ELEVATION DIFFERENCE(FEET) = 3.20 ' TC = 0.393 *(( 420.00 * *3) /( 3.20)] * *.2 = 11.665 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.559 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8334 SOIL CLASSIFICATION IS "D" ' SUBAREA RUNOFF(CFS) = 2.13 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 2.13 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM NODE - - -- 500 -TO- NODE - - -- -5_00 IS CODE = 81 -------------------------- ------------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ' 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.559 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8334 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 3.63 TOTAL AREA(ACRES) = 2.70 TOTAL RUNOFF(CFS) = 5.76 TC(MIN.) = 11.66 FLOW PROCESS - FROM - NODE - - - - -- 500 -TO- - - - - -- NODE 5_00 -IS CODE = 1 -- - --------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ' - ->> >>> AND - COMPUTE - VARIOUS- CONFLUENCED- STREAM- VALUES<<<<<------------- - - - - -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.66 RAINFALL INTENSITY(INCH /HR) = 2.56 TOTAL STREAM AREA(ACRES) = 2.70 ' PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.76 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA ' NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.53 12.84 2.420 2.20 2 5.76 11.66 2.559 2.70 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.87 Tc(MIN.) _ TOTAL AREA(ACRES) = 4.90 • LONGEST FLOWPATH FROM NODE 2.00 TO NODE 11.66 5.00 = 685.0.0 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 9.87 11.66 2.559 2 9.97 12.84 2.420 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.87 Tc(MIN.) _ TOTAL AREA(ACRES) = 4.90 • LONGEST FLOWPATH FROM NODE 2.00 TO NODE 11.66 5.00 = 685.0.0 FEET. FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 31 ----------------------------------------------------------- ----------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 416.70 DOWNSTREAM(FEET) = 413.00 FLOW LENGTH(FEET) = 270.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.57 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 9.87 PIPE TRAVEL TIME(MIN.) = 0.59 Tc(MIN.) = 12.26 LONGEST FLOWPATH FROM NODE 2.00 TO NODE 6.00 = 955.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK ## 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 470.00 UPSTREAM ELEVATION(FEET) = 427.60 DOWNSTREAM ELEVATION(FEET) = 424.00 ELEVATION DIFFERENCE(FEET) = 3.60 TC = 0.393 *[( 470.00 * *3) /( 3.60)] * *.2 = 12.188 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.494 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8319 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 2.49 TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 2.49 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 10-YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.494 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8319 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.08 TOTAL AREA(ACRES) = 2.20 TOTAL RUNOFF(CFS) = 4.57 TC(MIN.) = 12.19 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 11.00 TO NODE 13.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 418.00 DOWNSTREAM(FEET) = 416.20 FLOW LENGTH(FEET) = 290.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 ' DEPTH•OF FLOW IN 18.0 INCH PIPE IS 9.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.71 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = ' PIPE- FLOW(CFS) = 4.57 PIPE TRAVEL TIME(MIN.).= 1.03 Tc(MIN.) = 13.21 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 1 760.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 --------------------------- -------------- 7 ---------------------------------- >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES.USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.21 ' RAINFALL INTENSITY(INCH /HR) = 2.38 TOTAL STREAM AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.57 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 21 ---------------------------------------------------------------------------- - - >>>>> RATIONAL - METHOD - INITIAL - SUBAREA- ANALYSIS<< «<------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 1 INITIAL SUBAREA FLOW- LENGTH(FEET) = 410.00 UPSTREAM ELEVATION(FEET) = 425.60 DOWNSTREAM ELEVATION(FEET) = 422.20 ELEVATION DIFFERENCE(FEET). = 3.40 TC = 0.393 *[( 410.00 * *3) /( 3.40)] * *.2 = 11.359 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.598 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8343 ' SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 3.03 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 3.03 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- - - >>>>> ADDITION -OF- SUBAREA -TO- MAINLINE - PEAK - FLOW <<<<<_____________ __________ 10 YEAR RAINFALL INTENSITY (INCH /HOUR) = 2.598 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8343 ' SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.60 TOTAL AREA(ACRES) = 2.60 TOTAL RUNOFF(CFS) = 5.64 TC (MIN. ) = 11.36 FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 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.) = 11.36 RAINFALL INTENSITY(INCH /HR) = 2.60 ' TOTAL STREAM AREA(ACRES) = 2.60 ' PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.64 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY - AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.57 13.21 2.380 2.20 2 5.64 11.36 2.598 2.60 IN THIS COMPUTER PROGRAM, THE CONFLUENCE.VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA ' WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** ' STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 9.56 11.36 2.598 2 9.73 13.21 2.380 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.56 Tc(MIN.)'= 11.36 TOTAL AREA(ACRES) = 4.80 ' LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 760.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM.NODE 13.00 TO NODE 14.00 IS CODE = 31 ---------- ------- ----- ----- ------------- ---------------------- Ito, >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA< « << >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ' ELEVATION DATA: UPSTREAM(FEET) = 416.20 DOWNSTREAM(FEET) = 415.20 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.12 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 9.56 PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 12.01 ' LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 960.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ' -- >>>>>ADDITION�OF- SUBAREA -TO- MAINLINE - PEAK -FLOW<< «<----------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.516 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8865 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 4.90 TOTAL RUNOFF(CFS) = 9.78 ' TC(MIN.) = 12.01 FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 » >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.516 � I COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8865 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.10. SUBAREA RUNOFF(CFS) = 0.22 ' TOTAL AREA(ACRES) = 5.00 TOTAL RUNOFF(CFS) = 10.01 TC(MIN.) = 12.01 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** t FLOW PROCESS FROM NODE - - - -- 14.00 -TO- NODE - - - - -- 6.00 -IS -CODE = 31 ------------------ - - - - -- ---------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< 1 ELEVATION DATA: UPSTREAM(FEET) = 415.20 DOWNSTREAM(FEET) = 413.00 - FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 ' DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.54 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 10.01 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 12.24 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 6.00 = 1080.00 FEET. FLOW PROCESS FROM NODE 6.00 TO NODE -- 6_00 -IS CODE = 11 >>>>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ' ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 10.01 12.24 2.488 5.00 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 6.00 = 1080.00 FEET. I ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 9.87 12.26 2.486 4.90 LONGEST FLOWPATH FROM NODE 2.00 TO NODE 6.00 = 955..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 19.87 12.24 2.488 ' 2 19.87 12.26 2.486 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 19.87 Tc(MIN.) = 12.24 1 TOTAL AREA(ACRES) = 9.90 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW . PROCESS -FROM - NODE - - - - -- 6_00 -TO- NODE - - - - -- 6.00 -IS CODE = 12 >>>> >CLEAR MEMORY BANK # 1 « «< 1 FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 10 ---------------------------------------------------------------------------- ' >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS - FROM - NODE - - - -- 20.00 -TO- - - - -- NODE 21.00 -IS CODE = 21 -- - --------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< --------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM - - -- - DEVELOPMENT IS - SINGLE --- FAMILY --- (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 730.00 UPSTREAM ELEVATION(FEET) = 431.40 DOWNSTREAM ELEVATION(FEET) = 424.80 ELEVATION DIFFERENCE(FEET) = 6.60 TC = 0.393 *[( 730.00 * *3) /( 6.60)] * *.2 = 14.062 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.296 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8270 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = . 4.56 TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) = 4.56 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 21.00 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) = 418.80 DOWNSTREAM(FEET) _ 418.50 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.27 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.56 ' PIPE TRAVEL TIME(MIN.) = 0.61 Tc(MIN.) = 14.67 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 23.00 = 850.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS - FROM - NODE - - - -- 23.00 -TO- NODE - - - -- 23_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.) = 14.67 RAINFALL INTENSITY(INCH /HR) = 2.24 ' TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.56 - -FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 21 ---------------------------------------------------------------------- j >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 725.00 1 a UPSTREAM ELEVATION(FEET) = 430.90 DOWNSTREAM ELEVATION(FEET) = 424.30 ELEVATION DIFFERENCE(FEET) = 6.60 TC = 0.393 *[( 725.00 * *3) /( 6.60)] * *.2 = 14.004 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.301 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8272 SOIL CLASSIFICATION IS "D" SUBAREA.RUNOFF(CFS) = 4.00 TOTAL AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 4.00 - -FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 81 ---------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.301 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8272 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.47 TOTAL AREA(ACRES) = 3.40 TOTAL RUNOFF(CFS) = 6.47 TC (MIN. ) = 14.00 FLOW PROCESS FROM NODE 23.00 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.) = 14.00 RAINFALL INTENSITY(INCH /HR) = 2.30 TOTAL STREAM AREA(ACRES) = 3.40 ' PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.47 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) ' 1 4.56 14.67 2.240 2.40 2 6.47 14.00 2.301 3.40 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. 1 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.82 Tc(MIN.) _ TOTAL AREA(ACRES) = 5.80 IleLONGEST FLOWPATH FROM NODE 20.00 TO NODE 14.00 23.00 = 850.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 10.82 14.00 2.301 2 10.86 14.67 2.240 1 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.82 Tc(MIN.) _ TOTAL AREA(ACRES) = 5.80 IleLONGEST FLOWPATH FROM NODE 20.00 TO NODE 14.00 23.00 = 850.00 FEET. Ice FLOW PROCESS FROM NODE 23.00 TO NODE 25.00 IS CODE = 31 - - ------------------------------------------------------------=--------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 418.50 DOWNSTREAM(FEET) = 417.10 FLOW LENGTH(FEET) = 275.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.22 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 10.82 PIPE TRAVEL TIME(MIN.) = 0.88 Tc(MIN.) = 14.88 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 25.00 = 1125.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 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.) = 14.88 RAINFALL INTENSITY(INCH /HR) = 2.22 TOTAL STREAM AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.82 FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 295.00 UPSTREAM ELEVATION(FEET) = 426.30 DOWNSTREAM ELEVATION(FEET) = 423.80 ELEVATION DIFFERENCE(FEET) = 2.50 TC = 0.393 *[( 295.00 * *3) /( 2.50)] * *.2 = 9.914 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.812 1 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8386 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 1.89 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 1.89 FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 81 ------------------------- --------------------------------------------------- - - >>>>> ADDITION -OF- SUBAREA -TO- MAINLINE.- PEAK -FLOW<< «<----------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.812 SINGLE- FAMILY(.1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8386 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.65 TOTAL AREA(ACRES) = 1.50 TOTAL RUNOFF(CFS) = 3.54 TC(MIN.) = 9.91 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 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.) = 9.91 RAINFALL INTENSITY(INCH /HR) = 2.81 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.54 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 10.82 14.88 2.222 5.80 2 3.54 9.91 2.812 1.50 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 10.75 9.91 2.812 2 13.62 14.88 2.222 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.62 Tc(MIN.) = 14.88 TOTAL AREA(ACRES) = 7.30 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 25.00 = 1125.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 417.10 DOWNSTREAM(FEET) = 416.40 FLOW LENGTH(FEET) = 142.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.56 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 13.62 PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 15.31 LONGEST FLOWPATH FROM NODE . 20.00 TO NODE 26.00 = 1267.00 FEET. FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION` OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.186 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8240 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.08 TOTAL AREA(ACRES) = 7.90 TOTAL RUNOFF(CFS) = 14.70 TC(MIN.) = 15.31 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 81 ----------------------------------------------------------.------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.186 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8240 SOIL CLASS IFICATION..IS "D!' SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.44 TOTAL AREA(ACRES) = 8.70 TOTAL RUNOFF(CFS) = 16.14 TC(MIN.) = 15.31 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) = 416.40 DOWNSTREAM(FEET) = 416.10 FLOW LENGTH(FEET) = 65.00 MANNING .'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.71 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 16.14 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 15.50 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 27.00 = 1332.00 FEET. - -FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 81 ---------------------------------------------------------------------- . >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOWc« << ---------------------------------------------------------------------------- ---------------------------------------------------------------- 1 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.170 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8235 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.43 TOTAL AREA(ACRES) = 9.50 TOTAL RUNOFF(CFS) = 17.57 TC(MIN.) = 15.50 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH %HOUR) = 2.170 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8235 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES).= 0.40 SUBAREA RUNOFF(CFS) = 0.71 TOTAL AREA(ACRES) = 9.90 TOTAL RUNOFF(CFS) = 18.28 TC(MIN.) = 15.50 FLOW PROCESS FROM NODE 27.00 TO NODE 30.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< - - >>>>> USING - COMPUTER-ESTIMATED - PIPESIZE- (NON - PRESSURE- FLOW) <<<<<----- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 416.10 DOWNSTREAM(FEET) = 414.60 .' FLOW LENGTH(FEET) = 380.00 MANNING'S N = 0.013 1 DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) 5.43 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 18.28 PIPE TRAVEL TIME(MIN.) = 1.17 Tc(MIN.) = 16.66 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 30.00 = 1712.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 ----------------7-------------7--------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN) = 16.66 RAINFALL INTENSITY(INCH /HR) = 2.08 A( TOTAL STREAM AREACRES) 9.90 'PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.28 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 28.00 TO NODE 30.00 IS CODE = 21 ---------------------------------------------------------------------------- - ->> >>> RATIONAL - METHOD - INITIAL_ SUBAREA- ANALYSIS<< «<------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 355.00 UPSTREAM ELEVATION(FEET) = 425.30 DOWNSTREAM ELEVATION(FEET) = 422.00 ELEVATION DIFFERENCE(FEET) = 3.30 TC = 0.393 *[( 355.00 * *3) /( 3.30)] * *.2 = 10.481 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.723 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8368 1 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 2.05 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 2.05 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.48 RAINFALL INTENSITY(INCH /HR) = 2.72 TOTAL STREAM AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.05 FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE-FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 415.00 UPSTREAM ELEVATION(FEET) = 425.10 DOWNSTREAM ELEVATION(FEET) = 422.00 1 i ELEVATION DIFFERENCE(FEET) = 3.10 TC = 0.393 *[( 415.00 * *3) /( 3.10)] * *.2 = 11.655 .10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.560 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8334 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 2.99 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 2.99 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 11.65 RAINFALL INTENSITY(INCH /HR) = 2.56 TOTAL STREAM AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.99 * *. CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 18.28 16.66 2 2.05 10.48 3 2.99 11.65 INTENSITY AREA (INCH /HOUR) (ACRE) 2.081 9.90 2.723 0.90 2.560 1.40 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 16.24 10.48 2.723 2 17.70 11.65 2.560 3 22.28 16.66 2.081 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 22.28 Tc(MIN.) = .16.66 TOTAL AREA(ACRES) = 12.20 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 30.00 = 1712.00 FEET. ' FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------------- - - >>>>> ADDITION -OF- SUBAREA- TO- MAINLINE.PEAK -FLOW<< «<--------+-------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.081 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8208 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.85 TOTAL AREA(ACRES) = 12.70 TOTAL RUNOFF(CFS) = 23.13 TC(MIN.) = 16.66 1 - -FLOW PROCESS FROM NODE 30.00 TO NODE 32.00 IS CODE = 31 ---------------------------------------------------------------------- 1 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 414.60 DOWNSTREAM(FEET) = 413.80 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.45 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 23.13 PIPE TRAVEL TIME(MIN.) = 0.77 Tc(MIN.) = 17.43 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 32.00 = 1962.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< - =TOTAL NUMBER OF STREAMS = - = =2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.43 RAINFALL INTENSITY(INCH /HR) = 2.03 TOTAL STREAM AREA(ACRES) = 12.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.13 FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 21 - - >>>>> RATIONAL - METHOD - INITIAL- SUBAREA- ANALYSIS<< «<------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 390.00 UPSTREAM ELEVATION(FEET) = 424.80 DOWNSTREAM ELEVATION(FEET) = 422.20 ELEVATION DIFFERENCE(FEET) = 2.60 TC = 0.393 *[( 390.00 * *3) /( 2.60)] * *.2 = 11.630 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.563 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8335 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 2.56 TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 2.56 FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.563 - SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8335 �. SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.64 TOTAL AREA(ACRES) = 1.50 TOTAL RUNOFF(CFS) = 3.20 TC(MIN.) = 11.63 • - -FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 1 - ------- ----- ----- ---------- --- ----- ---------- --- ----- -- - ------------- u >>>>>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.) = 11.63 RAINFALL INTENSITY(INCH /HR) = 2.56 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.20 **'CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 23.13, 17.43 2 3.20 11.63 INTENSITY AREA (INCH /HOUR) (ACRE) 2.027 12.70 2.563 1.50 IN.THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 18.64 11.63 2.563 2 25.67 17.43 2.027 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 25.67 Tc(MIN.) = 17.43 TOTAL AREA(ACRES) = 14.20 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 32.00 = 1962.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 413.80 DOWNSTREAM(FEET) = 413.50 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.52 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 25.67 PIPE.TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 17.58 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 33.00 = 2022.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE = 81 -------------------------=-------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.017 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8187 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.83 TOTAL AREA(ACRES) = 14.70 TOTAL RUNOFF(CFS) = 26.49 Ito: 'I'C (MIN. ) = 17.58 • FLOW PROCESS FROM NODE 33.00 TO- NODE - - - - -- 6.00 -IS -CODE = 31 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 413.50 DOWNSTREAM(FEET) = 413.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 ' DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.55 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 26.49 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 17.84 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 6.00 = 2122.00 FEET. -- FLOW - PROCESS - FROM - NODE - - - - -- 6_00 -TO- NODE - - - - -- 6_00 -IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.000 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7364 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 3.54 TOTAL AREA(ACRES) = 17.10 TOTAL RUNOFF(CFS) = 30.03 TC(MIN.) = 17.84 - FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 11 >>>>> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY <<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 30.03 17.84 2.000 17.10 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 6.00 = 2122.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 19.87 12.24 2.488 9.90 ' LONGEST FLOWPATH FROM NODE 10.00 TO NODE 6.00 = 1080.00 FEET. ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) ' 1 40.48 12.24 2.488 2 46.00 17.84 2.000 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 46.00 Tc(MIN.) = 17.84 TOTAL AREA(ACRES) = 27.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 12 ---------------------------------------------------------------------------- >> >>>CLEAR MEMORY BANK # 2 <4<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ----------------------------------------------------------------------=----- ---------------------------------------------------------------------------- AS.SUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 430.00 UPSTREAM ELEVATION(FEET) = 423.10 DOWNSTREAM ELEVATION(FEET) = 421.30 ELEVATION DIFFERENCE(FEET) = 1.80 TC = 0.303 *(( 430.00 * *3) /( 1.80)] * *.2 = 10.247 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.758 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8875 SOIL CLASSIFICATION IS "Dt° SUBAREA RUNOFF(CFS) = 1.96 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 1.96 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 31 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 415.50 DOWNSTREAM(FEET) = 4.13.90 FLOW LENGTH(FEET) = 520.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.92 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.96 PIPE TRAVEL TIME(MIN.) = 2.97 Tc(MIN.) = 13.22 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 42.00 = 950.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.380 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8858 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 1.90 TOTAL AREA(ACRES) = 1.70 TOTAL RUNOFF(CFS) = 3.86 TC(MIN.) = 13.22 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 42.00 TO NODE 45.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 413.90 DOWNSTREAM(FEET) = 413.50 FLOW.LENGTH(FEET) 120.00 MANNING'S N =. 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.56 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.86 PIPE TRAVEL.TIME(MIN.) = 0.56 Tc(MIN.) = 13.78 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 45.00 = 1070.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.78 RAINFALL INTENSITY(INCH /HR) = 2.32 TOTAL STREAM AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.86 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 43.00 TO NODE 44.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 280.00 UPSTREAM ELEVATION(FEET) = 423.60 DOWNSTREAM ELEVATION(FEET) = 421.00 ELEVATION DIFFERENCE.(FEET) = 2.60 TC = 0.393 *[( 280.00 * *3) /( 2.60)] * *.2 = 9.533 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.876 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8398 SOIL CLASSIFICATION IS "D" SUBAREA RUNOFF(CFS) = 1.93 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 1.93 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 44.00 TO NODE 44.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.876 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8880 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.51 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 2.44 TC(MIN.) = 9.53 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 44.00 TO NODE 45.00 IS CODE = 31 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<<<<< -------------------------------------------------------------------------=-- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 415.00 DOWNSTREAM(FEET) = 413.50 FLOW LENGTH(FEET) = 230.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW.IN 18.0 INCH PIPE IS 6.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.07 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.44 PIPE TRAVEL TIME(MIN.) = 0.94 Tc(MIN.) = 10.48 LONGEST FLOWPATH FROM NODE 43.00 TO NODE 45.00 = 510.0.0 FEET. FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< i>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10:48 RAINFALL INTENSITY(INCH /HR) = 2.72 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.44 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.86 13.78 2.323 1.70 2 2.44 10.48 2.723 1.00 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ' CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 5.37 10.48 2.723 2 5.94 13.78 2.323 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.94 Tc(MIN.) = 13.78 TOTAL AREA(ACRES) = 2.70 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 45.00 = 1070.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 46.00 IS CODE = 31 ---------------------------------------------------------------------------- >> >>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW).<<<< < ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 413.50 DOWNSTREAM(FEET) = 413.20 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.28 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 5.94 PIPE TRAVEL TIME(MIN.) = 0.27 TC(MIN.) = 14.05 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 46.00 = 1140.00 FEET. FLOW PROCESS FROM NODE 46.00 TO NODE 46.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.297 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8854 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.42 TOTAL AREA(ACRES) = 3.40 . TOTAL RUNOFF(CFS) = 7.36 TC(MIN.) = 14.05 FLOW PROCESS FROM NODE 46.00 TO NODE 47.00 IS CODE = 31 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 413.20 DOWNSTREAM(FEET) = 413.00 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.29 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.36 PIPE TRAVEL.TIME(MIN.) = 0.21 Tc(MIN.) = 14.27 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 47.00 = 1195.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 47.00 TO NODE 47.00 IS CODE = 81 -------------- =------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.277 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7530 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.03 TOTAL AREA(ACRES) = 4.00 TOTAL RUNOFF(CFS) = 8.39 TC(MIN.) = 14.27. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.00 TC(MIN.) = 14.27 PEAK FLOW RATE(CFS) = 8.39 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS I K Appendix B -3.1 78 -900 Avenue 47 :ty O l S F SuiGF'208 Lo Quintet G 92751 Voioc 764771 -4013 >S • C M U t T Z FAX.- .760-771-073 PLANNERS' EfNGI'NEERS SURVEYORS ++++++++++++++++++++++++..... .+++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method ' RCFC & WCD Manual date - April 1978 Program License'Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input Units Used. ' English Rainfall Data (Inches) Input Values Used English Units used in output format - -=-- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - TENTATIVE TRACT 31434 RETENTION BASIN 1 Q100 / 1HR STORM [FILE:3143411001] Drainage Area = 27.00(Ac.) = 0.042 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 27.00(Ac.) _ 0.042 Sq. Mi.. Length along longest watercourse = 2070.00(Ft.) Length along longest watercourse measured to centroid = 1035.00(Ft.) Length along longest watercourse = 0.392 Mi. Length along longest watercourse measured to centroid = 0.196 Mi. Difference in elevation = 14.90(Ft.) Slope along watercourse = 38.0058. Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.068 Hr. Lag time = 4.08 Min. 25% of lag time = 1.02 Min. 40% of lag time = 1.63 Min. Unit time = 5.00 Min. Duration of storm = 1 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 27.00 0.50 13.50 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 27.00 1.90 51.30 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.500(In) Area Averaged 100 -Year Rainfall = 1.900(In) Point rain (area averaged) = 1.900(In) 1 Areal adjustment factor = 99.98 % Adjusted average point rain = 1.900(In) 1 Sub -Area Data: Area(Ac.) Runoff Index Impervious % 24.400 75.00 0.500 0.200 75_00 0.900 ' 2.400 75.00 1.000 Total Area Entered = 27.00(Ac.) ' RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 75.0 75.0 0.303 0.500 0.167 0.904 0.151 1 75.0 75.0 0.303 0.900 0.058 0.007 0.000 75.0 75.0 0.303 1.000 0.030 0.089 0.003 Sum (F) = 0.154 Area averaged mean soil loss (F) (In /Hr) = 0.154 Minimum soil loss rate ((In /Hr)) = 0.077 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.462 --------------------------------------------------------------------- 1 Slope of intensity- duration curve for a 1 hour storm = 0.5800 ---------------------------------------------------------------------- U n i t H y d r o g r a p h ( VALLEY S -Curve Ii ------ _------- _____ _______________________________ Unit Hydrograph Data --------------------------------------------------------------------- 1 Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 122.502 25.919 7.053 1 2 0.167 245.004 48.634 13.234 3 0.250 367.506 13.094 3.563 4 0.333 490.008 5.908 1.608 5 0.417 612.510 3.303 0.899 6 0.500 7.35.012 1.857 0.505 7 0.583 857.515 1.285 0.350 Sum = 100.000 Sum= 27.211 1 ----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated 1 loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value 1 Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (in /Hr) Max Low (In /Hr) 1 0.08 3.60 0.821 0.154 ( 0.379) 0.667 2 0.17 4.20 0.957 0.154 ( 0.442) 0.804 3 0.25 4.40 1.003 0.154 ( 0.463) 0.849 4 0.33 4.60 1.049 0.154 ( 0.485) 0.895 �• 5 0.42. 5.00 1.140 0.154 ( 0.527) 0.986 1 6 0.50 5.60 1.276 0.154 ( 0.590) 1.123 �r 11 7 0.58 6.40 1.459 0.154 ( 0.674) 1.305 8 0.67 8.10 1.846 0.154 ( 0.853) 1.693 9 .0.75 13.10 2.986 0.154 ( 1.380) 2.832 10 0.83 34.50 7.864 0.154 ( 3.634) 7..710 11 0.92 6.70 1.527 0.154 ( 0.706) 1.374 12 1.00 3.80 0.866 0.154 ( 0.400) 0.712 (Loss Rate Not Used) Sum = 100.0 Sum = 20.9 Flood volume = Effective rainfall 1.75(In) times area 27.0(Ac.) /[(In) /(Ft.)] = 3.9(Ac.Ft) Total soil loss = 0.15(In) Total soil loss = 0.346(Ac.Ft) Total rainfall = 1.90(In) Flood volume = 171107.1 Cubic Feet Total soil loss = 15066.3 Cubic Feet -------------------------------------------------------------------- Peak -------------------------------------------------------------------- flow rate of this hydrograph = 126.688(CFS) +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 1 - 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 ------------------------------------------------------- 7 Hydrograph in 5 Minute intervals ((CPS)) ------------- Time(h+m) -------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 50.0 100.0 150.0 200.0 0+ 5 0.0324 4.71 Q 0 +10 0.1323 14.50 IVQ 0 +15 0.2632 19.01 I VQ 0 +20 0.4112 21.50 I Q 0 +25 0.5746 23.73 I QV 0 +30 0.7578 26.59 I Q V 0 +35 0.9674 30.43 I Q VI I I I 0 +40 1.2176 36:33 I Q I V I I 0 +45 1.5653 50.49 V 0 +50 2.2669 101.86 I I Q V I 0 +.55 3.1394 126.69 I I I Q IV 1+ 0 3.5377 57.83 I IQ I I V I 1+ 5 3.7483 30.59 I Q I I I V I 1 +10 3.8427 13.71 I Q I I I VI 1 +15 3.8928 7.27 IQ I I I VI 1 +20 3.9206 4.03 Q I I I VI 1 +25 3.9264 0.84 Q I I I VI ----------------------------------------------------------------- 1 +30 3.9281 0.25 Q I I I VI - - - - -- �i A ndix B -3.2 .1 78.900 Amore 47 �m O it S ! Subs 208 La Q%Anta,G 922S3 S C H U L T Z Z Voim 760 -m-4013 FAX: 7W771 4073 EE RS. SURVEYORS U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 11/05/08 File: 31434110033100.out ' +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method ' RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 ------- -------- ------- ------- ----- ----------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English.Units used in output format 1 --------------------------------------------------------------------- TENTATIVE TRACT 31434 RETENTION BASIN 1 Q100 / 3HR STORM [FILE:3143411003) Drainage Area = 27.00(Ac.) 0.042 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 27.00(Ac.) _ 0.042 Sq. Mi. Length along longest watercourse = 2070.00(Ft.) Length along longest watercourse measured to centroid = 1035.00(Ft.) Length along longest watercourse = 0.392 Mi. Length along longest watercourse measured to centroid = 0.196 Mi. ' Difference in elevation = 14.90(Ft.) Slope along watercourse = 38.0058 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.068 Hr. Lag time = 4.08 Min. 25* of lag time = 1.02 Min. 40% of lag time = 1.63 Min. Unit time = 5.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area.rainfall data: Area (Ac. ) [1) Rainfall (In) [2) Weighting [1 *2) 27.00 0.70 18.90 100 YEAR Area rainfall data: Area (Ac.) [1) Rainfall (In) [2) Weighting [1 *2) 27.00 2.50 67.50 • STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.700(In) Area Averaged 100 -Year Rainfall = 2.500(In) Point rain (area averaged) = 2.500(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 2.500(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious 24.40.0 75.00 0.500 0.200 75.00 0.900 2.400 75.00 1.000 Total Area Entered = 27.00(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 75.0 75.0 0.303 0.500 0.167 0.904 0.151 75.0 75.0 0.303 0.900 0.058 0.007 0.000 75.0 75.0 0.303 1.000 0.030 0.089 0.003 Sum (F) = 0.154 Area averaged mean soil loss (F) (In /Hr) = 0.154 Minimum soil loss rate ((In /Hr)) = 0.077 (for 24 hour storm duration) Soil low loss rate (decimal) = --------------------------------------------------------------------- 0.462 U n i t H y d r o g r a p h VALLEY S -Curve ------------------------------------------------------------'-------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) --------------------------------------------------------------------- Graph % (CFS) 1 0.083 122.502 25.919 7.053 2 0.167 245.004 48.634 13.234 3 0.250 367.506 13.094 3.563 4 0.333 490.008 5.908 1.608 5 0.417 612.510 3.303 0.899 6 0.500 735.012 1.857 '0.505 7 0.583 857.515 1.285 0.350 ------------=--------------------------------------=------------------- Sum = 100.000 Sum= 27.211 The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective , (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 1.30 0.390 0.154 ( 0.180) 0.236 2 0.17 1.30 0.390 0.154 ( 0.180) 0.236 3 0.25 1.10 0.330 ( 0.154) 0.152 0.177 4 0.33 1.50 0.450 0.154 ( 0.208) 0.296 5 0.42 1.50 0.450 0.154 ( 0.208) 0.296 6 0.50 1.80 0.540 0.154 ( 0.250) 0.386 7 0.58 1.50 0.450 0.154 ( 0.208) 0.296 8 0.67 1.80 0.540 0.154 ( 0:250) 0.386 . 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 0.75 1.80 0.540 0.154 ( 0.250) 0.386 0.83 1.50 0.450 0.154 ( 0.208) 0.296 0.92 1.60 0.480 0.154 ( 0.222) 0.326 1.00 1.80 0.540 0.154 ( 0.250) 0.386 1.08 2.20 0.660 0.154 ( 0.305) 0.506 1.17 2.20 0.660 0.154 ( 0.305) 0.506 1.25 2.20 0.660 0.154 ( 0.305) 0.506 1.33 2.00 0.600 0.154 ( 0.277) 0.446 1.42 2.60 0.780 0.154 ( 0.360) 0.626 1.50 2.70 0.810 0.154 ( 0.374) 0.656 1.58 2.40 0.720 0.154 ( 0.333) 0.566 1.67 2.70 0.810 0.154 ( 0.374) 0.656 1.75 3.30 0.990 0.154 ( 0.457) 0.836 1.83 3.10 0.930 0.154 ( 0.430) 0.776 1.92 2.90 0.870 0.154 ( 0.402) 0.716 2.00 3.00 0.900 0.154 ( 0.416) 0.746 2.08 3.10 0.930 0.154 ( 0.430) 0.776 2.17 4.20 1.260 0.154 ( 0.582) 1.106 2.25 5.00 1.500 .0.154 ( 0.693) 1.346 2.33 3.50 1.050 0.154 ( 0.485) 0.896 2.42 6.80 2.040 0.154 ( 0.943) 1.886 2.50 7.30 2.190 0.154 ( 1.012) 2.036 2.58 8.20 2.460 0.154 ( 1.137) 2.306 2.67 5.90 1.770 0.154 ( 0.818) 1.616 2.75 2.00 0.600 0.154 ( 0.277) 0.446 2.83 1.80 0.540 0.154 ( 0.250) 0.386 2.92 1.80 0.540 0.154 ( 0.250) 0.386 3.00 0.60 0.180 ( 0.154) 0.083 0.097 (Loss Rate Not Used) Sum = 100.0 Sum = 24.5 Flood volume = Effective rainfall 2.04(In) times area 27.0(Ac.) /[(In) /(Ft.)1 = 4.6(Ac.Ft) Total soil loss = 0.46(In) Total soil loss = 1.024(Ac.Ft) Total rainfall = 2.50(In) Flood volume = 200383.6 Cubic Feet Total soil loss = 44612.4 Cubic Feet ------=------------------------------------------------------------- Peak -------------------------------------------------------------------- flow rate of this hydrograph = 54.102(CFS) +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - 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 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 15.0 30.0 45.0 60.0 -----------------------------------------=----------------------------- 0+ 5 0.0115 1.67 VQ 0 +10 0.0445 4.79 V Q 0 +15 0.0805 5.22 V Q 0 +20 0.1195 5.66 IV Q I I 0 +25 0.1693 7.24 IV Q 0 +30 0.2266 8.32 IV Q 0 +35 0.2893 9.10 I V Q 0 +40 0.3508 8.94 I V Q 0 +45 0.4197 9.99 I V Q 0 +50 0.4862 9.66 I V Q 0 +55 0.5467 8.79 I VQ 1+ 0 0.6111 9.35 I VQ 1+,5 0.6867 10.97 I V Q 1 +10 0.7747 12.77 I V Q 1 +15 0.8661 13.28 VQ 1 +20 0.9562 13.09 QQI 1 +25 1.0507 13.71 I 1 +30 1:1620 16.17 1 +35 1.2758 16.52 IQ 1 +40 1.3881 16.31 Q V 1 +45 1.5164 18.63 Q 1 +50 1.6601 20.86 I I QV 1 +55 1.8008 20.43 I I Q V 2+ 0 1.9383 19.97 I I Q V 2.+ 5 2.0790 20.44 I I Q V I I 2 +10 2.2391 23.24 Q 2 +15 2.4419 29.4 4 i I QIV 2 +20 2.6529 30.64 V 2 +25 2.8807 33.08 I I I,Q V 2 +30 3.1999 46.35 V Q 2 +35 3.5680 53.44 I I I V Q 2 +40 3.9406 54.10 V Q 2 +45 4.2068 38.66 I I I Q 2 +50 4.3528 21.20 Q +55 4.4616 15.79 i Q VV i ` 2 3+ 0 4.5389 11.22 Q 3+ 5 4.5754 5.30 I Q I ( I V 3 +10 4.5899 2.10 IQ 3 +15 4.5958 0.85 Q I I I V 3 +20 4.5987 0.42 Q 3 +25 4.5999 0.18 Q I I I V 3 +30 ----------------------------------------------------------------- 4.6002 0.03 Q I I I V - - - - -- Appendix B':=-3..3 RETENTION BASIN #1 UNIT HYDROGRAPH CALCULATIONS 100 -YEAR STORM / 6HR _ 78.900 Aveme 47 PkANNERSi SuR& 108 la Qved44 G MU SC Hu t TL Vokm740M4013 FAX- 760771.4073 ENGINEERS SURVEYORS U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 11/05/08 File: 31434110066100.out ' +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ - ------- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TENTATIVE TRACT 31434 RETENTION BASIN 1 Q100 / 6HR STORM [FILE:3143411006] -------------------------------------------------------------------- Drainage Area = 27.00(Ac.) = 0.042 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 27.00(Ac.) _ 0.042 Sq. Mi. Length along longest watercourse = 2070.00(Ft.) 1 Length along longest watercourse measured to centroid = 1035.00(Ft.) Length along longest watercourse = 0.392 Mi. Length along longest watercourse measured to centroid = 0.196 Mi. Difference in elevation = 14.90(Ft.) Slope along watercourse = 38.0058 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.068 Hr. Lag time = 4.08 Min. 25% of lag time = 1.02 Min. 40% of lag time = 1.63 Min. Unit time = 5.00 Min. ' Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data:. Area (Ac.) [1] Rainfall (In) [2] Weighting [1 * 2] 27.00 1.00 27.00 100 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) [2] Weighting [1 *2] 27.00 3.00 81.00 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.000(In) Area Averaged 100 -Year Rainfall = 3.000(In) 1 Point rain (area averaged) = 3.000(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 3.000(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 24.400 _75.00 0.500 0.200 75.00 0.900 2.400 75.00 1.000 Total Area Entered = 27.00(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 75.0 75.0 0.303 0.500 0.167 0.904 0.151 ' 75.0 75.0 0.303 0.900 0.058 0.007 0.000 75.0 75.0 0.303 1.000 0.030 0.089 0.003 Sum (F) = 0.154 Area averaged mean soil loss (F) (In /Hr) = 0.154 ' Minimum soil loss rate ((In /Hr)) = 0.077 (for 24 hour storm duration) Soil low loss rate (decimal:) = 0.462 --------------------------------------------------------------------- ' U n i t H y d r o g r a p h VALLEY S -Curve Unit Hydrograph Data ------------ ------ ---- -- ------------------------------- - - - - -- Unit time period Time % of lag Distribution Unit H dro ra h (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 122.502 25.919 7.053 2 0.167 245.004 48.634 13.234 3 0.250 367.506 13.094 3.563 4 0.333 490.008 5.908 1.608 5 0.417 612.510 3.303 0.899 6 0.500 735.012 1.857 0.505 7 0.583 857.515 1.285 0.350 -------- - - - - -- -Sum = 100.000 Sum=-- - - - -27 211 - -- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit.Time , Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr)• Max Low (In /Hr) 1 0.08 0.50 0.180 ( 0.154) 0.083 0.097 2 0.17 0.60 0.216 ( 0.154) 0.100 0.116 3 0.25 0.60 0.216 ( 0.154) 0.100 0.116 4 0.33 0.60 0.216 ( 0.154) 0.100 0.116 5 0.42 0.60 0.216 ( 0.154) 0.100 0.116 6 0.50 0.70 0.252 ( 0.154) 0.116 0.136 • 7 0.58 0.70 0.252 ( 0.154) 0.116 0.136 I 8 0.67 0.70 0.252 ( 0.154) 0.116 0.136 1. * I* I • 9 0.75 0.70 0.252 ( 0.154) 0.116 0.136 10 0.83 0.70 0.252 ( 0.154) 0.116 0.136 11 0.92 0.70 0.252 ( 0.154) 0.116 0.136 12 1.00 0.80 0.288 ( 0.154) 0.133 0.155 13 1.08 0.80 0.288 ( 0.154) 0.133 0.155 14 1.17 0.80 0.288 ( 0.154) 0.133 0.155 15 1.25 0.80 0.288 ( 0.154) 0.133 0.155 16 1.33 0.80 0.288 ( 0.154) 0.133 0.155 17 1.42 0.80 0.288 ( 0.154) 0.133 0.155 18 1.50 0.80 0.288 ( 0.154) 0.133 0.155 19 1.58 0.80 0.288 ( 0.154) 0.133 0.155 20 1.67 0.80 0.288 ( 0.154) 0.133 0.155 21 1.75 0.80 0.288 ( 0.154) 0.133 0.155 22 1.83 0.80 0.288 ( 0.154) 0.133 0.155 23 1.92 0.80 0.288 ( 0.154) 0.133 0.155 24 2.00 0.90 0.324 ( 0.154) 0.150 0.174 25 2.08 0.80 0.288 ( 0.154) 0.133 0.155 26 2.17 0.90 0.324 ( 0.154) 0.150 0.174 27 2.25 0.90 0.324 ( 0.154) 0.150 0.174 28 2.33 0.90 0.324 ( 0.154) 0.150 0.174 29 2.42 0.90 0.324 ( 0.154) 0.150 0.174 30 2.50 0.90 0.324 ( 0.154) 0.150 0.174 31 2.58 0.90 0.324 ( 0.154) 0.150 0.174 32 2.67 0.90 0.324 ( 0.154) 0.150 0.174 33 2.75 1.00 0.360 0.154 ( 0.166) 0.206 34 2.83 1.00 0.360 0.154 ( 0.166) 0.206 35 2.92 1.00 0.360 0.154 ( 0.166) 0.206 36 3.00 1.00 0.360 0.154 ( 0.166) 0.206 37 3.08 1.00 0.360 0.154 ( 0.166) 0.206 38 3.17 1.10 0.396 0.154 ( 0.183) 0.242 39 3.25 1.10 0.396 0.154 ( 0.183) 0.242 40 3.33 1.10 0.396 0.154 ( 0.183) 0.242 41 3.42 1.20 0.432 0.154 ( 0.200) 0.278 42 3.50 1.30 0.468 0.154 ( 0.216) 0.314 43 3.58 1.40 0.504 0.154 ( 0.233) 0.350 44 3.67. 1.40 0.504 0.154 ( 0.233) 0.350 45 3.75 1.50 0.540 0.154 ( 0.250) 0.386 46 3.83 1.50 0.540 0.154 ( 0.250) 0.386 47 3.92 1.60 0.576 0.154 ( 0.266) 0.422 48 4.00 1.60 0.576 0.154 ( 0.266) 0.422 49 4.08 1.70 0.612 0.154 ( 0.283) 0.458 50 4.17 1.80 0.648 0.154 ( 0.299) 0.494 51 4.25 1.90 0.684 0.154 ( 0.316) 0.530 52 4.33 2.00 0.720 0.154 ( 0.333) 0.566 53 4.42 2.10 0.756 0.154 ( 0.349) 0.602 54 4.50 2.10 0.756 0.154 ( 0.349) 0.602 55 4.58 2.20 0.792 0.154 ( 0.366) 0.638 56 4.67 2.30 0.828 0.154 ( 0.383) 0.674 57 4.75 2.40 0.864 0.154 ( 0.399) 0.710 58 4.83 2.40 0.864 0.154 ( 0.399) 0.710 59 4.92 2.50 0.900 0.154 ( 0.416) 0.746 60 5.00 2.60 0.936 0.154 ( 0.432) 0.782 61 5.08 3.10 1.116 0.154 ( 0.516) 0.962 62 5.17 3.60 1.296 0.154 ( 0.599) 1.142 63 5.25 3.90 1.404 0.154 ( 0.649) 1.250 64 5.33 4.20 1.512 0.154 ( 0.699) 1.358 65 5.42 4.70 1.692 0.154 ( 0.782) 1.538 66 5.50 5.60 2.016 0.154 ( 0.932) 1.862 67 5.58 1.90 0.684 0.154 ( 0.316) 0.530 68 5.67 0.90 0.324 ( 0.154) 0.150 0.'174 69 5.75 0.60 0.216 ( '0.154) 0.100 0.116 70 5.83 0.50 0.180 ( 0.154) 0.083 0.097 71 5.92 0.30 0.108 ( 0.154) 0.050 0.058 72 6.00 0.20 0..072 ( 0.154) 0.033 0.039 (Loss Rate Not Used) Sum = 100.0 Sum = 26.1 Flood volume = Effective rainfall 2.17(In) times area 27.0(Ac.) /[(In) /(Ft.)]. = 4.9(Ac.Ft) Total soil loss = 0.83(In) Total soil loss = 1.857(Ac.Ft) Total rainfall = 3.00(In) Flood volume = 213105.8 Cubic Feet Total soil loss = 80896.9 Cubic Feet ---------------------------------------------------------=---------- Peak flow rate of this hydrograph = 42.145(CFS) -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 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 5 Minute intervals ((CFS)) ---------------------------------- Time(h+m) ----------------------------------------------------------------------- Volume Ac.Ft =--------------------------------- Q(CFS) 0 12.5 25.0 37.5 50.0 0+ 5 0.0047 0.68 Q 0 +10 0.0192 2.10 VQ 0 +15 0.0378 2.70 V Q 0 +20 0.0580 2.93 V Q 0 +25 0.0789 3.05 V Q 0 +30 0.1013 3.25 V Q 0 +35 0.1258 3.55 IVQ 0 +40 0.1507 3.62 IVQ �. 0 +45 0.1759 3.66 IVQ 0 +50 0.2012 3.67 JVQ 0 +55 0.2266 3.68 JVQ 1+ 0 0.2529 3.83 1 VQ 1+ 5 0.2810 4.08 I VQ 1 +10 0.3096 4.15 VQ 1 +15 0.3384 4.18 VQ 1 +20 0.3674 4.20 Q 1 +25 0.3964 4.21 1 +30 0.4254 4.22 Q 1 +35 0.4545 4.22 1 +40 0.4835 4.22 I Q 1 +45 0.5126 4.22 QV 1 +50 0.5416 4.22 QV 1 +55 0.5706 4.22 QV 2+ 0 0.6006 4.35 1 QV 2+ 5 0.6314 4.47 Q V 2 +10 0.6619 4.42 Q V 2 +15 0.6939 4.64 Q V 2 +20 0.7262 4.70 Q V 2 +25 0.7587 4.72 Q V 2 +30 0.7913 4.73 Q V 2 +35 0.8239. 4.74 Q V 2 +40 0.8566 4.74 Q V 2 +45 0.8909 4.97 I Q V 2 +50 0.9280 5.39 2 +55 0.9659 5.51 Q V 3+ 0 1.0042 5.56 Q V 3+ 5 1.0427 5.59 Q V i� 3 +10 1.0830 5.86 QQ VVI 3 +15 1.1267 6.35 i 3 +20 1.1713 6.47 I Q VI I 3 +25 1.2181 6.79 I Q V I I 3 +30 1.2700 7.55 I Q V I 3 +35 1.3281 8.43 Q 3 +40 1.3908 9.10 I Q IV I 3 +45 1.4567 9.57 Q V ' 3 +50 1.5267 10.16 I Q IV I 3 +55 1.5997 10.60 Q V 4+ 0 1.6766 11.17 I Q I V 4+ 5 1.7565 11.60 I QI V I 4 +10 1.8419 12.40 QI 4 +15 1.9336 13.31 i Q V 4 +20 2.0317 14.24 V ' 4 +25 2.1364 15.20 I IQ Q V 4 +30 2.2460 15.92 I I Q V I 4 +35 2.3591 16.42 I Q VI 4 +40 2.4.781 17.27 i Q ' 4 +45 2.6034 18.20 I I Q IV 4 +50 2.7335 18.89 V 4 +55 2.8669 19.37 I I Q V 5+ 0 3.0061 20.21 Q V 1 5+ 5 3.1587 22.15 Q I V 5 +10 3.3379 26.02 V 5 +15 3.5439 29.91 I I I Q V 5 +20 3.7717 33.08 I Q I 5 +25 4.0242 36.65 I I QI V I 5 +30 4.3144 42.14 I I I I Q V I / - =•. 5 +35, 4.5768 38.10 V ( ,. 5 +40 4.7119 19.61 I I Q I I V 5 +45 4.7844 10.52 I Q I I I VI 5 +50 4.8300 6.62 Q VI 5 +55 4.8599 4.34 I Q I I I VI 6+ 0. 4.8781 2.65 6+ 5 4.8868 1.25 IQ I I i VI 6 +10 4.8898 0.44 Q I I VI ' 6 +15 6 +20 4.8912 4.8919 0.20 0.10 Q Q i I I 6 +25 4.8921 0.04 Q i I I VI 6 +30 4.8922 0.01 Q I I I V ----------------------------------------------------------------- - - - - -- i� Appendix : =3:.4 RETENTION BASIN #1 . .UNIT HYDROGRAPH CALCULATIONS 1.00 - YEAR STORM / 24HR 78-900 Aveivic 47 SO* MA Ln QuWa6 CA 92253 c H u t I z Vokm 760-771-4013 FAM 7W771-073 P L AN E'R'S E. WG' I i4 E E R S SURVEYORS U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2008, Version 8.1 Study date' 11/05/08 File: 3143411002424100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 -----7--------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used.in output format --------------------------------------------------------------------- TENTATIVE TRACT 31434 RETENTION BASIN 1 Q100 / 24HR STORM [FILE:31434110024) -------------------------------------------------------------------- Drainage Area = 27.00(Ac.) = 0.042 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 27.00(Ac.) _ 0.042 Sq. Mi. Length along longest watercourse = 2070.00(Ft.) Length along longest watercourse measured to centroid = 1035.00(Ft.) Length along longest watercourse = 0.392 Mi. Length along longest watercourse measured to centroid = 0.196 Mi. Difference in elevation = 14.90(Ft.) Slope along watercourse = 38.0058 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.068 Hr. Lag time = 4.08 Min.. 25% of lag time = 1.02 Min. 40% of lag time = 1.63 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac.) [1) Rainfall (In) [2] Weighting [1 *2] 27.00 1.60 43.20 100 YEAR Area rainfall data: Area (Ac. ) [1) Rainfall (In) [2] Weighting [1 *2] 27.00 3.75 101.25 STORM EVENT (YEAR) = 100.00 'Area Averaged 2 -Year Rainfall = 1.600(In) • Area Averaged 100 -Year Rainfall = 3.750(In) Point rain (area averaged) = 3.750(In) ' Areal adjustment factor = 99.99 % Adjusted average point rain = 3.750(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious 24.400 75.00 0.500 0.200 75.00 0.900 2.400 75.00 1.000 ' Total Area Entered = 27.00(Ac.) ' RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 75.0 75.0 0.303 0.500 0.167 0.904 0.151 75.0 75.0 0.303 0.900 0.058 0.007 0.000 ' 75.0 75.0 0.303 1.000 0.030 0.089 0.003 Sum (F) = 0.154 Area averaged mean soil loss (F) (In /Hr) = 0.154 Minimum.soil loss rate ((In /Hr)) = 0.077 ' (for 24 hour storm duration) Soil low loss rate (decimal) = --------------------------------------------------------------------- 0.462 U n i t H y d r o g r a p h VALLEY S -Curve -t • -------------------------------------- Unit Hydrograph Data ------------------------o-------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph t (CFS) ' ------- -- - - - - -- ----- 1 0.083 122. 502 - - - --------- 25 .919 - - - - -- - - - - - -- 7.053 2 0.167 245.004 48.634 13.234 3 0.250 367.506 13.094 3.563 ' 4 0.333 490.008 5.908 1.608 5 0.417 612.510 3.303 0.899 6 0.500 735.012 1.857 0.505 7 0.583 857.515 1.285 0.350 ' ------------------------------------ Sum - -- 100000 - -- Sum- - - - - -- 27211 - -- ' The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain ' value Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I. Low (In /Hr) 1 0.08 0.07 0.030 ( 0.273) 0.014 0.016 ' 2 0.17 0.07 0.030 ( 0.271) 0.014 0..016 3 0.25 0.07 0.030 ( 0.270) 0.014 0.016 4 0.33 0.10 0.045 ( 0.269) 0.021 0.024 5 0.42 0.10 0.045 ( 0.268) 0.021 0.024 6 0.50 0.10 0.045 ( 0.267) 0.021 0.024 • 7 0.58 0.10 0.045 ( 0.266) 0.021 0.024 8 0.67 0.10 0.045 ( 0.265) 0.021 0.024 ' 9 0.75 10 0.83 11 0.92 ' 12 1.00 13 1.08 14 1.17 15 1.25 16 1.33 17 1.42 18 1.50 19 1.58 ' 20 1.67 21 1.75 22 1.83 23 1.92 ' 24 2.00 25 2.08 26 2.17 27 2.25 ' 28 2.33 29 2.42 30 2.50 ' 31 2.58 32 2.67 33 2.75 34 2.83 35 2.92 36 3.00 37 3.08 - 38 3.17 39 3.25 ' 40 3.33 41 3.42 42 3.50 ' 43 3.58 44 3.67 45 3.75 46 3.83 ' 47 3.92 48 4.00 49 4.08 50 4.17 51 4.25 52 4.33 53 4.42 ' 54 4.50 55 4.58 56 4.67 57 4.75 '58 4.83 59 4.92 60 5.00 61 5.08 ' 62 5.17 63 5.25 64 5.33 65 5.42 66 5.50 .... 67 5.58 68 5.67 • 69 5.75 0.10 0.13 0.13 0.13 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.17 0.17 0.17 0.17 0.17 0.17 0.17 0.17 0.17 0.17 0.17 0.17 0.17 0.17 0.17 0.20 0.20 0.20 0.20 0.20 0.20 0.23 0.23 0.23 0.23 0.23 0.23 0.27 0.27 0.27 0.20 0.20 0.20 0.23 0.23 0.23 0.27 0.27 0.27 0.045 0.060 0.060 0.060 0.045 0.045 0.045 0.045 0.045 0.045 0.045 0.045 0.045 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.075 0.075 0.075 0.075 0.075 0.075 0.075 0.075 0.075 0.075 0.075 0.075 0.075 0.075 0.075 0.090 0.090 0.090 0.090 0.090 0.090 0.105 0.105 0.105 0.105 0.105 0.105 0.120 0.120 0.120 0.090 0.090 0.090 0.105 0.105 0.10.5 0.120 0.120 0.120 0.264) 0.021 0.263) 0.028 0.262) 0.028 0.261) 0.028 0.260) 0.021 0.259) 0.021 0.258) 0.021 0.257) 0.021 0.256) 0.021 0.255) 0.021 0.254) 0.021 0.253) 0.021 0.252) 0.021 0.251) 0.028 0.250) 0.028 0.249) 0.028 0.248) .0.028 0.247) 0.028 0.246) 0.028 0.245) 0.028 0.244) 0.028 0.243) 0.028 0.242) 0.035 0.241) 0.035 0.240) 0.035 0.239) 0.035 0.238) 0.035 0.237) 0.035 0.236) 0.035 0.235) 0.035 0.234) 0.035 0.233) 0.035 0.232) 0.035 0.231) 0.035 0.230) 0.035 0.229) 0.035 0.228) 0.035 0.227) 0.042 0.226) 0.042 0.225) 0.042 0.224) 0.042 0.223) 0.042 0.222) 0.042 0.221) 0.049 0.220) 0.049 0.220) 0.049 0.219) 0.049 0.218) 0.049 0.217) 0.049 0.216) 0.055 0.215) 0.055 0.214) 0.055 0.213) 0.042 0.212) 0.042 0.211) 0.042 0.210) 0.049 0.209) 0.049 0.208) 0.049 0.207) 0.055 0.207) 0.055 0.206) 0.055 0.024 0.032 0.032 0.032 0.024 0.024 0.024 0.024 0.024 0.024 0.024 0.024 0.024 0.032 0.032 0.032 0.032 0.032 0.032 0.032 0.032 0.032 0.040 0.040 0.040 0.040 0.040 0.040 0.040 0.040 0.040 0.040 0.040 0.040 0.040 0.040 0.040 0.048 0.048 0.048 0.048 0.048 0.048 0.056 0.056 0.056 0.056 0.056 0.056 0.065 0.065 0.065 0.048 0.048 0.048 0.056 0.056 0.056 0.065 0.065 0.065 IF4 70 5.83 0.27 0.120 ( 0.205) 0.055 0.065 71 5.92 0.27 0.120 ( 0.204) 0.055 0.065 72 6.00 0.27 0.120 ( 0.203) 0.055 0.065 73 6.08 0.30 0.135 ( 0.202) 0.062 0.073 74 6.17 0.30 0.135 ( 0.201) 0.062 0.073 75 6.25 0.30 0.135 ( 0.200) 0.062 0.073 76 6.33 0.30 0.135 ( 0.199) 0.062 0.073 77 6.42 0.30 0.135 ( 0.198) 0.062 0.073 78 6.50 0.30 0.135 ( 0.198) 0.062 0.073 79 6.58 0.33 0.150 ( 0.197) 0.069 0.081 80 6.67 0.33 0.150 ( 0.196) 0.069 0.081 81 6.75 0.33 0.150 ( 0.195) 0.069 0.081 . 82 6.83 0.33 0:150 ( 0.194) 0.069 0.081 83 6.92 0.33 0.150 ( 0.193) 0.069 0.081 84 7.00 0.33 0.150 ( 0.192) 0.069 0.081 85 7.08 0.33 0.150 ( 0.191) 0.069 0.081 86 7.17 0.33 0.150 ( 0.191) 0.069 0.081 87 7.25 0.33 0.150 ( 0.190) 0.069 0.081 88 7.33 0.37 0.165 ( 0.189) 0.076 0.089 89 7.42 0.37 0.165 ( 0.188) 0.076 0.089 90 7.50 0.37 0.165 ( 0.187) 0.076 0.089 91 7.58 0..40 0.180 ( 0.186) 0.083 0.097 92 7.67 0.40 0.180. ( 0.185) 0.083 0.097 93 7.75 0.40 0.180 ( 0.184) 0.083 0.097 94 7.83 0.43 0.195 ( 0.184) 0.090 0.105 95 7.92 0.43 0.195 ( 0.183) 0.090 0.105 96 8.00 0.43 0.195 ( 0.182) 0.090 0.105 97 8.08 0.50 0.225 ( 0.181) 0.104 0.121 98 8.17 0.50 0.225 ( .0.180) 0.104 0.121 .99 8.25 0.50 0.225 ( 0.179) 0.104 0.121 100 8.33 0.50 0.225 ( 0.179) 0.104 0.121 101 8.42 0.50 0.225 ( 0.178) 0.104 0.121 102 8.50 0.50 0.225 ( 0.177) 0.104 0.121 103 8.58 0.53 0.240 ( 0.176) 0.111 0.129 104 8.67 0.53 0.240 ( 0.175) 0.111 0.129 105 8.75 0.53 0.240 ( 0.174) 0.111 0.129 106 8.83 0.57 0.255 ( 0.174) 0.118 0.137 107 8.92 0.57 0.255 ( 0.173) 0.118 0.137 108 9.00 0.57 0.255 ( 0.172) 0.118 0.137 109 9.08 0.63 0.285 ( 0.171) 0.132 0.15.3 110 9.17 0.63 0.285 ( 0.170) 0.132 0.153 111 9.25 0.63 0.285 ( 0.170) 0.132 0.153 112 9.33 0.67 0.300 ( 0.169) 0.139 0.161 113 9.42 0.67 0.300 ( 0.168) 0.139 0.161 114 9.50 0.67 0.300 ( 0.167) 0.139 0.161 115 9.58 0.70 0.315 ( 0.166) 0..146 0.169 116 9.67 0.70 0.315 ( 0.165) 0.146 0.169 117 9.75 0.70 0.315 ( 0.165) 0.146 0.169 118 9.83 0.73 0.330 ( 0.164) 0.152 0.177 119 9.92 0.73 0.330 ( 0.163) 0.152 0.177 120 10.00 0.73 0.330 ( 0.162) 0.152 0.177 121 10.08 0.50 0.225 ( 0.162) 0.104 0.121 122 10.17 0.50 0.225 ( 0.161) 0.104 0.121 123 10.25 0.50 0.225 ( 0.160) 0.104 0.121 124 10.33 0.50 0.225 ( 0.159) 0.104 0.121 125 10.42 0.50 0.225 ( 0.158) 0.104 0.121 12.6 10.50 0.50 0.225 ( 0.158) 0.104 0.121 127 10.58 0.67 0.300 ( 0.157) 0.139 0.161 128 10.67 0.67 0.300 ( 0.156) 0.139 0.161 129 10.75 0.67 0.300 ( 0.155) 0.139 0.161 130 10.83 0.67 0.300 ( 0.155) 0.139 0.161 131 10.92 0.67 0.300 ( 0.154) 0.139 0.161 132 11.00 0.67 0.300 ( 0.153) 0.139 0.161 133 11.08 0.63 0.285 ( 0.152) 0.132 0.153 134 11.17 0.63 0.285 ( 0.152) 0.132 0.153 135 11.25 0.63 0.285 ( 0.151) 0.132 0.153 136 11.33 0.63 0.285 ( 0.150) 0.132 0.153 137 11.42 0.63 0.285 ( 0.149) 0.132 0.153 138 11.50 0.63 0.285 ( 0.149) 0.132 0.153 139 11.58 0.57 0.255 ( 0.148) 0.118 0.137 140 11.67 0.57 0.255 ( 0.147) 0.118 0.137 141 11.75 0.57 0.255 ( 0.146) 0.118 0.137 142 11.83 0.60 0.270 ( 0.146) 0.125 0.145 143 11.92 0.60 0.270 ( 0.145) 0.125 0.145 144 12.00 0.60 0.270 ( 0.144) 0.125 0.145 145 12.08 0.83 0.375 0.143 ( 0.173) 0.231 146 12.17 0.83 0.375 0.143 ( 0.173) 0.232 147 12.25 0.83 0.375 0.142 ( 0.173) 0.233 148 12.33 0.87 0.390 0.141 ( 0.180) 0.249 149 12.42 0.87 0.390 0.141 ( 0.180) 0.249 150 12.50 0.87 0.390 0.140 ( 0.180) 0.250 151 12.58 0.93 0.420 0.139 ( 0.194) 0.281 152 12.67 0.93 0.420 0.139 ( 0.194) 0.281 153 12.75 0.93 0.420 0.138 ( 0.194) 0.282 154 12.83 0.97 0.435 0.137 ( 0.201) 0.298 155 12.92 0.97 0.435 0.136 ( 0.201) 0.299 156 13.00 0.97 0.435 0.136 ( 0.201) 0.299 157 13.08 1.13 0.510 0.135 ( 0.236) 0.375 158 13.17 1.13 0.510 0.134 ( 0.236) 0.376 159 13.25 1.13 0.510 0.134 ( 0.236) 0.376 160 13.33 1.13 0.510 0.133 ( 0.236) 0.377 161 13.42 1.13 0.510 0.132 ( 0.236) 0.378 162 13.50 1.13 0.510. 0.132 ( 0.236) 0.378 163 13.58 0.77 0.345 0.131 ( 0.159) 0.214 164 13.67 0.77 0.345 0.130 ( 0.159) 0.215 165 13.75 0.77 0.345 0.130 ( 0.159) 0.215 166 13.83 0.77 0.345 0.129 ( 0.159) 0.216 167 13.92 0.77 0.345 0.128 ( 0.159)' 0.217 168 14.00 0.77 0.345 0.128 ( 0.159) 0.217 169 14.08 0.90 0.405 0.127 ( 0.187) 0.278 170 14.17 0.90 0.405 0.126 ( 0.187) 0.279 171 14.25 0.90 0.405 0.126 ( 0.187) 0.279 172 14.33 0.87 0.390 0.125 ( 0.180) 0.265 173 14.42 0.87 0.390 0.124 ( 0.180) 0.266 174 14.50 0.87 0.390 0.124 ( 0.180) 0.266 175 14.58 0.87 0.390 0.123 ( 0.180) 0.267 176 14.67 0.87 0.390 0.123 ( 0.180) 0.267 177 14.75 0.87 0.390 0.122 ( 0.180) 0.268 178 14.83 0.83 0.375 0.121 ( 0.173) 0.254 179 14.92 0.83 0.375 0.121 ( 0.173) 0.254 180 15.00 0.83 0.375 0.120 ( 0.173) 0.255 181 15.08 0.80 0.360 0.119 ( 0.166) 0.241 182 15.17 0.80 0.360 0.119 ( 0.166) 0.241 183 15.25 0.80 0.360 0.118 ( 0.166) 0.242 184 15.33 0.77 0.345 0.118 ( 0.159) 0.227 185 15.42 0.77 0.345 0.117 ( 0.159) 0.228 186 15.50 0.77 0.345 0.116 ( 0.159) 0.229 187 15.58 0.63 0.285 0.116 ( 0.132) 0.169 188 15.67 0.63 0.285 0.115 ( 0.132) 0.170 189 15.75 0.63 0.285 0.115 ( 0.132) 0.170 190 15.83 0.63 0.285 0.114 ( 0.132) 0.171 191 15.92 0.63 0.285 0.113 ( 0.132) 0.172 I 1 16�- 1 1 192 16.00 0.63 0.285 0.113 ( 0.132) 0.172 193 16.08 0.13 0.060 ( 0.112) 0.028 0.032, 194 16.17 0.13 0.060 ( 0.112) 0.028 0.032 195 16.25 0.13 0.060 ( 0.111) 0.028 0.032 196 16.33 0.13 0.060 ( 0.111) 0.028 0.032 197 16.42 0.13 0.060 ( 0.110) 0.028 0.032 198 16.50 0.13 0.060 ( 0.109) 0.028 0.032 199 16.58 0.10 0.045 ( 0.109) 0.021 0.024 200 16.67 0.10 0.045 (. 0.108) 0.021 0.024 201 16.75 0.10 0.045 A 0.108) 0.021 0.024 202' 16.83 0.10 0.045 ( 0.107) 0.021 0.024 203 16.92 0.10 0.045 ( 0.107) 0.021 0.024 204 17.00 0.10 0.045 ( 0.106) 0.021 0.024 205 17.08 0.17 0.075 ( 0.106) 0.035' 0.040 206 17.17 0.17 0.075 ( 0.105) 0.035 0.040 207 17.25 0.17 0.075 ( 0.105) 0.035 0.040 208 17.33 0.17 0.075 ( 0.104) 0.035 0.040 209 17.42 0.17 0.075 ( 0.104) 0.035 0.040 210 17.50 0.17 0.075 ( 0.103) 0.035 0.040 211 17.58 0.17 0.075 ( 0.103) 0.035 0.040 212 17.67 0.17 0.075 ( 0.102) 0.035 0.040 213 17.75 0.17 0.075 ( 0.101) 0.035 0.040 214 17.83 0.13 0.060 ( .0.101) 0.028 0.032 215 17.92 0.13 0.060 ( 0.100) 0.028 0.032 216 18.00 0.13 0.060 ( 0.100) 0.028 0.032 217 18.08 0.13 0.060 ( 0.099) 0.028 0.032 218 18.17 0.13 0.060 ( 0.099) 0.028 0.032 219 18.25 0.13 0.060 ( 0.099) 0.028 0.032 220 18.33 0.13 0.060 ( 0.098) 0.028 0.032 221 18.42 0.13 0.060 ( 0.098) 0.028 0.032 222 18.50 0.13 0.060 ( 0.097) 0.028 0.032 223 18.58 0.10 0.045 ( 0.097) 0.021 0.024 224 18.67 0.10 0.045 ( 0.096) 0.021 0.024 225 18.75 0.10 0.045 ( 0.096) •0.021 0.024 226 18.83 0.07 0.030 ( 0.095) 0.014 0.016 227 18.92 0.07 0.030 ( 0.095) 0.014 0.016 228 19.00 0.07 0.030 ( 0.094) 0.014 0.016 229 19.08 0.10 0.045 ( 0.094) 0.021 0.024 230 19.17 0.10 0.045 ( 0.093) 0.021 0.024 231 19.25 0.10 0.045 ( 0.093) 0.021 0.024 232 19.33 0.13 0.060 ( 0.093) 0.028 0.032 233 19.42 0.13 0.060 ( 0.092) 0.028 0.032 234 19.50 0.13 0.060 ( 0.092) 0.028 0.032 235 19.58 0.10 0.045 ( 0.091) 0.021 0.024 236 19.67 0.10 0.045 ( 0.091) 0.021 0.024 237 19.75 0.10 0.045 ( 0.090) 0.021 0.024 238 19.83 0.07 0.030 ( 0.090) 0.014 0.016 239 19.92 0.07 0.030 ( 0.090) 0.014 0.016 240 20.00 0.07 0.030 ( 0.089) 0.014 0.016 241 20.08 0.10 0.045 ( 0.089) 0.021 0.024 242 20.17 0.10 0.045 ( 0.088) 0.021 0.024 243 20.25 0.10 0.045 ( 0.088) 0:021 0.024 244 20.33 0.10 0.045 ( 0.088) 0.021 0.024 245 20.42. 0.10 0.045 ( 0.087) 0.021 0.024 246 20.50 0.10 0.045 ( 0.087) 0.021 0.024 247 20.58 0.10 0.045 ( 0.087) 0.021 0.024 248 20.67 0.10 0.045 ( 0.086) 0.021 0.024 249 20.75 0.10 0.045 ( 0.086) 0.021 0.024 250 20.83 0.07 0.030 ( 0.086) 0.014 0.016 251 20.92 0.07 0.030 ( 0.085) 0.014 0.016 252 21.00 0.07 0.030 ( 0.085) 0.014 0.016 253 21.08 .0.10 0.045 ( 0.085) 0.021 0.024 254 21.17 0.10 0.045 ( 0.084) 0.021 0.024 255 21.25 0.10 0.045 ( 0.084) 0.021 0.024 256 21.33 0.07 0.030 ( 0.084) 0.014 0.016 257 21.42 0.07 0.030 ( 0.083) 0.014 0.016 258 21.50 0.07 0.030 ( 0.083) 0.014 0.016 259 21.58 0.10 0.045 ( 0.083) 0.021 0.024 260 21.67 0.10 0.045 ( 0.082) 0.021 0.024 261 21.75 0.10 0.045 ( 0.082) 0.021 0.024 262 21.83. 0.07 0.030 ( 0.082) 0.014 0.016 263 21.92 0.07 0.030 ( 0.081) 0.014 0.016 264 22.00 0.07 0.030 ( 0.081) 0.014 0.016 265 22.08 0.10 0.045 ( 0.081) 0.021 0.024 266 22.17 0.10 0.045 ( 0.081) 0.021 0.024 267 22.25 0.10 0.045 ( 0.080) 0.021 0.024 268 22.33 0.07 0.030 ( 0.080) 0.014 0.016 269 22.42 0.07 0.030 ( 0.080) 0.014 0.016 270 22.50 0.07 0.030 ( 0.080) 0.014 0.016 271 22.58 0.07 0.030 { 0.079) 0.014 0.016 272 22.67 0.07 0.030 ( 0.079) 0.014 0.016 273 22.75 0.07 0.030 ( 0.079) 0.014 0.016 274 22.83 0.07 0.030 ( 0.079) 0.014 0.016 275 22.92 0.07 0.030 ( 0.079) 0.014 0.016 276 23.00 0.07 0.030 ( 0.078) 0.014 0.016 277 23.08 0.07 0.030 ( 0.078) 0.014 0.016 278 23.17 0.07 0.030 ( 0.078) 0.014 0.016 279 23.25 0.07 0.030 ( 0.078) 0.014 0.016 280 23.33 0.07 0.030 ( 0.078) 0.014 0.016 281 23.42 0.07 0.030 ( 0.078) 0.014 0.016 282 23.50 0.07 0.030 ( 0.077) 0.014 0.016 283 23.58 0.07 0.030 ( 0.077) 0.014 0.016 284 23.67 0.07 0.030 ( 0.077) 0.014 0.016 285 23.75 0.07 0.030 ( 0.077) 0.014 0.016 286 23.83 0.07 0.030 ( 0.077) 0.014 0.016 287 23.92 0.07 0.030 ( 0.077) 0.014 0.016 288 24.00 0.07 0.030 ( 0.077) 0.014 0.016 (Loss Rate Not Used) Sum = 100.0 Sum = 26.6 Flood volume = Effective rainfall 2.22(In) times area 27.0(Ac.) /[(In) /(Ft.)] = 5.0(Ac.Ft) Total soil loss = 1.53(In) Total soil loss = 3.445(Ac.Ft) Total rainfall = 3.75(In) Flood volume = 217444.0 Cubic Feet Total soil loss = 150074.1 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 10.251(CFS) -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - 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 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) ----------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0. 20.0 0+ 5 0.0008 0.11 Q 0 +10 0.0030 0.33 Q 0 +15 0.0057 0.39 Q 0 +20 0.0089 0.47 Q 0 +25 0 +30 0 +35 0 +40 0 +'45 0 +50 0 +55 ' 1+ 0 1+ 5 1 +10 1 +15 1 +20 1 +25 1 +30 1 +35 1 +40 1 +45 1 +50 1 +55 2+ 0 2+ 5 2 +10 2 +15 2 +20 2 +25 2 +30 2 +35 2 +40 2 +45 2 +50 2 +55 3+ 0 3+ 5 3 +10 3 +15 3 +20 3 +25 3 +30 3 +35 3 +40 3 +45 3 +50 3 +55 4+ 0 4+ 5 4 +10 4 +15 4 +20 4 +25 4 +30 4 +35 4 +40 4 +45 4 +50 4 +55 5+ 0 5+ 5 5 +10 5 +15 5 +20 5 +25 0.0130 0.0173 0.0217 0.0262 0.0307 0.0357 0.0413 0.0472 0.0528 0.0576 0.0623 0.0670 0.0716 0.0761 0.0807 0.0852 0.0897 0.0947 0.1003 0.1062 0.1121 0.1182 0.1242 0.1302 0.1363 0.1423 0.1488 0.1560 0.1633 0.1708 0.1783 0.1859 0.1934 0.2010 0.2086 0.2161 0.2237 0.2312 0.2388 0.2464 0.2539 0.2619 0.2706 0.2795 0.2885 0.2975 0.3065 0.3160 0.3262 0.3366 0.3471 0.3576 0.3682 0.3792 0.3909 0.4028 0.4141 0.4239 0.4333 0.4429 0.4532 0.59 VQ 0.63 VQ 0.64 VQ 0.65 VQ 0.66 VQ 0.72 VQ 0.82 VQ 0.85 VQ 0.81 VQ 0.71 VQ 0.68 VQ 0.67 VQ 0.67 VQ 0.66 VQ 0.66 VQ 0.66 VQ 0.66 VQ 0.72 VQ 0.82 VQ 0.85 VQ 0.86 VQ 0.87 VQ 0.88 VQ 0.88 IQ 0.88 IQ 0.88 IQ 0.94 I.Q 1.04 IVQ 1.07 IVQ 1.08 IVQ 1.09 IVQ 1.10 IVQ 1.10 IVQ 1.10 IVQ 1.10 IVQ 1.10 IVQ 1.10 IVQ 1.10 IVQ 1.10 IVQ 1.10 IVQ 1.10 Q 1.16 I Q 1.26 I Q 1.29 I Q 1.30 I Q 1.31 I Q 1.32 I Q 1.37 I Q 1.48 I Q 1.51 I VQ 1.52 VQ 1.53 I VQ 1.53 I VQ 1.59 I Q 1.70 I Q 1.73 I Q 1.63 I Q 1.42 I QV 1.37 I QV 1.40 I QV 1.50 I QV 5 +30 5 +35 5 +4'0 5 +45 5 +50 5 +55 6+ 0 6+ 5 6 +10 6 +15 6 +20 6 +25 6 +30 6 +35 6 +40 6 +45 6 +50 6 +55 7+ 0 � 7+ 5 7 +10 7 +15 7 +20 7 +25 7 +30 7 +35 7 +40 7 +45 7 +50 7 +55 8+ 0 8+ 5 8 +10 8 +15 8+20 8 +25 8 +30 8 +35 8 +40 8 +45 8 +50 8 +55 9+ 0 9+ 5 9 +10 9 +15 9 +20 9 +25 9 +30 9 +35 9 +40 9 +45 9 +50 9 +55 10+ 0 10+ 5 J�. 10 +10 10 +15 10 +20 10 +25 10 +30 i 0.4637 0.4746 0.4.862 0.4981 0.5101 0.5222 0.5343 0.5468 0.5600 0.5734 0.5869 0.6005 0.6141 0.6281 0.6429 0.6578 0.6728 0.6879 0.7030 0.7181 0.7333 0.7484 0.7639 0.7802 0.7966 0.8136 0.8313 0.8492 0.8677 0.8869 0.9064 0.9267 0.9486 0.9709 0.9934 1.0160 1.0386 1.0617 1.0855 1.1096 1.1341 1.1593 1.1849 1.2113 1.2392 1.2675 1.2965 1.3263 1.3563 1.3868 1.4182 1.4497 1.4818 1.5146 1.5477 1.5782 1.6035 1.6275 1.6508 1.6739 1.6967 1.52 I Q 1.58 I Q 1.69 Q 1.73 Q I . 1.74 I QV 1.75 I QV 1.75. I QV 1.81 QV 1.92 I QV 1.95 QV 1.96 QV 1.97 I QV 1.97 I QV 2.03 QV 2.14 i 4V 2.17 2.18 QV 2.19 I QV 2.19 QV I 2.20 I QV 2.20 I QV 2.20 QV 2.25 Q V 2.36 Q V 2.39 Q V 2.46 Q V 2.57 QV 2.6.1 QV i 2.68 QV 2.79 I Q V 2.83 I Q V 2.96 Q V 3.18 QV 3.24 i QV I 3.27 3.28 I Q V 3.29 Q V 3.35 Q V 3.46 Q V 3.49 Q V 3.56 Q VI 3.67 Q VI 3.70 Q VI 3.83 I Q VI 4.05 I QVI 4.12 I Q V 4.20 i Q V 4.32 I Q V 4.36 Q V 4.44 Q IV 4.55 QIV 4.58 QIV 4.66 QIV 4.77 4.80 QI V 4.42 Q I V 3.68 Q I v 3.48 I Q I V 3.39 3.34 I Q I V 3.31 I Q I V 10 +35 10 +40 10 +45 10 +50 10 +55 11+ 0 11+ 5 11 +10 11 +15 11 +20 11 +25 11 +30 11 +35 11 +40 11 +45 11 +50 11 +55 12+ 0 12+ 5 12 +10 12 +15 12 +20 12 +25 12 +30 12 +35 12 +40 12 +45 12 +50 12 +55 -- s 13+ 0 13+ 5 13 +10 13 +15 13 +20 13 +25 13 +30 13 +35 13 +40 13 +45 13 +50 13 +55 14+ 0 14+ 5 14 +10 14 +15 14 +20 14 +25 14 +30. 14 +35 14+40 14 +45 14 +50 14 +55 15+ 0 15+ 5 15 +10 15 +15 15 +20 15 +25 �• 15+30 15 +35 r� 1.7213 1.7497 1.7790 1.8088 1.8388 1.8689 1.8988 1.9279 1.9569 1.9857 2.0145 2.0433 2.0712 2.0977 2.1238 2.1501 2.1770 2.2041 2.2354 2.2747 2.3162 2.3596 2.4050 2.4511 2.4992 2.5503 2.6023 2.6556 2.7105 2.7660 2.8256 2.8922 2.9608 3.0304 3.1006 3.1712 3.2341 3.2821 3.3261 3.3684 3.4099 3.4509 3.4945 3.5437 3.5945 3.6454 3.6954 3.7454 3.7954 3.8455 3.8957 3.9452 3.9934 4.0414 4.0887 4.1345 4.1801 4.2249 4.2683 4.3114 4.3515 3.58 Q V 4.11 Q V 4.26 Q I V Ij 4.32 Q I V 4.36 Q V 4.38 Q I V 4.34 i Q i V 4.23 4.20 I Q I V 4.19 Q I V 4.18 Q I V 4.18 i Q i V 4.06 3..85 i Q i VV I I 3.79 3.82 3.91 I Q I V 3.93 Q V 4.55 I QI V I 5.70 6.03 I IQQ V 6.29 Q V 6.59 I I Q VI 6.70 i I Q VI 6.99 7.42 i i QQ V 7.55 7.73 Q IV 7.97 I I Q IV 8.06 Q 8.65 I I Q I V 9.67 9.96 I I QI V I 10.11 I I Q V I 10.19 I I Q VV 10.25 9.13 Q V 6.96 I I Q I V 6.39 i I Q i V 6.15 I 6.02 Q 5.95 I IQ I V 6.34 I I Q I V 7.15 7.38 I I Q I V 7.39 i I Q i Vi 7.26 7.25 7.27 I I Q i V 7.27 7.28 I I Q I IV 7.19 Q IV 7.01 I I Q I IV 6.97 6.86 I I Q I I V 6.66 I I Q I I V 6.62 6.50 V 6.30 I I Q I I V 6.26 Q 5.82 I IQ I V 15 +40 4.3861 5.03 15 +45 4.4193 4.82 I QI I I V 15 +50 4.4520 4.74 15 +55 4.4844 4.70 i QI I V 16+ 0 4.5166 4..69 I Q I I p 16+ 5 4.5421 3.69 Q 16 +10 4.5548 1.84 I Q I I I V 16 +15 4.5640 1.35 16 +20 4.5718 1.12 I Q I I I V 16 +25 4.5786 1.00 IQ v 16 +30 4.5850 0.93 IQ I I I V 16+35 4.5907 0.82 IQ I 16 +40 4.5956 0.71 I I V 16 +45 4.6003. 0.69 IQ I V 16 +50 4.605.0 0.67 IQ v 16 +55 4.6096 0.67 IQ I I I V 17.+ 0 4.6141 0.66 IQ V 17+ 5 4.6194 0.77 IQ I I I V 17 +10 4.6262 0.99 17 +15 4.6334 1.04 iQQ i I I V 17 +20 4.6408 1.07 17 +25 4.6483 1.08 I Q I I I V 17 +30 4.6558 1.09 Q 17 +35 4.6633 1.10 i I I I V 17 +40 4.6709 1.10 QQ 17 +45 4.6785 1.10 i I ( I V 17 +50 4.6856 1.04 Q I ( I V 17 +55 4.6921 0.93 IQ 18+ 0 4.6983 0.91 I I I V 18+ 5 4.7045 0.89 IQ v 18 +10 4.7106 0.89 IQ I I I V 18 +15 4.7166 0.88 IQ v 18 +20 4.7227 0.88 IQ I I I V 18 +25 4.7287 0.88 IQ v 18 +30 4.7348 0.88 IQ i I I V 18 +35 4.7405 0.82 IQ V 18 +40 4.7454 0.71 IQ I I I V 18 +45 4.7501 0.69 IQ v 18 +50 4.7543 0.62 IQ I I I V 18 +55 4.7578 0.50 IQ 19+ 0 4.7610 0.47 Q I I I V 19+ 5 4.7645 0.51 IQ 19 +10 4.7688 0.61 I I I V 19 +15 4.7731 0.63 IQ v 19 +20 4.7780 0.70 IQ I I I V 19 +25 4.7836 0.82 IQ v 19 +30 4.7894 0.85 IQ I I I V 19 +35 4.7950 0.81 IQ v 19 +40 4.7999 0.71 IQ I I I V 19 +45 4.8046 0.68 IQ v 19 +50 4.8088 0.62 IQ I I i V 19 +55 4.8123 0.50 IQ 20+ 0 4.8155 0.47 Q i I I V 20+ 5 4.8190 0.51 20 +10 4.8232 0.61 IQ I I I V 2.0 +.15 4.8276 0.63 IQ v 20 +20 4.8320 0.64 IQ I I I V 20 +25 4.8365 0.65 IQ v 20 +30 4.8410 0.66 IQ I I I V 20 +35 4.8456 0.66 IQ v 20 +40 4.8501 0.66 IQ I I I V 20 +45 4.8546 0'. 66 IQ I I I V 20 +50 4.8588 0.60 20 +55 4.8622 0.50 Q I I I V 21+ 0 4.8654 0.47 Q V 21+ 5 4.8689 0.51 IQ I ( I VI 21 +10 4.8731 0.61 IQ VI 21 +15 4.8775 0.63 IQ I I I VI 21 +20 - 4.8816 0.59 IQ I I I VI 21 +25 4.8849 0.49 Q 21 +30 4.8881 0.46 Q I I I VI 21 +35 4,8916 0.51 Q I I I V 21 +40 4.8958 0.61 iQ I I I VI 21 +45 4.9002 0.63 21 +50 4.9042 0.59 IQ I I I VI 21 +55 4.9076 0.49 Q 22+ 0 4.9108 0.46 Q V I I I VI 22+ 5 4.9143 0.51 I I I VI 22 +10 4.9185 0.61 IQ Q I I I VI 22 +15 4.9229 0.63 IQ VI 22 +20 4.9269 0.59 IQ I I VI 22 +25 4.9303 0.49 Q VI 22 +30 4.9335 0.46 Q I I I VI 22 +35 4.9366 0.45 Q I I I VI 22 +40 4.9397 0.45 Q I I i VI 22 +45 4.9427 0.44 Q 22 +50 4.9458 0.44 Q I I I VI 22 +55 4.9488 0.44 Q VI 23+ 0 4.9518 0.44 Q I I VI 23+ 5 4.9548 0.44 Q VI 23 +10' 4.9579 0.44 Q I I VI 23 +15 4.9609 0.44 Q I I I VI 23 +20 4.9639 0.44 Q I I I VI 23 +25 4.9669 0.44 Q i I I VI 23 +30 4.9700 0.44 Q 23 +35 4.9730 0.44 Q VI 23 +40 4.9760 0.44 Q I I I VI 23 +45 4.9790 0.44 Q VI 23 +50 4.9821 0.44 Q I I I VI 23 +55 4.9851 0.44 Q VI 24+ 0 4.9881 0.44 Q I I I VI 24+ 5 4.9904 0.33 Q VI 24 +10 4.9911 0.11 Q I I I VI 24 +15 4.9915 0.05 Q i i I Vi 24 +20 4.9917 0.03 Q V 24 +25 4.9918 0.01 Q I I VI -- -24 +30 4.9918 0.01 Q V --- ------------- - ------------------------------------------- - - - - -- 1 1 f :Drainage area by Land use for Basin #1 Low Loss rate recommended values: .1. Undeveloped condition-= 2-7,0 (O,g , a.5 Z. 0.2- X o R- (O.g x 0 R) 27.0 x 0.1 27.0 .- Tentative Tract 31434 City of La Quinta Basin #1 ,i _ O.L-51q = 0 ►0013 0, 008 q 0 , t-6 21 [File: c: \wspgl \31434\post dev area by soil group BASIN 1] 1` L] 1� 1 I I Z1,414 I, i I rel F- MT, ==_ mw- mm�� MONO M, OEM, MIMMMT, - - -MM-R=229,997cu.% FFA :J .Appendix B -4.1 718-"8 Avenue 47 'MOlSF SiSh IN La QuWa, CA "M :s c H U L 7 Z VWW. 760- 771-4013 FAX- 7W771-4073 PLANPI,ERS ENGINEERS SURVEYORS m �i M U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 11/10/08 File: 31434210011100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ -- - - --- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -=- - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - .April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ------------------------------------------------------------7-------- TENTATIVE TRACT 31434 RETENTION BASIN 2 Q100 / 1HR STORM (FILE:3143421001] Drainage Area = 4.00(Ac.) = 0.006 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 4.00(Ac.) _ 0.006 Sq. Mi. Length along longest watercourse = 1200.00(Ft.) Length along longest watercourse measured to centroid = 600.00(Ft.) Length along longest watercourse = 0.227 Mi. Length along longest watercourse measured to centroid = 0.114 Mi. Difference in elevation = 8.10(Ft.) Slope along watercourse = 35.6400 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.046 Hr. Lag time = 2.73 Min. 25% of lag time = 0.68 Min. 40% of lag time = 1.09 Min. Unit time = 5.00 Min. Duration of storm = 1 Hour(s) User Entered Base Flow = 0.00(CFS) 0 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) (2] 4.00 0.50 100 YEAR Area.rainfall data: Area (Ac.) [1] Rainfall (In) [2] 4.00 1.90 STORM EVENT (YEAR) = 100.00 Weighting[1 *2] 2.00 Weighting[1 *2] 7.60 Area Averaged 2 -Year Rainfall = 0.500(In) Area Averaged 100 -Year Rainfall = 1.900(In) Point rain (area averaged) = 1.900(In) Areal adjustment factor = 100.00 s Adjusted average point rain = 1.900(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious 0.800 75.00 0.500 2.600 75.00 0.900 0.600 75.00 1.000 Total Area Entered = 4.00(Ac.) RI RI Infil. Rate Impervious Adj. Infil AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) 75.0 75.0 0.303 0.500 0.167 75.0 75.0 0.303 0.900 0.058 75.0 75.0 0.303 1.000 0.030 Rate Area% F (Dec.) (In /Hr) 0.200 0.033 0.650 0.037 0.150 0.005 Sum (F) = 0.075 Area averaged mean soil loss (F) (In /Hr) = 0.075 Minimum soil loss rate ((In /Hr)) = 0.038 (for 24 hour.storm duration) Soil low loss rate (decimal) = 0.232 Slope of intensity- duration curve for a 1 hour storm = 0.5800 ------------------------------------------------------ - - - - -- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit U n i t H y d r o g r a p h Loss rate(In. /Hr) Effective VALLEY S -Curve Percent (In /Hr) Max Unit Hydrograph Data 1 0.08 3.60 --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph 2 (hrs) 4.20 Graph .� (CFS) ( 0.222) --------------------------------------------------------------------- 1 0.083 183.147 40.332 1.626 1.003 2 0.167 366.294 44.560 1.796 0.33 3 0.250 549.441 9.515 0.384 0.973 4 0.333 732.588 3.865 0.156 0.075 5 0.417 915.735 1.728 0.070 - ---=---------------------------------- Sum -- = 100.000 Sum= -------- ------- --------- 4.031 - - - - -- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 3.60 0.821 0.075 ( 0.190) 0.745 2 0.17 4.20 0.958 0.075 ( 0.222) 0.882 3 0.25 4.40 1.003 0.075 ( 0.233) 0.928 4 0.33 4.60 1.049 0.075 ( 0.243) 0.973 5 0.42 5.00 1.140 0.075 ( 0.264) 1.065 6 0.50 5.60 1.277 0.075 ( 0.296) 1.201 7 0.58 6.40 1.459 0.075 ( 0.339) 1.384 • 8 j� 0.67 8.10 1.847 0.075 ( 0.428) 1.771 9 0.75 13.10 2.987 0.075 ( 0.693) 2.911 10 0.83 34.50 7.866 0.075 ( 1.825) 7.790 11 0.92 6.70 1.528 0.075 ( 0.354) 1.452 12 1.00 3.80 0.866 0.075 ( 0.201) 0.791 (Loss Rate Not Used) Sum = 100.0 Sum = 21.9 Flood volume = Effective rainfall 1.82(In) times area 4.0(Ac.) /[(In) /(Ft.)] = 0.6(Ac.Ft) Total soil loss = 0.08(In) Total soil loss = 0.025(Ac.Ft) Total rainfall = 1.90(In) Flood volume = 26493.7 Cubic Feet Total soil loss = 1093.3 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 18.885(CFS) ------------------------=------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 1 - 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 5 Minute intervals ((CFS)) Time(h+m) -------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 ----------------------------------------------------------------------- 0+ 5 0.0084 1.21 V Q I I I I 0 +10 0.0275 2.78 IV Q I I I 0 +15 0.0507 3.38 I V Q I. I I 0 +20 0.0763 3.71 I V Q I I I 0 +25 0.1040 4.03 I V Q-1 I I I 0 +30 0.1346 4.45 I Q I I I 0 +35 0.1693 5.04 I QV I I 0 +40 0.2111 6.06 I I QV I I 0 +45 0.2711 8.71 I I Q I I 0 +50 0.4011 18.88 I I I V I Q 0 +55 0.5241 17.85 I I I I VQ 1+ 0 0.5755 7.46 I I Q I I V 1+ 5 0.5989 3.40 I Q I I I V1 1 +10 0.6063 1.07 I Q I I I VI 1 +15 0.6078 0.22 Q I I I VI ----------------------------------------------------------------- 1 +20 0.6082 0.06 Q I I I V - - - - -- IF Appendix .=-4.2 RETENTION BASIN- #2 UNIT HY0 ', RAPH CALCULATIONS , 110 G 100 -YEAR STORM / M R 71B.900 kanm 47 -m 0 IL - F. Suit 208 CA to Qtimk "M Voiw. 760-771-4013 S c H u LT z PAM 760. 771-4073 PLANNERS ENGINEERS SURVEYORS J] U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 11/10/08 File: 31434210033100.out ++++++..... .++++++++++++++++.+.++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TENTATIVE TRACT 31434 RETENTION BASIN 2 Q100 / 3HR STORM [FILE:3143421003] -------------------------------------------------------------------- Drainage Area = 4.00(Ac.) = 0.006 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 4.00(Ac.) _ 0.006 Sq. Mi. Length along longest watercourse = 1200.00(Ft.) Length along longest watercourse measured to centroid = 600.00(Ft.) Length along longest watercourse = 0.227 Mi. Length along longest watercourse measured to centroid = . 0.114 Mi. Difference in elevation = 8.10(Ft.) Slope along watercourse = 35.6400 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.046 Hr. Lag time = 2.73 Min. 25% of lag time = 0.68 Min. 40% of lag time = 1.09 Min. Unit time = 5.00 Min. Duration of storm = 3 Hours) .User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1]. - Rainfall (In) [2] 4.00 0.70 100 YEAR Area rainfall data: Area (Ac.) [-1] " Rainfall (In) [2] 4.00 2.50 STORM EVENT (YEAR) = 100.00 Weighting[1 *2] 2.80 Weighting[1 *2] 10.00 1 f Area Averaged 2 7Year Rainfall = 0.700(In) Area Averaged 100 -Year Rainfall = 2.500(In) Point rain (area averaged) = 2.500(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.500(In) The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) .1 0.08 1.30 0.390 0.075 ( 0.090) 0.315 2 0.17 1.30 0.390 0.075 ( 0.090) 0.3.15 3 0.25 1.10 0.330 0.075 ( 0.077) 0.255 4 0.33 1.50 0.450 0.075 ( 0.104) 0.375 5 0.42 1.50 0.450 0.075 ( 0.104) 0.375 6 0.50 1.80 0.540 0.075 ( 0.125) 0.465 7 0.58 1.50 0.450 0.075 ( 0.104) 0.375 8 0.67 1.80 0.540 0.075 ( 0.125) 0.465 9 0.75 1.80 0.540 0.075 ( 0.125) 0.465 it 10 0.83 1.50 0.450 0.075 ( 0.104) 0.375 Sub -Area Data: Area(Ac.) Runoff Index Impervious 0.800 75.00 0.500 2.600 75.00 0.900 0.600 75.00 1.000 Total Area Entered = 4.00(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 75.0 75.0 0.303 0.500 0.167 0.200 0.033 75.0 75.0 0.303 0.900 0.058 0.650 0.037 75.0 75.0 0.303 1.000 0.030 0.150 0.005 Sum (F) = 0.075 Area averaged mean soil loss (F) (In /Hr) = 0.075 Minimum soil loss rate ((In /Hr)) = 0.038 (for 24 hour storm duration) Soil low loss rate (decimal) = --------------------------------------------------------------------- 0.232 U n i t H y d r o g r a p h VALLEY S -Curve ----------------- - -------------------------------------------------- Unit Hydrograph Data - - Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 183.147 40.332 1.626 2 0.167 366.294 44.560 1.796 3 0.250 .549.441 9.515 0.384 4 0.333 732.588 3.865 0.156 5 0.417 915.735 1.728 0.070 -= ----------------------------------------------------------------- Sum = 100.000 Sum= 4.031 - - - - -- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) .1 0.08 1.30 0.390 0.075 ( 0.090) 0.315 2 0.17 1.30 0.390 0.075 ( 0.090) 0.3.15 3 0.25 1.10 0.330 0.075 ( 0.077) 0.255 4 0.33 1.50 0.450 0.075 ( 0.104) 0.375 5 0.42 1.50 0.450 0.075 ( 0.104) 0.375 6 0.50 1.80 0.540 0.075 ( 0.125) 0.465 7 0.58 1.50 0.450 0.075 ( 0.104) 0.375 8 0.67 1.80 0.540 0.075 ( 0.125) 0.465 9 0.75 1.80 0.540 0.075 ( 0.125) 0.465 it 10 0.83 1.50 0.450 0.075 ( 0.104) 0.375 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 0'.92 1.60 0.480 0.075 ( 0.111) 0.405 1.00 1.80 0.540 0.075 ( 0.125) 0.465 1.08 2.20 0.660 0.075 ( 0.153) 0.585 1.17 2.20 0.660 0.075 ( 0.153) 0.585 1.25 2.20 0.660 0.075 ( 0.153) 0.585 1.33 2.00 0.600 0.075 ( 0.139) 0.525 .1.42 2.60 0.780 0.075 ( 0.181) 0.705 1.50 2.70 0.810 0.075 ( 0.188) 0.735 1.58 2.40 0.720 0.075 ( 0.167) 0.645 1.67 2.70 0.810 0.075 ( 0.188) 0.735 1.75 3.30 0.990 0.075 ( 0.230) 0.915 1.83 3.10 0.930 0.075 ( 0.216) 0.855 1.92 2.90 0.870 0.075 ( 0.202) 0.795 2.00 3.00 0.900 0.075 ( 0.209) 0.825 2.08 3.10 0.,930 0.075 ( 0.216) 0.855 2.17 4.20 1.260 0.075 ( 0.292) 1.185 2.25 5.00 1.500 0.075 ( 0.348) 1.425 2.33 3.50 1.050 0.075 ( 0.244) 0.975 2.42 6.80 2.640 0.075 ( 0.473) 1.965 2.50 7.30 2.190 0.075 ( 0.508) 2.115 2.58 8.20 2.460 0.075 ( 0.571) 2.385 2.67 5.90 1.770 0.075 ( 0.411) 1.695 2.75 2.00 0.600 0.075 ( 0.139) 0.525 2.83 1.80 0.540 0.075 ( 0.125) 0.465 2.92 1.80 0.540 0.075 ( 0.125) 0.465 3.00 0.60 0.180 ( 0.075) 0.042 0.138 (Loss Rate Not Used) Sum = 100.0 Sum = 27.3 Flood volume = Effective rainfall 2.28(In) times area 4.0(Ac.) /[(In) /(Ft.)] = 0.8(Ac.Ft) Total soil loss = 0.22(In) Total soil loss = 0.074(Ac.Ft) Total rainfall = 2.50(In) Flood volume = 33060.1 Cubic Feet Total soil loss = 3239.3 Cubic Feet -------------------------------------------------------------------- Peak -------------------------------------------------------------------- flow rate of this hydrograph = 8.685(CFS) +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - 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 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0035 0.51 V Q 0 +10 0.0109 1.08 V Q f 0 +15 0.0185 1.10 V Q 0 +20 0.0270 1.24 IV Q 0 +25 0.0370 1.45 IV Q 0 +30 0.0483 1.63 I V Q 0 +35 0.0598 1.66 I V Q 0 +40 0.0714 1.69 I V Q 0 +45 0.0841 1.83 I V Q 0 +50 0.0959 1.71 I VQ 0 +55 0.1069 1.61 I VQ 1+ 0 0.1189 1.73 I Q 1+ 5 0.1329 2.03 I VQ 1 +10 '0.1485 2.27 I V QI I I I ' 1 +15 1 +20 1 +25 1 +30 1 +35 1 +40 1 +45 0.1645 0.1800 0.1969 0.2161 0.2351 0.2543 0.2765 2.33 VQI 2.25 QI 2.45 QV 2.79 I IQ 2.76 2.78 I IQ VV 3.22 I I Q V ., 1 +50 0.3004 3.47 QQ V 1 +55 0.3234 3.34 i i V 2+ 0 0.3460 3.29 I Q V 2+ 5 0.3693 3.37 Q VV 2 0.3966 3.96 i i Q +10 2 +15 0.4307 4.96 V 2 +20 0.4637 4.79 i I QI V 2 +25 0.5032 5.74 Q V 2 +30 0.5559 7.65 I I I VQ 2 +35 0.6157 8.69 I Q 2 +40 0.6724 8.23 i i li i Q V 2 +45 0.7088 5.28 I VV I 2 +50 0.7285 2.87 i iQ i 2 +55 0.7438 2.22 I Q IQ I I VI 3+ 0 0.7537 1.44 Q 3+ 5 0.7574 0.54 i Q I I I VI ' 3 +10 0.7585 0.16 Q I I VI 3 +15 0.7589 0.05 Q i VI 3 +20 0.7590 0.01 Q I I I V �, ----------------------------------------------------------------- - - - - -- 1 16 Appendix : RETENTION BASIN #2 UNIT HYDR , OGRAPH CALCULATIONS 100 -YEAR STORM / 6HR 78-900 Averme 47 ilt 1,1400 .Moasl Sub& 208 Lo Quhdb, CA 92253 qici�P—NEiS Voice: 70771-4013 sc ULTZ FAX- 760-7714073 N ihGiiNIE�ERS SURVEYORS U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 11/10/08 File: 31434210066100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ -------------------------------------=---------------------------- - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 ----------------------7---------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format ---7----------------------------------------------------------------- TENTATIVE TRACT 31434 RETENTION BASIN 2 Q100 / 6HR STORM [FILE:3143421006] -------------------------------------------------------------------- Drainage Area = 4.00(Ac.) = 0.006 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 4.00(Ac.) _ 0.006 Sq. Mi. Length along longest watercourse = 1200.00(Ft.) Length along longest watercourse measured to centroid = 600.00(Ft.) Length along longest watercourse = 0.227 Mi. Length along longest watercourse measured to centroid = 0.114 Mi. Difference in elevation = 8.10(Ft.) Slope along watercourse = 35.6400 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.046 Hr. Lag time = 2.73 Min. 25% of lag time = 0.68 Min. 40% of lag time = 1.09 Min. Unit time 5.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac. ) [1] Rainfall (In) [2] 4.00 1.00 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] 4.00 3.00 STORM EVENT (YEAR) = 100.00 Weighting[1 *2] 4.00 Weighting[1 *2] 12.00 Area Averaged 2 -Year Rainfall = 1.000(Ih) Area Averaged 100 -Year Rainfall = 3.000(In) Point rain (area averaged) = 3.000(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 3.000(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % 0.800 75.00 0.500 2.600 75.00 0.900 0.600 75.00 1.000 Total Area Entered = 4.00(Ac.) ' RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 75.0 75.0 0.303 0.500 0.167 0.200 0.033 75.0 75.0 0.303 0.900 0.058 0.650 0.037 ' 75.0 75.0 0.303 1.000 0.030 0.150 0.005 Sum (F) = 0.075 Area averaged mean soil loss (F) (In /Hr) = 0.075 Minimum soil loss rate ((In /Hr)) = 0.038 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.232 --------------------------------------------------------------------- ' U n i t H y d r o g r a p h VALLEY S -Curve -------------------------------------------------------------------- Ito, ----- - - - - -- -Unit Hydrograph Data -------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) ----1--- 0.083-- - - - - -- 183. 147----- - - - -40 .332-------- - - - - -- 1.626- - - - - -- 2 0.167 366.294 44.560 1.796 3 0.250 549.441 9.515 0.384 4 0.333 732.588 3.865 0.156 5 0.417 915.735 1.728 0.070 Sum = 100.000 Sum= 4.031 ------------------------------------------------------------------- - - - -.. The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 0.50 0.180 ( 0.075) 0.042 0.138 2 0.17 0.60 0.216 ( 0.075)* 0.050 0.166 3 0.25 0.60 0.216 ( 0.075) 0.050 0.166 4 0.33 0.60 0.216 ( 0.075) 0.050 0.166 5 0.42 0.60 0.216 ( 0.075) 0.050 0.166 6 0.50 0.70 0.252 ( .0:075) 0.058 0.194 7 '0.58 0.70 0.252 ( 0.075) 0.058 0.194 8 0.67 0.70 0.252 ( 0.075) 0.058 0.194 • 9 0.75 0.70 0.252 ( 0.075) 0.058 0.194 10 0.83 0.70 0.252 ( 0.075) 0.058 0.194 If 11 0.92 0.70 0.252 ( 0.075) 0.058 0.194 12 1.00 0.80 0.288 ( 0.075) 0.067 0.221 13 1.08 0.80 0.288 ( 0.075) 0.067 0.221 14 1.17 0.80 0.288 ( 0.075) 0.067 0.221 15 1.25 0.80 0.288 ( 0.075) 0.067 0.221 16 1.33 0.80 0.288 ( 0.075) 0.067 0.221 17 1.42 0.80 0.288 ( 0.075) 0.067 0.221 18 1.50 0.80 0.288 ( 0.075) 0.067 0.221 19 1.58 0.80 0.288 ( 0.075) 0.067 0.221 20 1.67 0.80 0.288 ( 0.075) 0.067 0.221 21 1.75 0.80 0.288 ( 0.075) 0.067 0.221 22 1.83 0.80 0.288 ( 0.075) 0.067 0.221 23 1.92 0.80 0.288 ( 0.075) 0.067 0.221 24 2.00 0.90 0.324 ( 0.075) 0.075 0.249 25 2.08 0.80 0.288 ( 0.075) 0.067 0.221 26 2.17 0.90 0.324 ( 0.075) 0.075 0.249 27 2.25 0.90 0.324 ( 0.075) 0.075 0.249 28 2.33 0.90 0.324 ( 0.075) 0.075 0.249 29 2.42 0.90 0.324 ( 0.075) 0.075 0.249 30 2.50 0.90 0.324 ( 0.075) 0.075 0.249 31 2.58 0.90 0.324 ( 0.075) 0.075 0.249 32 2.67 0.90 .0.324 ( 0.075) 0.075 0.249 33 2.75 1.00 0.360 0.075 ( 0.084) 0.285 34 2.83 1.00 0.360 0.075 ( 0.084) 0.285 35 2.92 1.00 0.360 0.075 ( 0.0.84) 0.285 36 3.00 1.00 0.360 0.075 ( 0.084) 0.285 37 3.08 1.00 0.360 0.075 ( 0.084) 0.285 38 3.17 1.10 0.396 0.075 ( 0.092) 0.321 39 3.25 1.10 0.396 0.075 ( 0.092) 0.321 40 3.33 1.10 0.396 0.075 ( 0.092) 0.321 41 3.42 1.20 0.432 0.075 ( 0.100) 0.357 42 3.50 1.30 0.468 0.075 ( 0.109) 0.393 43 3.58 1.40 0.504 0.075 ( 0.117) 0.429 44 3.67 1.40 0.504 0.075 ( 0.117) 0.429 45 3.75 1.50 0.540 0.075 ( 0.125) 0.465 46 3.83 1.50 0.540 0.075 ( 0.125) 0.465 47 3.92 1.60 0.576 0.075 ( 0.134) 0.501 48 4.00 1.60 0.576 0.075 ( 0.134) 0.501 49 4.08 1.70 0.612 0.075 ( 0.142) 0.537 50 4.17 1.80 0.648 0.075 ( 0.150) 0.573 51 4.25 1.90 0.684 0.075 ( 0.159) 0.609 52 4.33 2.00 0.720 0.075 ( 0.167) 0.645 53 4.42 2.10 0.756 0.075 ( 0.175) 0.681 54 4.50 2.10 0.756 0.075 ( 0.175) 0.681 55 4.58 2.20 0.792 0.075 ( 0.184) 0.717 56 4.67 2.30 0.828 0.075 ( 0.192) 0.753 57 4.75 2.40 0.864 0.075 ( 0.200) 0.789 58 4.83 2.40 0.864 0.075 ( 0.200) 0.789 59 4.92 2.50 0.900 0.075 ( 0.209) 0.825 60 5.00 2.60 0.936 0.075 ( 0.217) 0.861 61 5.08 3.10 1.116 0.075 ( 0.259) 1.041 62 5.17 3.60 1.296 0.075 ( 0.301) 1.221 63 5.25 3.90 1.404 0.075 ( 0.326) 1.329 64 5.33 4.20 1.512 0.075 ( 0.351) 1.437 65 5.42 4.70 1.692 0.075 ( 0.393) 1.617- 66 5.50 5.60 2.016 0.075 ( 0.468) 1.941 67 ' 5.58 1.90 0.684 0.075 ( 0.159) 0.609 68 5.67 0.90 0.324 ( 0.075) 0.075 0.249 69 5.75 0.60 0.216 ( 0.075) 0.050 0.166 70 5.83 0.50 0.180 ( 0.075) 0.042 0.138 71 5.92 0.30 0.108 ( 0.075) 0.025 0.083 72 6.00 0.20 0.072 ( 0.075) 0.017 0.055 (Loss Rate Not Used) Sum = 100.0 Sum = 31.1 Flood volume = Effective rainfall 2.59(In) times area 4.0(Ac.) /[(In) /(Ft.)] = 0.9(Ac.Ft) Total soil loss = 0.41(In) Total soil loss = 0.136(Ac.Ft) Total rainfall = 3.00(In) Flood volume = 37621.9 Cubic Feet Total soil loss = 5937.5 Cubic Feet -------------------------------------------------------------------- Peak -------------------------------------------------------------------- flow rate of this hydrograph = 6.906(CFS) +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 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 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0015 0.22 Q 0 +10 0.0051 0.52 V Q 0 +15 0.0094 0.62 V Q 0 +20 0.0139 0.65 V Q 0 +25 0.0185 0.67 V Q 0 +30 0.0234 0.71 IVQ 0 +35 0.0287 0.76 IV Q 0 +40 0.0340 0.77 IV Q 0 +45 0.0394 0.78 IV Q 0 +50 0.0447 0.78 I VQ 0 +55 0.0501 0.78 VQ 1+ 0 0.0558 0.83 I VQ 1+ 5 0.•0618 0.88 VQ 1 +10 0.0679 0.89 1 +15 0.0741 0.89 I Q 1 +20 0.0802 0.89 1 +25 0.0863 0.89 I Q 1 +30 0.0925 0.89 QV 1 +35 0.0986 0.89 QV 1 +40 0.1048 0.89 QV 1 +45 0.1109 0.89 I Q V 1 +50 0.1171 0.89 Q V 1 +55 0.1232 0.89 I Q V 2+ 0 0.1297 0.94 I Q V 2+ 5 0.1362 0.94 i Q V 2 +10 0.1427 0.95 2 +15 0.1495 0.99 V 2 +20 0.1564 1.00 I Q V 2 +25 0.1633 1.00 Q V 2 +30 0.1702 1.00 VV 2 +35 0.1771 1.00 I Q 2 +40 0.1840 1.00 2 +45 0.1913 1.06 Q V 2 +50 0.1991 1.13 Q VI I I I. 2 +55 0.2069 1.14 Q VI I 3+ 0 0.2148 1.15 I Q VI I I 3+ 5 0.2227 1.15 I Q V I I 3 +10 0.2311 1.21 I Q V I I 3 +15 0.2398 1.27 I Q IV I I I' 3 +20 0.2487 1.29 Q IV 3 +25 0.2580 1.35 Q IV 3 +30 0.2681 1.48 Q I V 3 +35 0.2792 1.61 I Q I V 3 +40 0.2909 1.70 Q V 3 +45 0.3031 1.78 I Q I V 3 +50 0.3159 1.85 Q I v 3 +55 0.3291 1.92 I Q I V 4+ 0 0.3429 2.00 Q I V 4+ 5 0.3571 2.07 I Q I V 4 +10 0.3723 2.20 Q 4 +15 0.3884 2.34 I QI V I 4 +20 0.4055 2.48 QQ VVI 4 +25 0.4236 2.63 i 4 +30 0.4422 2.71 I Q V 4 +35 0.4615 2.79 IQQ IV 4 +40 0.4816 2.92 i V 4. +45 0.5027 3.06 I I Q I V 4 +50 0.5244 3.15 QQ I VV 4 +55 0.5467 3.23 i i 5+ 0 0.5698 3.36 I I Q V 5+ 5 0.5955 3.73 Q V 5 +10 0.6256 4.37 I I Q I V 5 +15 0.6597 4.95 Q1 V I 5 +20 0.6970 5.42 I I IQ I V I 5 +25 0.7382 5.98 Q V 5 +30 0.7858 6.91 I I I Q I V 5 +35 0.8230 5.42 IQ 5 +40 0.8409 2.60 i Q Q I V 5 +45 0.8503 1.37 Q VI 5 +50 0.8562 0.85 I Q I I I VI 5 +55 0.8598 0.53 I VI 6+ 0 0.8621 0.34 IQ i I VI 6+ 5 0.8633 0.16 Q I ' I VI 6 +10 0.8636 0.04 Q VI 6 +15 0.8637 0.01 Q I I I VI 6 +20 ----------------------------------------------------------------- 0.8637 0.00 Q I I I V - - - - -- Appendix B -4.4 RETENTION BASIN #2 UNIT HYDROGRAPH CALCULATIONS 100 -YEAR STORM / 24-HR 78.900 Avemm 47 j, ti z suile 208 m 0 a s I La QuWk CA 92253 Voice: 760-771 -4013 • S C H U L T Z FA)• 760-7714073 LA* 14 WE A S ENGINEERS SURVEYORS U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 11/10/08 File: 3143421002424100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ --=-=------------------------------------------------------------- - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TENTATIVE TRACT 31434 RETENTION BASIN 2 Q100 / 24HR STORM [FILE:31434210024] -------------------------------------------------------------------- Drainage Area = 4.00(Ac.) = 0.006 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 4.00(Ac.) _ 0.006 Sq. Mi: Length along longest watercourse = 1200.00(Ft.) Length along longest watercourse measured to centroid = 600.00(Ft.) Length along longest watercourse = 0.227 Mi. Length along longest watercourse measured to centroid = 0.114 Mi. Difference in elevation = 8.10(Ft.) Slope along watercourse = 35.6400 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.046 Hr. Lag time = 2.73 Min. 25% of lag time = 0.68 Min. 40% of lag time = 1.09 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac. ) [1] Rainfall (In) [2] 4.00 1.60 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] 4.00 3.75 STORM EVENT (YEAR) = 100.00 weighting[1 *2] 6.40 Weighting[1 *2] 15.00 Area Averaged 2 -Year Rainfall = 1.600(In) Area Averaged 100 -Year Rainfall = 3.750(In) ' Point rain (area averaged) _ .3.750(In) Areal adjustment factor = 100.00 Adjusted average point rain = 3.750(In) ' Sub -Area Data: Area(Ac.) Runoff Index Impervious % 0.800 75.00 0.500 2.600 75.00 0.900 0.600 75.00 1.000 Total Area Entered = 4.00(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 75.0 75.0 0.303 0.500 0.167 0.200 0.033 75.0 75.0 0.303 0.900 0.058 0.650 0.037 75.0 75.0 0.303 1.000 0.030 0.150 0.005 Sum (F) = 0.075 Area averaged mean soil loss (F) (In /Hr) = 0.075 ' Minimum soil loss rate ((In /Hr)) = 0.038 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.232 --------------------------------------------------------------- - - - - -- U n i t H y d r o g r a p h VALLEY S -Curve The following loss rate calculations reflect use of the minimum calculated I' s -------------------------------------------------- Unit Hydrograph Data------------------------------- I ------------------ ------------ Unit time period - - Time % of lag Distribution Unit - - - - -- Hydrograph to produce (hrs) Effective Rain Graph % (CFS) --------------------------------------------------------------------- 1 0.083 183.147 40.332 1.626 Unit 2 0.167 366.294 44.560 1.796 Effective 3 0.250 549.441 9.515 0.384 ' 4 0.333 732.588 3.865 0.156 0.07 5 0.417 915.735 1.728 0.070 ----------------------------------------------------------------- 0.17 Sum = 100.000 Sum= 4.031 - - - - -- The following loss rate calculations reflect use of the minimum calculated I' s rate subtracted from the Storm Rain to produce the maximum Effective Rain valolus e Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 0.07 0.030 ( 0.133) 0.007 0.023 2 0.17 0.07 0.030 ( 0.133) 0.007 0.023 3 0.25 0.07 0.030 ( 0.132) 0.007 0.023 ' 4 0.33 0.10 0.045 ( 0.132) 0.010 0.035 5 0.42 0.10 0.045 ( 0.131) 0.010 0.035 6 0.50 0.10 0.045 ( 0.131) 0.010 0.035 7 0.58 0.10 0.045 ( 0.130) 0.010 0.035 8 ' 0.67 0.10 0.045 ( 0.130) 0.010 0.035 9 0.75 0.10 0.045 ( 0.129) 0.010 0.035 10 1 0.83 0.13 0.060 ( 0.129) 0.014 0.046 � I 11 0.92 0.13 0.060 ( 0.128) 0.014 0.046 12 1.00 0.13 0.060 ( 0.128) 0.014 0.046 13 1.08 0.10 0.045 ( 0.127) 0.010 0.035 14 1.17 0.10 0.045 ( 0.127) 0.010 0.035 15 1.25 0.10 0.045 ( 0.126) 0.010 0.035 16 1.33 0.10 0.045 ( 0.126) 0.010 0.035 17 1.42 0.10 0.045 ( 0.125) 0.010 0.035 18 1.50 0.10 0.045 ( 0.125) 0.010 0.035 19 1.58 0.10 0.045 ( 0.124) 0.010 0.035 20 1.67 0.10 0.045 ( 0.124) 0.010 0.035 21 1.75 0.10 0.045 ( 0.123) 0.010 0:035 22 1.83 0.13 0.060 ( 0.123) 0.014 0.046 23 1.92 0.13 0.060 ( 0.122) 0.014 0.046 24 2.00 0.13 0.060 ( 0.122) 0.014 0.046 25 2.08 0.13 0.060 ( 0.121) 0.014 0.046 26 2.17 0.13 0.060 ( 0.121) 0.014 0.046 27 2.25 0.13 0.060 ( 0.120) 0.014 0.046 28 2.33 0.13 0.060 ( 0.120) 0.014 0.046 29 2.42 0.13 0.060 ( 0.119) 0.014 0.046 30 2.50 0.13 0.060 ( 0.119) 0.014 0.046 31 2.58 0.17 0.075 ( 0.118) 0.017 0.058 32 2.67 0.17 0.075 ( 0.118) 0.017 0.058 33 2.75 0.17 0.075 ( 0.117) 0.017 0.058 34 2.83 0.17 0.075 ( 0.117) 0.017 0.058 35 2.92 0.17 0.075 ( 0.116) 0.017 0.058 36 3.00 0.17 0.075 ( 0.116) 0.017 0.058 37 3.08 0.17 0.075 ( 0.116) 0.017 0.058 38 3.17 0.17 0.075 ( 0.115) 0.017 0.058 39 3.25 0.17 0.075 ( 0.115) 0.017 0.058 40 3.33 0.17 0.075 ( 0.114) 0.017 0.058 41 3.42 0.17 0.075 ( 0.114) 0.017 0.058 42 3.50 0.17 0.075 ( 0.113) 0.017 0.058 43 3.58 0.17 0.075 ( 0.113) 0.017 0.058 44 3.67 0.17 0.075 ( 0.112) 0.017 0.058 45 3.75 0.17 0.075 ( 0.112) 0.017 0.058 46 3.83 0.20 0.090 ( 0.111) 0.021 0.069 47 3.92 0.20 0.090 ( 0.111) 0.021 0.069 48 4.00 0.20 0.090 ( 0.110) 0.021 0.069 49 4.08 0.20 0.090 ( 0.110) 0.021 0.069 50 4.17 0.20 0.090 ( 0.109) 0.021 0.069 51 4.25 0.20 0.090 ( 0.109) 0.021 0.069 52 4.33 0.23 0.105 ( 0.108) 0.024 0.081 53 4.42 0.23 0.105 ( 0.108) 0.024 0.081 54 4.50 0.23 0.105 ( 0.108) 0.024 0.081 55 4.58 0.23 0.105 ( 0.107) 0.024 0.081 56 4.67 0.23 0.105 ( 0.107) 0.024 0.081 57 4.75 0.23 0.105 ( 0.106) 0.024 0.081 58 4.83 0.27 0.120 ( 0.106) 0.028 0.092 59 4.92 0.27 0.120 ( 0.105) 0.028 0.092 60 5.00 0.27 0.120 ( 0.105) 0.028 0.092 61 5.08 0.20 0.090 ( 0.104) 0.021 0.069 62 5.17 0.20 0.090 ( 0.104) 0.021 0.069 63 5.25 0.20 0.090 ( 0.103) 0.021 0.0.69 64 5.33 0.23 0.105 ( 0.103) 0.024 0.081 65 5.42 0.23 0.105 ( 0.103) 0.024 0.081 66 5.50 0.23 0.105 ( 0.102) 0.024 0.081 67 5.58 0.27 0.120 ( 0.102) 0.028 0.092 68 5.67 0.27 0.120 ( 0.101) 0.028 0.092 69 5.75 0.27 0.120 ( 0.101) 0.028 0.092 70 5.83 0.27 0.120 ( 0.100) 0.028 0.092 71 5.92 0.27 0.120 ( 0.100) 0.028 0.092 72 6.00 0.27 0.120 ( 0.099) 0.028 0.092 73 6.08 0.30 0.135 ( 0.099) 0.031 0.104 74 6.17 0.30 0.135 ( 0.099) 0.031 0.104 75 6.25 0.30 0.135 ( 0.098) 0.031 0.104 76 6.33 0.30 0.135 ( 0.098) 0.031 0.104 77 6.42 0.30 0.135 ( 0.097) 0.031 0.104 78 6.50 0.30 0.135 ( 0.097) 0.031 0.104 79 6.S8 0.33 0.150 ( 0.096) 0.035 0.115 80 6.67 0.33 0.150 ( 0.096) 0.035 0.115 81 6.75 0.33 0.150 ( 0.095) 0.035 0.115 82 6.83 0.33 0.150 ( 0.095) 0.035 0.115 83 6.92 0.33 0.150 ( 0.095) 0.035 0.115 84 7.00 0.33 0.150 ( 0.094) 0.035 0.115 85 7.08 0.33 0.150 ( 0.094) 0.035 0.115 86 7.17 0.33 0.150 ( 0.093) 0.035 0.115 87 7.25 0.33 0.150 ( 0.093) 0.035 0.115 88 7.33 0.37 0.165 ( 0.092) 0.038 0.127 89 7.42 0.37 0.165 ( 0.092) 0.038 0.127 90 7.50 0.37 0.165 ( 0.092) 0.038 0.127 91 7.58 0.40 0.180 ( 0.091) 0.042 0.138 92 7.67 0.40 0.180 ( 0.091) 0.042 0.138 93 7.75 0.40 0.180 ( 0.090) 0.042 0.138 94 7.83 0.43 0.195 ( 0.090) 0.045 0.150 95 7.92 0.43 0.195 ( 0.090) 0.045 0.150 96 8.00 0.43 0.195 ( 0.089) 0.045 0.150 97 8.08 0.50 0.225 ( 0.089) 0.052 0.173 98 8.17 0.50 0.225 ( 0.088) 0.052 0.173 99 8.25 0.50 0.2.25 ( 0.088) 0.052 0.173 100 8.33 0.50 0.225 ( 0.087) 0.052 0.173 101 8.42 0.50 0.225 ( 0.087) 0.052 0.173 102 8.50 0.50 0.225 ( 0.087) 0.052 0.173 103 8.58 0.53 0.240 ( 0.086) 0.056 0.184 104 8.67 0.53 0.240 ( 0.086) 0.056 0.184 105 8.75 0.53 0.240 ( 0.085) 0.056 0.184 106 8.83 0.57 0.255 ( 0.085) 0.059 0.196 107 8.92 0.57 0.255 ( 0.085) 0.059 0.196 108 9.00 0.57 0.255 ( 0.084) 0.059 0.196 109 9.08 0.63 0.285 ( 0.084) 0.066 0.219 110 9.17 0.63 0.285 ( 0.083) 0.066 0.219 111 9.25 0.63 0.285 ( 0.083) 0.066 0.219 112 9.33 0.67 0.300 ( 0.083) 0.070 0.230 113 9.42 0.67 0.300 ( 0.082) 0.070 0.230 114 9.50 0.67 0.300 ( 0.082) 0.070 0.230 115 9.58 0.70 0.315 ( 0.081) 0.073 0.242 116 9.67 0.70 0.315 ( 0.081) 0.073 0.242 117 9.75 0.70 0.315 ( 0.081) 0.073 0.242 118 9.83 0.73 0.330 ( 0.080) 0.077 0.253 119 9.92 0.73 0.330 ( 0.080) 0.077 0.253 120 10.00 0.73 0.330 ( 0.080) 0.077 0.253 121 10.08 0.50 0.225 ( 0.079) 0.052 0.173 122 10.77 0.50 0.225 ( 0.079) 0.052 0.173 123 10.25 0.50 0.225 ( 0.078) 0.052 0.173 124 10.33 0.50' 0.225 ( 0.078) 0.052 0.173 125 10.42 0.50 0.225 ( 0.078) 0.052 0.173 126 10.50 0.50 0.225 ( 0.077) 0.052 0.173 127 10.58 0.67 0.300 ( 0.077) 0.070 0.230 128 10.67 0.67 0.300 ( 0.076) 0.070 0.230 129 10.75 0.67 0.300 ( 0.076) 0.070 0.230 130 10.83 0.67 0.300 ( 0.076) 0.070 0.230 131 10.92 0.67 0.300 ( 0.075) 0.070 0.230 132 11.00 0.67 0.300 ( 0.075) 0.070 0.230 133 11.08 134 11.17 135 11.25 ' 136 11.33 137 11.42 138 11.50 ' 139 11.58 140 11.67 141 11.75 142 11.83 t 143 11.92 144 12.00 145 12.08 146 12.17 147 12.25 148 12.33 149 12.42 150 12.50 151 12.58 152 12.67 153 12.75 154 12.83 ' 155 12.92 156 13.00 157 13.08 158 13.17 159 13.25 160 13.33 161 13.42 162 13.50 163 13.58 164 13.67 165 13.75 166 13.83 167 13.92 168 14.00 169 14.08 ' 170 14.17 171 14.25 172 14.33 173 14.42 174 14.50 175 14.58 176 14.67 177 14.75 ' 178 14.83 179 14.92 180 15.00 181 15.08 182 15.17 183 15.25 184 15.33 185 15.42 186 15.50 _187 15.58 188 15.67 189 15.75 190 15.83 • 191 15.92 192 16.00 193 16.08 0.63 0.63 0.63 0.63 0.63 0.63 0.57 0.57 0.57 0.60 0.60 0.60 0.83 0.83 0.83 0.87 0.87 0.87 0.93 0.93 0.93 0.97 0.97 0.97 1.13 1.13 1.13 1.13 1.13 1.13 0.77 0.77 0.77 0.77 0.77 0.77 0.90 0.90 0.90 0.87 0.87 0.87 0.87 0.87 0.87 0.83 0.83 0.83 0.80 0.80 0.80 0.77 0.77 0.77 0.63 0.63 0.63 0.63 0.63 0.63 0.13 0.285 0.285 0.285 0.285 0.285 0.285 0.255 0.255 0.255 0.270 0.270 0.270 0.375 0.375 0.375 0.390 0.390 0.390 0.420 0.420 0.420 0.435 0.435 0.435 0.510 0.510 0.510 0.510 0.510 0.510 0.345 0.345 0.345 0.345 0.345 0.345 0.405 0.405 0.405 0.390 0.390 0.390 0.390 0.390 0.390 0.375 0.375 0.375 0.360 0.36C 0.360 0.345 0.345 0.345 0.285 0.285 0.285 0..285 0.285 0.285 0.060 0.075) 0.066 0.074) 0.066 0.074) 0.066 0.074) 0.066 0.073) 0.066 0.073) 0.066 0.072) 0.059 0.072) 0.059 0.072) 0.059 0.071) 0.063 0.071) 0.063 0.071) 0.063 0.070 ( 0.087) 0.070 ( 0.087) 0.070 ( 0.087) 0.069 ( 0.090) 0.069 ( 0.090) 0.069 ( 0.090) 0.068 ( 0.097) 0.068 ( 0.097) 0.068 ( 0.097) 0.067 ( 0.101) 0.067 ( 0.101) 0.066 ( 0.101) 0.066 ( 0.118) 0.066 ( 0.118) 0.065 ( 0.118) 0.065 ( 0.118) 0.065 ( 0.118) 0.064 ( 0.118) 0.064 ( 0.080) 0.064 ( 0.080) 0.064 ( 0.080) 0.063 ( 0.080) 0.063 ( 0.080) 0.063 ( 0.080) 0.062 ( 0.094) 0.062 ( 0.094) 0.062 ( 0.094) 0.061 ( 0.090) 0.061 ( 0.090) 0.061 ( 0.090) 0.060 ( 0.090) 0.060 ( 0.090) 0.060 ( 0.090) 0.059 ( 0.087) 0.059 ( 0.087) 0.059 ( 0.087) 0.059 ( 0.084) 0.058 ( 0.084) 0.058 ( 0.084) 0.058 ( 0.080) 0.057 ( 0.080) 0.057 ( 0.080) 0.057 ( 0.066) 0.056 ( 0.066) 0.056 ( 0.066) 0.056 ( 0.066) 0.056 ( 0.066) 0.055 ( 0.066) 0.055) 0.014 0.219 0.219 0.219 0.219 0.219 0.219 0.196 0.196 0.196 0.207 0.207 0.207 0.305 0.305 0.305 0.321 0.321 0.321 0.352 0.352 0.352 0.368 0.368 0.369 0.444 0.444 0.445 0.445 0.445 0.446 0.281 0.281 0.281 0.282 0.282 0.282 0.343 0.343 0.343 0.329 0.329 0.329 0.330 0.330 0.330 0.316 0.316 0.316 0.301 0.302 0.302 0.287 0.288 0.288 0.228 0.229 0.229 0.229 0.229 0.230 0.046 �i l� 'I 1 1 194 16.17 0.13 0.060 ( 0.055) 0.014 0.046 195 16.25 0.13 0.060 ( 0.054) 0.014 0.046 196 16.33 0.13 0.060 ( 0.054) 0.014 0.046 197 16.42 0.13 0.060 ( 0.054) 0.014 0.046 198 16.50 0.13 0.0'60 ( 0.054) 0.014 0.046 199 16.58 0.10 0.045 ( 0.053) 0.010 0.035 200 16.67 0.10 0.045 ( 0.053) 0.010 0.035 201 16.75 0.10 0.045 ( 0.053) 0.010 0.035 202 16.83 0.10 0.045 ( 0.053) 0.010 0.035 203 16.92 0.10 0.045 ( 0.052) 0.010 0.035 204 17.00 0.10 0.045 (. 0.052) 0.010 0.035 205 17.08 0.17 0.075 ( 0.052) 0.017 0.058 206 17.17 0.17 0.075 ( 0.051) 0.017 0.058 207 17.25 0.17 0.075 ( 0.051) 0.017 0.058 208 17.33 0.17 0.075 ( 0.051) 0.017 0.058 209 17.42 0.17 0.075 ( 0.051) 0.017 0.058 210 17.50 0.17 0.075 ( 0.050) 0.017 0.058 211 17.58 0.17 0.075 ( 0.050) 0.017 0.058 212 17.67 0.17 0.075 ( 0.050) 0.017 0.058 213 17.75 0.17 0.075 ( 0.050) 0.017 0.058 214 17.83 0.13 0.060 ( 0.049) 0.014 0.046 215 17.92 0.13 0.060 ( 0.049) 0.014 0.046 216 18.00 0.13 0.060 ( 0.049) 0.014 0.046 217 18.08 0.13 0.060 ( 0.049) 0.014 0.046 218 18.17 0.13 0.060 ( 0.048) 0.014 0.046 219 18.25 0.13 0.060 ( 0.048) 0.014 0.046 220 18.33 0.13 0.060 ( 0.048) 0.014 0.046 221 18.42 0.13 0.060 ( 0.048) 0.014 0.046 222 18.50 0.13 0.060 ( 0.048) 0.014 0.046 223 18.58 0.10 0.045 ( 0.047) 0.010 0.035 224 18.67 0.10 0.045 ( 0.047), 0.010 0.035 225 18.75 0.10 0.045 ( 0.047) 0.010 0.035 226 18.83 0.07 0.030 ( 0.047) 0.007 0.023 227 18.92 0.07 0.030 ( 0.046) 0.007 0.023 228 19.00 0.07 0.030 ( 0.046) 0.007 0.023 229 19.08 0.10 0.045 ( 0.046) 0.010 0.035 230 19.17 0.10 0.045 ( 0.046) 0.010 0.035 231 19.25 0.10 0.045 ( 0.046) 0.010 0.035 232 19.33 0.13 0.060 ( 0.045) 0.014 0.046 233 19.42 0.13 0.060 ( 0.045) 0.014 0.046 234 19.50 0.13 0.060 ( 0.045) 0.014 0.046 235 19.58 0.10 0.045 ( 0.045) 0.010 0.035 236 19.67 0.10 0.045 ( 0.045) 0.010 0.035 237 19.75 0.10 0.045 ( 0.044) 0.010 0.035 238 19.83 0.07 0.030 ( 0.044) 0.007 0.023 239 19.92 0.07 0.030 ( 0.044) 0.007 0.023 240 20.00 0.07 0.030 ( 0.044) 0.007 0.023 241 20.08 0.10 0.045 ( 0.044) 0.010 0.035 242 20.17 0.10 0:045 ( 0.043) 0.010 0.035 243 20.25 0.10 0.045 ( 0.043) 0.010 0.035 244 20.33 0.10 0.045 ( 0.043) 0.010 0.035 245 20.42 0.10 0.045 ( 0.043) 0.010 0.035 246 20.50 0.10 0.045 ( 0.043) 0.010 0.035 247 20.58 0.10 0.045 ( 0.042) 0.010 0.035 248 20.67 0.10 0.045 ( 0.042) 0.010 0.035 249 20.75 0.10 0.045 ( 0.042) 0.010 0.035 250 20.83 0.07 0.030 ( 0.042) 0.007 0.023 251 20.92 0.07 0.030 ( 0.042) 0.007 0.023 252 21.00 0.07 0.030 ( 0.042) 0.007 0.023 253 21.08 0.10 0.045 ( 0.041) 0.010 0.035 254 21.17 0.10 0.045 ( 0.041) 0.010 0.035 to 1 '0" 1 1 I.• � I, 255 21.25 0.10 0.045' ( 0.041) 0.010 0.035 256 21.33 0.07 0.030 ( 0.041) 0.007 0.023 257 21.42 0.07 '0.030 ( 0.041) 0.007 0.023 258 21.50 0.07 0.030 ( 0.041) 0.007 0.023 259 21.58 0.10 0.045 ( 0.040) 0.010 0.035 260 21.67 0.10 0.045 ( 0.040) 0.010 0.035 261 21.75 0.10 0.045 ( 0.040) 0.010 0.035 262 21.83 0.07 0.030 ( 0.040) 0.007 0.023 263 21.92 0.07 0.030 ( 0.040) 0.007 0.023 264 22.00 0.07 0.030 ( 0.040) 0.007 0.023 265 22.08 0.10 0.045 ( 0.040) 0.010 0.035 266 22.17 0.10 0.045 ( 0.039) 0.010 0.035 267 22.25 0.10 0.045 ( 0.039) 0.010 0.035 268 22..33 0.07 0.030 ( 0.039) 0.007 0.023 269 22.42 0.07 0.030 ( 0.039) 0.007 0.023 270 22.50 0.07 0.030 ( 0.039) 0.007 0.023 .271 22.58 0.07 0.030 ( 0.039) 0.007 0.023 272 22.67 0.07 0.030 ( 0.039) 0.007 0.023 273 22.75 0.07 0.030 ( 0.039) 0.007 0.023 274 22.83 0.07 0.030 ( 0.039) 0.007 0.023 275 22.92 0.07 0.030 ( 0.038) 0.007 0.023 276 23.00 0.07 0.030 ( 0.038) 0.007 0.023 277 23.08 0.07 0.030 ( 0.038) 0.007 0.023 278 23.17 0.07 0.030 ( 0.038) 0.007 0.023 279 23.25 0.07 0.030 ( 0.038) 0.007 0.023 280 23.33 0.07 0.030 ( 0.038) 0.007 0.023 281 23.42 0.07 0.030 ( 0.038) 0.007 0.023 282 23.50 0.07 0.030 ( 0.038) 0.007 0.023 283 23.58 0.07 0.030 ( 0.038) 0.007 0.023 284 23.67 0.07 0.030 ( 0.038) 0.007 0.023 285 23.75 0.07 0.030 ( 0.038) 0.007 0.023 286 23.83 0.07 0.030 ( 0.038) 0.007 0.023 287 23.92 0.07 0.030 ( 0.038) 0.007 0.023 288 24.00 0.07 0.030 ( 0.038) 0.007 0.023 (Loss Rate Not Used) Sum = 100.0 Sum = 35.8 Flood volume = Effective rainfall 2.99(In) times area 4.0(Ac.) /[(In) /(Ft.)] = 1.0(Ac.Ft) Total soil loss = 0.76(In) Total soil loss = 0.254(Ac.Ft) Total rainfall = 3.75(In) Flood volume = 43377.7 Cubic Feet Total soil loss = 11071.9 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 1.796(CFS) --------------------------------------------------------------=------ +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - 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 5 Minute intervals ((CFS)) ----------------------------------------------------------- Time(h+m) ----------------------------------------------------------------------- Volume Ac.Ft Q(CFS) - -------- 0 2.5 5.0 7.5 10.0 0+ 5 0.0003 0.04 Q 0 +10 0.0008 0.08 Q 0 +15 0.0014 0.09 Q 0 +20 0.0022 0.11 Q 0 +25 0.0031 0•.13 Q 0 +30 0.0040 0.14 Q 0 +35 0.0050 0.14 Q 0 +40 0.0059 0.14 Q 0 +45 0.0069 0.14 Q 0 +50 0.0080 0.16 Q 0 +55 0.0092 0.18 Q 1+ 0 0.0105 0.18 Q 1+ 5 0.0116 0.17 Q 1 +10 0.0126 0.15 Q 1 +15 0.0136 0.14 Q 1 +20 0.0146 0.14 Q 1 +25 0.0155 0.14 Q 1 +30 0.0165 0.14 Q 1 +35 0.0175 0.14 Q 1 +40 0.0184 0.14 Q 1 +45 0.0194 0.14 Q 1 +50 0.0205 0.16 Q 1 +55 0.0217 0.18 Q 2+ 0 0.0230 0.18 Q 2+ 5 0.0242 0.19 Q 2 +10 0.0255 0.19 QV 2 +15 0.0268 0.19 QV 2 +20 0.0281 0.19 QV 2 +25 0.0293 0.19 QV 2 +30 0.0306 0.19 QV 2 +35 0.0320 0.20 QV 2 +40 0.0336 0.23 QV 2 +45 0.0352 0.23 QV 2 +50 0.0368 0.23 QV 2 +55 0.0384 0.23 QV 3+ 0 0.0400 0.23 QV 3+ 5 0.0416 0.23 QV 3 +10 0.0432 0.23 QV 3 +15 0.0448 0.23 QV 3 +20 0.0464 0.23 QV 3 +25 0.0480 0.23 QV 3 +30 0.0496 0.23 QV 3 +35 0.0512 0.23 Q V 3 +40 0.0528 0.23 Q V 3 +45 0.0544 0.23 Q V 3 +50 0.0561 0.2.5 IQV 3 +55 0.0580 0.27 IQV 4+ 0 0.0599 0.28 IQV 4+ 5 0.0618 0.28 IQV 4 +10 0.0637 0.28 IQV 4 +15 0.0656 0.28 IQV 4 +20 0.0677 0.30 IQV 4 +25 0.0699 0.32 IQV 4 +30 0.0721 0.32 IQV 4 +35 0.0743 0.32 IQV 4 +40 0.0766 0.33 IQ V 4 +45 0.0788 0.33 IQ V 4 +50 0.0812 0.34 IQ V 4 +55 0.0837 0.36 IQ V 5+ 0 .0.0862 0.37 IQ V 5+ 5 0.0885 0.33 IQ V 5 +10 0.0905 0.29 IQ V 5 +15 0.0925 0.28 IQ V 5 +20 0.0946 0.30 IQ V 5 +25 0.0967 0.32 IQ V 5 +30 0.0990 0.32 IQ V 5 +35 0.1013 0.34 IQ LIM 1 Ito 1, I'l, I I I I" 4 0. 'I , 5 +40 0.1038 0.36 IQ V I 5 +45 0.1064 0.37 IQ V I 5 +50 0.1089 0.37 IQ V I 5 +55 0.1115 0.37 IQ V .6+ 0 0.1141 0.37 IQ V I 6+ 5 0.1167 0.39 IQ V I 6 +10 0.1196 0.41 IQ V I 6 +15 0.1224 0.42 IQ V 6 +20 0.1253 0.42 IQ V I 6 +25 0.1282 0.42 IQ V I 6 +30 0.1311 0.42 IQ V I 6 +35 0.1341 0.44 IQ V I 6 +40 0.1372 0.46 IQ V I 6 +45 0.1404 0.46 IQ. V I 6 +50 0.1436 0.46 IQ V I 6 +55 0.1468 0.46 IQ V I 7+ 0 0.1500 0.46 IQ V I 7+ 5 0.1532 0.46 IQ V I 7 +10 0.1564 0.46 IQ V I 7 +15 0.1596 0.46 IQ V I 7 +20 0.1629 0.48 IQ V I 7 +25 0.1664 0.50 I Q V 7 +30 0.1699 0.51 I Q V 7 +35 0.1736 0.53 I Q V 7 +40 0.1773 0.55 I Q V 7 +45 0.1812 0.55 I Q V 7 +50 0.1851 0.58 7 +55 0.1892 0.60 I Q V 8+ 0 0.1934 0.60 I Q V 8+ 5 0.1978 0.64 I Q V 8 +10 0.2025 0.68 I Q V 8 +15 0.2073 0.69 I Q V 8 +20 0.2121 0.70 I Q V 8 +25 0.2169 0.70 I Q V 8 +30 0.2217 0.70 I Q V 8 +35 0.2266 0.72 I Q VI 8 +40 0.2317 0.74 I Q VI 8 +45 0.2368 0.74 I Q VI 8 +50 0.2420 0.76 I Q VI 8 +55 0.2474 0.78 Q VI 9+ 0 0.2528 0.79 Q V 9+ 5 0.2585 0.83 I Q V 9 +10 0.2645 0.87 I Q V 9 +15 0.2705 0.88 I Q V 9 +20 0.2767 0.90 I Q IV 9 +25 0.2831 0.92 I Q IV 9 +30 0.2895 0.93 I Q IV 9 +35 0.2960 0.95 I Q IV 9 +40 0.3027 0.97 I Q I V 9 +45 0.3094 0.97 I Q I V 9 +50 0.3162 0.99. I Q I V 9 +55 0.3232 1.02 I Q I V 10+ 0 0.3302 1.02 I Q I V 10+ 5 0.3364 0.89 I Q I V 10 +10 0.3415 0.75 I Q I V 10 +15 0.3464 0.72 I Q I V 10 +20 0.3513 0.70 I Q I V 10 +25 0.3561 0.70 I Q I V 10 +30 0.3609 0.70 I Q I V 10 +35 0.3663 0.79 I Q I V 10 +40 0.3725 0.89 I Q I V 10 +45 0.3788 0.92 10 +50 0.3851 0.93 I Q V 10 +55 0.3915 0.93 11+ 0 0.3979 0.93 I Q V 11+ 5 0.4042 0.91 11 +10 0.4103 0.89 I Q I V 11 +15 0.4164 0.89 11 +20 0.4225 0.88 I Q V 11 +25 0.4286 0.88 11 +30 0.4347 0.88 I Q I V 11 +35 0.4405 0.85 11 +40 0.4460 0.80 Q V 11 +45 0.4515 0.80 Q V i 11 +50 0.4571 0.81 11 +55 0.4628 0.83 ` Q ` V 12+ 0 0.4686 0.83 V 12+ 5 0.4754 0.99 I Q I VI 12 +10 0.4835 1.17 Q I V 12 +15 0.4918 1.21 I Q I V i 12 +20 0.5004 1.25 Q I V 12 +25 0.5092 1.28 Q I v 12 +30 0.5181 1.29 Q I v 12 +35 0.5274 1.34 I Q I IV 12 +40 0.5370 1.40 I Q I IV 12 +45 0.5468 1.41 I Q I IV 12 +50 0.5567 1.44 I Q I I V 12 +55 0.5669 1.47 I Q I I V 13+ 0 0.5771 1.48 Q 13+ 5 0.5882 1.61 I Q I I V 13 +10 0.6002 1.74 Q 13 +15 0.6124 1.77 I Q I I V 13 +20 0.6247 1.79 13 +25 0.6371 1.79 I Q I ( V 13 +30 0.6494 1.80 I Q I. I V 13 +35 0.6600 1.53 Q 13 +40 0.6685 1.23 I Q I I V 13 +45 0.6765 1.17 QQ 13 +50 0.6844 1.15 i I I V 13 +55 0.6923 1.14 Q I I V 14+ 0 0.7001 1.14 QQ 14+ 5 0.7086 1.24 i I I V 14 +10 0.7179 1.35 VVI 14 +15 0.7273 1.37 I Q I I 14 +20 0.7367 1.36 Q V1 14 +25 0.7459 1.34 I Q I I VI 14 +30 0.7550 1.33 14 +35 0.7642 1.33 I Q I I V 14 +40 0.7733 1.33 Q IV 14 +45 0.7825 1.33 I Q I I IV 14 +50 0.7915 1.31 V 14 +55 0.8004 1.28 I Q I I IV 15+.0 0.8092 1.28 I Q I I I V 15+ 5 0.8178 1.25 I Q I I ( V 15 +10 0.8262 1.23 15 +15 0.8346 1.22 I Q I I I V 15 +20 0.8429 1.20 V 15 +25 0.8509 1.17 I Q I I I V 15 +30 0.8589 1.16 15 +35 0.8663 1.07 I Q I I I V 15 +40 0.8728 0.96 15 +45 0.8793 0.94 I Q I I I V 15 +50 0.8857 0.93 15 +55 0.8920 0.92 I Q I I I V • 16+ 0 0.8984 0.93 I Q I I I V 16+ 5 0.9027 0.63 16 +10 0.9048 0.30 IQQ I I I V 16 +15 0.9064 0.23 Q I I I V 16 +20 0.9077 0.20 Q I I I V 16 +25 0.9090 0.19 Q I I I V 16 +30 0.9103 0.19 Q I I I V 16 +35 0.9114 0.17 Q I I I V 16 +40 0.9124 0.15 Q V 16 +45 0.9134 0.14 Q I I I V 16 +50 0.9144 0.14 Q I I I V 16 +55 0.9153 0.14 Q I I I V 17+ 0 0.9163 0.14 Q I I V � 17+ 5 0.9175 0.18 Q 17 +10 0.9190 0.22 Q I I I V .17 +15 0.9206 0.23 Q I I I V 17 +20 0.9222 0.23 Q I I I V 17 +25 0.9238 0.23 Q I I I V 17 +30 0.9254 0.23 Q 17 +35 0.9270 0.23 Q I I I V 17 +40 0.9286 0.23 Q I I I V 17 +45 0.9302 0.23 Q I I I V 17 +50 0.9317 0.21 Q I I I V 17 +55 0.9330 0.19 Q V 18+ 0 0.9343 0.19 Q I I I V 18+ 5 0.9356 0.19 Q I I I V 18 +10 0.9368 0.19 Q I I I V 18 +15 0.9381 0.19 Q I I I V 18 +20 0.9394 0.19 Q I I I V 18 +25 0.9407 0.19 Q I I I V 18 +30 0.9420 0.19 Q I I I V 18 +35 0.9431 0.17 Q I I I V 1 18 +40 0.9441 0.15 Q V. 18 +45 0.9451 0.14 Q I I I V 18 +50 0.9459 0.12 Q I I I V 18 +55 0.9466 0.10 Q I I I V 19+ 0 0.9473. 0.10 Q I I I V 19+ 5 0.9481 0.11 Q I I I V 19 +10 0.9490 0.13 Q I I I V 19 +15 0.9499 0.14 Q I I I V 19 +20 0.9510 0.16 Q I I I V 19 +25 0.9522 0.18 Q I I I V 19 +30 0,9535 0.18 Q I I I V 19 +35 0.9546 0.17 Q I I I V 19 +40 0.9556 0.15 Q I I I V 19 +45 0.9566 0.14 Q I I I V 19 +50 0.9575 0.12 Q I I I V 19 +55 0.9581 0.10 Q I I I V 20+ 0 0.9588 0.10 Q I I I V 20+ 5 0.9596 0.11 Q I I I V 20 +10 0.9605 0.13 Q I ( I V 20 +15 0.9614 0.14 Q I I I V 20 +20 0.9624 0.14 Q I I I V 20 +25 0.9633 0.14 Q I I I V 20 +30 0.9643 0.14 Q I I I -V 20 +35 0.9653 0.14 Q I I I V 20 +40 0.9662 0.14 Q I I I V �• 20 +45 0.9672 0.14 Q I I I V 20 +50 0.9680 0.12 Q I I I V 20 +55 0.9687 0.10 Q V 21+ 0 0.9694 0.10 Q I I I V 21+ 5 0.9701 0.11 Q V 21 +10 0.9710 0.13 Q I I VI 21 +15 0.9720 0.14 Q V 21 +20 0.9728 0.12 Q I I I VI 21 +25 0.9735 0.10 Q V 21 +30 0.9742 0.10 Q I I I VI 21 +35 0.9749 0.11 Q VI 21 +40 0.9758 0.13 Q I ( VI 21 +45 0.9768 0.14 Q V 21 +50 0.9776 0.12 Q I I I VI 21 +55 0.9783 0.10 Q VI 22+ 0 0.9790 0.10 Q I I I VI 22+ 5 0.9797 0.11 Q 22 +10 0.9806 0.13 Q I I VI ! 22 +15 0.9816 0.14 Q I I I VI 22 +20 0.9824 0.12 Q 22 +25 0.9831 0.10 Q I I I V, 22 +30 0.9838 0.10 Q V 22 +35 0.9844 0.09 Q I I I VI 22 +40 0.9850 0.09 Q VI 22 +45 0.9857 0.09 Q I ( I VI 22 +50 0.9863 0.09 Q V 22 +55 0.9870 0.09 Q I I I VI 23+ 0 0.9876 0.09 Q 23+ 5 0.9882 0.09 Q i I I VI 23 +10 0.9889 0.09 Q V 23 +15 0.9895 0.09 Q i I I V I 23 +20 0.9902 0.09 Q VI 23 +25 0.9908 0.09 Q I I I VI 23 +30 0.9914 0.09 Q I 23 +35 0.9921 0.09 Q i I VI 23 +40 0.9927 0.09 Q V 23 +45 0.9934 0.09 Q I I I VI 23 +50 0.9940 0.09 Q V 23 +55 0.9946 0.09 Q I I I VI 24+ 0 0.9953 0.09 Q V 24+ 5 0.9957 0.06 Q I I I VI 24 +10 0.9958 0.01 Q V 24 +15 0.9958 0.01 Q I I I VI 24 +20 ----------------------------------------------------------------- 0.9958 0.00 Q I I I V - - - - -- Drainage area by Land use for Basin #2 RI 75 75 75 IMPERVIOUS % 0 50 90 100 Natural 7200- 10000SF COMM BASIN Total fair 0.8 0.9 0.8 0.2 0.7 0.6 Totaf 0.0 0.8 2.6 0.6 4.0 Low Loss rate recommended values: 1. Undeveloped condition = 0.9 2. Developed condition = 0.9 - (0.8 x % imperv) 3. Basin = 0.10 — 0•� x 0� 0 = 0.1000 �-� x d.q C s ) Z `b z-, x o -.� 0 .g x 0.q 0.1170 = Y-, 0 3 016 X o, 0.0150 �-, o 0, 2320 Tentative Tract 31434 • City of La Quinta Basin #2 [File: c: \wspgl \314341post dev area by soil group BASIN 21 RETENTION BASIN 42 Basin: Storage Capacity Mo percolation Elev Area 2 Area Avg Area h V 1 Cumul. V 415.00 1 0.1896 1 0.0000 0.4186 0.2093 1.0000 0.2093 416.00 0.2290 0.2093 0.4989 0.2495 1.0000 0.2495 417.00 0.2699 0.4588 0.5822 0.2911 1.0000 0.2911 418.00 0.3123 0.7499 0.6604 0.3302 0.8000 0.2642 418.80 1 0.3481 1 1.0140 I I I 1 11.01 ac.ft X43.996 cu. R I 01, f� i �l Cr1i i- 78.900 Avenue 47 O i s e Suite 208 La Oui ft CA 2253 c H U l 1 2 Voice: 760. 771 -4013 FAX: 760.771407 ERS SURVEYORS D 1 1 TYPICAL STREET SECTION R/W 10, P.U.E. 18.5' 0 p0 _21 I R/W 37' 10, 1 18.5' P.U.E. IlDl 71-) 99� F`' 993 FS 96 ��p FC 996 E IFS 37' INTER/OR STREET T - TYPICAL SECT/ON (PRIVATE STREET) WS 17320 ft&g A- M.Rst sb.3so I"i,, CA 97614 3 911 0 11 Z V.;w. 969 - 751.8871 FAX. WAS, 4316 P L A'N Pi i i:i�.' i ii 64 H, E E R S SURVEYORS 1-.\74900\H'YDRQ\ST—CAP.dwg 11/06/08 * *"RESULTS OF IRREGULAR'CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- (c) Copyright 1983 -2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350, Irvine, CA 92614 Phone: (949) 251 -8821 Fax: (949) 251 -0516 Email: mdsirvine@mdsconsulting.net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • TRACT 31434 • STREET CAPACITY W/ 1 CLEAR TRAFFIC LANE • S= 0.0050 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE OF STUDY: 09:31 06/02/2008 ---------------------------------------------------------------------------- I * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 0.00 10.00 2 0.13 9.50 3 2.00 9.67 4 2.01 9.70 5 13.50 9.93 6 18.50 10.03 SUBCHANNEL SLOPE(FEET /FEET) = 0.005000 SUBCHANNEL MANNINGS FRICTION FACTOR = 0.015000 ....... ... ............................... SUBCHANNEL FLOW( CFS) 3. 8 SUBCHANNEL FLOW AREA(SQUARE FEET) = 1.99 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 1.924 SUBCHANNEL FROUDE NUMBER = 0.882 SUBCHANNEL FLOW TOP- WIDTH(FEET) = 13.48 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.15 ---------------------------------------------------------------------------- ------------------------=--------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 18.50 10.03 2 23.50 9.93 3 35.00 9.70 4 35.01 9.67 5 36.87 9.50 6 37.00 10.00 SUBCHANNEL SLOPE(FEET /FEET) = 0.005000 SUBCHANNEL MANNINGS FRICTION FACTOR = 0.015000 ............................................ ............................... SUBCHANNEL FLOW(CFS) = 3.8 . SUBCHANNEL FLOW AREA(SQUARE FEET). 1.99 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 1•.923 SUBCHANNEL FROUDE NUMBER = 0.882 SUBCHANNEL FLOW TOP- WIDTH(FEET) = 13.48 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.15 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 7.50 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 7.66 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 9.93 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** 1 CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- (c) Copyright 1983 -2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350, Irvine, CA 92614 Phone: (949) 251 -8821 Fax: (949) 251 -0516 Email: mdsirvine@mdsconsulting.net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 31434 * STREET CAPACITY, 37' TC TO TC, INTERIOR STREET * S= 0.0050 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE OF STUDY: 09:18 06/04/2008 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 0.00 10.00 2 0.13 9.50 3 2.00 9.67 4 2.01 9.70 I� 5 18.50 10.03 SUBCHANNEL SLOPE(FEET /FEET) = 0.005000 SUBCHANNEL MANNINGS FRICTION FACTOR = 0.015000 SUBCHANNEL FLOW( CFS)........ 6. 7 ... ............................... SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.06 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 2.197 SUBCHANNEL FROUDE NUMBER = 0.913 SUBCHANNEL FLOW TOP- WIDTH(FEET) = 17.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.18 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 18.50 10.03 2 35.00 9.70 3 35.01 9.67 4 36.87 9.50 5 37.00 10.00 SUBCHANNEL SLOPE(FEET /FEET) = 0.005000 SUBCHANNEL MANNINGS FRICTION FACTOR = 0.015000 ..... ........................................ ............................... �, SUBCHANNEL FLOW(CFS) 6.7 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.06 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 2.196 SUBCHANNEL FROUDE NUMBER = 0.913 SUBCHANNEL FLOW TOP- WIDTH(FEET) = 17.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.18 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 12.50 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 13.44 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 10.00 NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT BANK ELEVATIONS. ---------------------------------------------------------------------- - - - - -- 1� 1 N H Appendix D - NUISANCE WATER DISPOSAL SYSTEM CALCULATIONS - MAXWELL PLUS DRYWEIL SYSTEM DETAIL -I.t 78.900 Arne 47 i= s, 0 s s e warioa. A b Gubdck, CA 91253 ;S C N U t T Z Voim 760 - 774013 FAIL- 7606771.4073 PLANN'ER'S 114- 64NEERS SURVEYORS -I.t MDS 749-00 10-Nov-08 zw Nulikice"Wait6r Dii§ §SI Sy !§t6m,". 1.1 --.jNW01S)'� Tentative Tract 31434 NWDS,',Requirembrit_�M;;ix*bll:PIUS'Dry*blI system -periMaiiijf:Ddtail",- 'IZ 4 Retdntlioh?Bafsin #11F N" . Required capacity - 5 gpd per 1000 sf of pervious surface 5 gpd 1000 sf Total Landscaped & Hardscape Tributary Area Excl Ret Basin 24.6 Ac Onsite pervious % - 50 % Total Onsite pervious area - 50/100 x 24.6 Ac 12.3 Ac (12.3 x-4 560/ 2;679 - --d' 19p, L I Percolation test rate - Per KB Home Tract 31733 on the east side of this Tract 5 gpd/sf Required drywell sidewall area - 2679 gpd / 5 gpd/sf 536 sf Available sidewall - 13 ft depth drywell - 13ft x 3.1416 x 6ft 245 sf capacity 0mr.1 3 A depth drywell - 245k75 -1 :.0,225 rigpd Use,4'MaxwelUP=ell 1'- 4'x 1225 4;9011,' ', rI !gpd _ °o '-Ret Required capacity - 5 gpd per 1000 sf of pervious surface 5 gpd 11000 sf Total Landscaped & Hardscape Tributary Area Excl Ret Basin 3.4 Ac Onsite pervious % - 50 Total Onsite pervious area - 50/100 x 3.4 Ac 1.7 Ac Required Percol6tibn capacity .7,x43560/1 000) x, 5t7 '—'t'3700 d gpd Percolation test rate - Per KB Home Tract 31733 on the east side of this Tract 5 gpd/sf Required drywell sidewall area - 370 gpd / 5 gpd/sf 74 sf Available sidewall - 13 ft depth drywell - 13ft x 3.1416 x 6ft 245 sf Available perroWioncapacity,.per13;ft depth drywell-- T-..,245'x'5'-' 'J',22S'V', -" gpdkl ,Use I Maxwell�![Yrywell -r .1225 - A, -,atx �,1;225, - gpCIL! The MaxWeIITM Plus Drainage System Detail And Specifications Of w ��-• ' :- ". ,'[ m J 0.w ." z_ . x 22 zw" 7 _ { < 12 d B 20 O ITEM NUMBERS 1. MANHOLE CONE - MODIFIED FLAT BOTTOM. CHAMBER SEPARATION (� 5 2 18 4 X "0 3 MazWell °Plus Menliraelured and Insleged by . . TORRENT RESOURCES i An evolution of McGuckln Drilling i www.torr6ntresources.com ARIZONA 6071260-0765 NEVADA 7027368.1234 I CAUFORNIA 66119479836 2. STABILIZED BACKFILL -COMPACTED NATIVE IN LANDSCAPED AREAS, 1. SACK SLURRY IN PAVEMENT. BOLTED RING & GRATEICOVER - DIAMETER AS SHOWN. CLEAN CAST IRON WITH WORDING "STORM WATER ONLY" IN RAISED LETTERS. BOLTED IN 2 LOCATIONS AND SECURED TO CONE WITH MORTAR, RIM ELEVATION 30.02' OF PLANS. GRADED BASIN OR PAVING (BY OTHERS). COMPACTED BASE MATERIAL (BY OTHERS). PUREFLOTM DEBRIS SHIELD - ROLLED 16 GA. STEEL X 24" LENGTH WITH VENTED ANTI- SIPHON AND INTERNAL .265' MAX. SWO FLATTENED EXPANDED STEEL SCREEN X 12" LENGTH. FUSION BONDED EPDXY COATED. PRE -CAST LINER -4000 PSI CONCRETE 48" ID. X 54" OD. CENTER IN HOLE AND ALIGN SECTIONS TO MAXIMIZE BEARING SURFACE. MIN. 6'0 DRILLED SHAFT. SUPPORT BRACKET - FORMED 12 GA. STEEL. FUSION BONDED EPDXY COATED: OVERFLOW PIPE - SCH. 40 PVC MATED TO DRAINAGE PIPE AT BASE SEAL. DRAINAGE PIPE - ADS HIGHWAY GRADE WITH TRI -A COUPLER. SUSPEND PIPE DURING BACKFILL OPERATIONS TO PREVENT BUCKLING OR BREAKAGE. DIAMETER AS NOTED. BASE SEAL - GEOTEXTILE, POLY LINER OR CONCRETE SLURRY. ROCK- CLEAN AND WASHED, SIZED BETWEEN 3/8" AND 1 -1/2" TO BEST COMPLEMENT SOIL CONDITIONS. FLOFASTTM DRAINAGE SCREEN - SCH. 40 PVC 0.120" SLOTTED WELL SCREEN WITH 32 SLOTS PER ROWIFT. DIAMETER VARIES 96" OVERALL LENGTH WITH TRI -B COUPLER, MIN. 4'. 0 SHAFT - DRILLED TO MAINTAIN PERMEABILITY OF DRAINAGE SOILS. FABRIC SEAL - U.V. RESISTANT GEOTEXTILE -TO BE REMOVED BY CUSTOMER AT PROJECT COMPLETION, . ME N Z 0 U 4) b O 13 LU a E 0) CL . E 11 L11 Ii00070465 A. 8000/708) B4, AOWR 365 CA Ua 628060. C42. NAZ N4/ Lic 0035550 A - NM U. 90504 GM � U.S. P.Wl N. 4,023.170 - ' "T'a06ma@ W4. 1960, 200) 4n O U O J' 0) 17. ABSORBENT - HYDROPHOBIC PETROCHEMICAL SPONGE. MIN. 128 09 CAPACITY. p Ol -18. CONNECTOR PIPE - 4"0 SCH. 40 PVC. 19. VENTED ANTI-SIPHON INTAKE WITH FLOW REGULATOR aD C 20. INTAKE SCREEN - SCH. 40 PVC 0.120" MODIFIED SLOTTED WELL SCRON WITH 32 SLOTS PER ROW /FT. 48" OVERALL LENGTH WITH TRI -C END-0 CAP. C O 21. FREEBOARD DEPTH VARIES WITH INLET PIPE ELEVATION. INCREAS% PRIMARY /SECONDARY SETTLING CHAMBER DEPTHS AS NEEDED TO E MAINTAIN ALL INLET PIPE ELEVATIONS ABOVE CONNECTOR PIPE OVERFLOW. 0 0 22. OPTIONAL INLET PIPE (BY OTHERS). U 23. MOISTURE MEMBRANE - 6 MIL PLASTIC. PLACE SECURELY AGAINST ECCENTRIC CONE AND HOLE SIDEWALL. USED IN LIEU OF SLURRY IN LANDSCAPED AREAS. "i Z 0 U 4) b O 13 LU a E 0) CL . E 11 L11 Ii00070465 A. 8000/708) B4, AOWR 365 CA Ua 628060. C42. NAZ N4/ Lic 0035550 A - NM U. 90504 GM � U.S. P.Wl N. 4,023.170 - ' "T'a06ma@ W4. 1960, 200) 4n O U O J' 0) 17. ABSORBENT - HYDROPHOBIC PETROCHEMICAL SPONGE. MIN. 128 09 CAPACITY. p Ol -18. CONNECTOR PIPE - 4"0 SCH. 40 PVC. 19. VENTED ANTI-SIPHON INTAKE WITH FLOW REGULATOR aD C 20. INTAKE SCREEN - SCH. 40 PVC 0.120" MODIFIED SLOTTED WELL SCRON WITH 32 SLOTS PER ROW /FT. 48" OVERALL LENGTH WITH TRI -C END-0 CAP. C O 21. FREEBOARD DEPTH VARIES WITH INLET PIPE ELEVATION. INCREAS% PRIMARY /SECONDARY SETTLING CHAMBER DEPTHS AS NEEDED TO E MAINTAIN ALL INLET PIPE ELEVATIONS ABOVE CONNECTOR PIPE OVERFLOW. 0 0 22. OPTIONAL INLET PIPE (BY OTHERS). U 23. MOISTURE MEMBRANE - 6 MIL PLASTIC. PLACE SECURELY AGAINST ECCENTRIC CONE AND HOLE SIDEWALL. USED IN LIEU OF SLURRY IN LANDSCAPED AREAS. I ;, REPORT OF PERCOLATION TESTING PROPOSED RESIDENTIAL SUBDIVISIONS TENTATIVE TRACT NOS. 31732 & 31733 SOUTHEAST CORNER OF MONROE I ;, REPORT OF PERCOLATION TESTING PROPOSED RESIDENTIAL SUBDIVISIONS TENTATIVE TRACT NOS. 31732 & 31733 SOUTHEAST CORNER OF MONROE STREET AND AVENUE 60 LA QUINTA AREA OF RIVERSIDE COUNTY, CALIFORNIA PROJECT NO.: 504 -A05 REPORT NO.: 4 June 2, 2005 SUBMITTED TO: KB HOME 41 -517 GORE STREET INDIO, CA 92201 PREPARED BY: HILLTOP GEOTECHNICAL, INC. 786 SOUTH GIFFORD AVENUE SAN BERNARDINO, CA 92408 �1 HILLTOP GEOTECHNICAL INCORPORATED June 2, 2005 "v KB Home 41 -517 Gore Street Indio, CA 92201 786 S. GIFFORD AVENUE - SAN BERNARDINO - CALIFORNIA 92408 hilltopg®hgeotech.com -FAX 909 - 890.9055 - 909 - 890 -9079 Attention: Mr. Dave Twedt Project No.: 504 -A05 Report No.: 4 Subject: Report of Percolation Testing, Proposed Residential Subdivisions, Tentative Tract Nos, 31732 & 31733, Southeast Corner of Monroe Street and Avenue 60, La Quinta Area of Riverside County, California. In accordance with your request, we have completed percolation testing for the subject site. This testing was performed ,qky general accordance with the procedures established by the Riverside!:,.. til epartmerit of Environmental X., Health. A report of our findings is inclucleeeY�A`�' . We appreciate the opportunity. questions, please call this offiba Respectfully submi HILLTOP GEOTI tlll.Srj7�r:+G�. ti c, 1 z 1 V (v REPORT OF PERCOLATION TESTING PROPOSED RESIDENTIAL SUBDIVISIONS • TENTATIVE TRACT NOS. 31732 & 31733 ' SOUTHEAST CORNER OF MONROE STREET AND AVENUE 60 MLA QUINTA AREA OF RIVERSIDE COUNTY, CALIFORNIA Location of the Proposed Retention Basins The project site is located at the southeast corner of the Monroe Street and Avenue 60 in the La Quinta area of Riverside County, California. The subject property is bounded by Monroe Street to the west, Avenue 60 to the north, Avenue 61 to the south, and a dirt road to the east, The approximate location of the site is shown on the . "Site Location Map,' Figure No. 1. Location of Exploratory Borings and Percolation Tests The percolation test boring locations were located within the proposed retention basin areas. The proposed . retention basin locations and approximate percolation test locations are shown on the `Exploratory Excavation Location Plan,' Plate Nos. la and 1b. Soil Characteristics of the Subject Site • The soil characteristics for the subject site are defined as favorable. • Ideal soil conditions are anticipated for the on -site, retention basins. 6 There was no visible evidence of shallow groundwater or impervious bedrock materials. • Tests performed agreed with the visual evidence. ' • The natural slope of the ground surface in the recharge basin area is less than a 2.0 percent gradient. I, HILLTOP GEOTI CHNICAL, INC. 1 504 -A05.4 June 2, 2005 Page 2 Number of Exploratory Borings • Five (5) percolation test borings were drilled in the proposed retention basin areas. ® The materials underlying the subject site consisted of native fine sandy silts (ML), sandy clays (CL), silty fine sands (SR, silty fine to medium sands (SM), and slightly silty fine to medium sands (SP /SM) The soil was generally dry near the surface and moist below the surface, with medium dense consistency. Drilling was generally non - problematic and all five borings were drilled to the depths of 5 to10 feet below the surface. Soil Profile • The soils encountered in the exploratory borings in the recharge basin area P Y g g are described as fine sandy silts , sandy clays , silty fine sands , silty fine ' to medium sands, and slightly silty fine to medium sands fv • No low permeability layers were observed. • The Lake deposits in the exploratory borings were classified in general accordance with the Unified Soil Classification System as CL, ML, SM, and SP /SM. • No roots were noted in our exploratory boring/ percolation test holes. • There were no wet or saturated soil encountered in the subsurface ' exploration borings. • No groundwater was encountered within our percolation test borings. Percolation Testing Procedures Test Borings: • The exploratory borings were performed by using a truck - mounted drill rig equipped with 8 -inch outside diameter, hollow stern augers. The exploratory excavations were drilled to approximately 5 to 10 feet below the existing ground surface. The bottoms of the borings were in natural, undisturbed soil. HILLTOP GEOTECHNICAL, INC. r 5 04 -A05.4 June 2, 2005 Page 3 • Slotted and screened PVC pipe 3.25 - inches in diameter was installed in the boring excavation through the center of the hollow stem auger prior to removal of the augers. • Minimal caving was noted around the slotted pipe soils upon removal of the augers. Percolation Measurement: • Testing was performed on May 20, 2005. • Water was placed into each boring to a level equal to the ground surface. Approximately 30- minute readings were taken for a period of 6 hours in tests P -1 through P -4. Five minute readings were taken for a period of 1 hour in test P -5, because water levels were dropping too quickly for 30- minute readings. Calculations were based on reading intervals for each percolation test boring. Percolation Test Results Detailed percolation test results, in general accordance with the procedures established by the Riverside County Department of Environmental Health, are included in Appendix `A' as Plate Nos. 2 through 6. Following are tabulated results of the percolation testing: Percolation Test Results HILLTOP GEOTECHNICAL, INC. AVERAGE PERCOLATION BOTTOM OF SOIL PERCOLATION TEST BORING TEST CLASSIFICATION RATE NO. DEPTH(ft.) (gallons /square feet/day) P -1 10 SM 5.2 P -2 10 SM 12.2 P -3 5 SM 2.3 HILLTOP GEOTECHNICAL, INC. 1 1* 504 -A05.4 June 2, 2005 Page 4 The soils within�the test borings were observed to be quaternary lake deposits that were classified in general accordance with the Uniform Soils Classification system as fine sandy silts (ML), sandy clays (CL), silty fine sands (SM), silty fine to medium sands (SM), and slightly silty fine to medium sands (SP /SM). No groundwater or impermeable layers were encountered in any test borings. The test borings were drilled. using an 8 -inch diameter auger. Minimal caving around the 3.25 -inch diameter slotted PVC pipe was noted when removing the augers. Gravel packing was not necessary due to the relatively firm soils within the borings. Moderate seepage rates were obtained in tests P -1, P -3 and P -4, and, fast rates were obtained in tests P -2 and P -5. The large variation in rates is a direct result of the varying soil types on site. The varying soil types are typical for lacustrine type depositional environments and should be considered when choosing a rate. rRETENTION BASIN RECOMMENDATIONS Caution should be used in determining a percolation rate for the proposed wretention basin. Eventual siltation can drastically reduce the percolation rate over time. We recommend that suitable methods to prevent siltation be incorporated in the project design. 1 HILLTOP GEOTECHNICAL, INC. . AVERAGE PERCOLATION BOTTOM OF SOIL PERCOLATION TEST BORING TEST CLASSIFICATION RATE NO. DEPTH(ft.) (gallons /square feet /day) P -4 5 SM 5.3 P -5 7.5 SP /SM 33.0 The soils within�the test borings were observed to be quaternary lake deposits that were classified in general accordance with the Uniform Soils Classification system as fine sandy silts (ML), sandy clays (CL), silty fine sands (SM), silty fine to medium sands (SM), and slightly silty fine to medium sands (SP /SM). No groundwater or impermeable layers were encountered in any test borings. The test borings were drilled. using an 8 -inch diameter auger. Minimal caving around the 3.25 -inch diameter slotted PVC pipe was noted when removing the augers. Gravel packing was not necessary due to the relatively firm soils within the borings. Moderate seepage rates were obtained in tests P -1, P -3 and P -4, and, fast rates were obtained in tests P -2 and P -5. The large variation in rates is a direct result of the varying soil types on site. The varying soil types are typical for lacustrine type depositional environments and should be considered when choosing a rate. rRETENTION BASIN RECOMMENDATIONS Caution should be used in determining a percolation rate for the proposed wretention basin. Eventual siltation can drastically reduce the percolation rate over time. We recommend that suitable methods to prevent siltation be incorporated in the project design. 1 HILLTOP GEOTECHNICAL, INC. 504 -A05.4 June 2, 2005 Page 5 CLOSURE Findings of this report were prepared in accordance with generally accepted ' professional engineering principles and practice in the field of soil mechanics. The conclusions are based on results of field exploration and testing combined with interpolation of soil conditions between exploratory borings. If conditions are encountered during construction that appear to be different than those indicated by this report, this firm should be notified. 1 ' HILLTOP GEOTECHNICAL, INC. I. LEGEND P-2 Approximate Location of Percolation "Test Ql Quaternary Lake Deposits Reference-.- MDS Consulting, Signed on May 12, 2004 with no revisions, Tentative Tract Map ]VO. EXPLORATORI " 31732, Scale 160', Sheet I of 1. BY: H.SH A Pr 504-1 Project Scale V= 200' Ili •�..�� . • - �= � ..'�. � je.n.tlE1 u,C 4ypi.tlfl• . � .. .... • - ,.al.f l.lYJr •!r 0.'!r y,': . :.' _ .I�. `/ t +I ' ® • t . . 1 � I I l I ` O, J u.n 1 1 li n1Y.. pp lli' I . •�. Wo < i ;t{ i�' t '/- I a 0 �"- t P . ] _- n • .i. s,. � , ��}},, � � ^� / I / 1 0 a +•� • � nom' \ .°' ) 6 —� —t^ - it � �', �// �'•arj� / t>VIOt Nt,• c9b � wa m• ae1. 'o: �''' >1� �'.� jiwa sc � ��''� A. i 7i t til _ im .O O ® i . ,I I ..O .. :� :: y 7 e < ,�� O „ 111 j^�,I.. • • `` 1 QD s � \ `• 173`_.x_ �o ' :�. ..�. � � 1 �.. .A` \� ivI iie i , pO, •v •t..../ . 19 ,�,.i ie• '� ® aO — Ika , �^ O 1 ... ® •r � .'�� `•. ra . —��� �,• 3 •.� � t ''i Q 1. � ;�` ; :1 �j' 1 •` : 17• • +°'.e• • ]I' aw]I. .aL• •]I• ryg ", ]t f, t d „• °�T' T K•tl• 77'' 'll` A•' SS`.. .I J �q �. 1i, .3 ... .. - y' � 4-aii'. i+:'4 .�t:.t •1i ::1� :4:.i': ,.�' .t•� �� ;.Y :.;�;: * .. Reference: MDS Consulting, Undated with no revisions, Tentative Tract Map No, 31733, Scale 1' =60', Sheet 1 of 1. LEGEND P -5 Approximate Location of Percolation Test Ql Quaternary Lake Deposits Scale V-t 2( EXPLORATORY EXCAVATION LOCATION PLAN BY::HSH Date: 06/05 ° Project No.: 504 -A05.4 Plate No.: lb L i 10 N • s80A3Avns Sb33'N1°J,N.3. •S1l3M:NI:VI.d ' ELOPILL'09[ �1f1H _ ElOAILL'09LA Z t l O "3S. Esm v3 *-In `k. 3 gn a s a 0 iv" z:. Lt anua&tl 006.91 S3�N3��13�3 .3 ua �I� '�J I'"• PRECIPITATION: Storm Duration Rainfall Reading from Riverside County Flood Control Chart Plate .D-4 & Plate E -5 2 Year Storm (Inch) 100 Year Storm (Inch) 1 Hr 0.5 1.9 3 Hr 0.7 2.5 6 Hr 1.0 3.0 24 Hr 1.6 3.75 o • 1 CAWSPG 1 \31434 \PRECIPITATION:DOC 11/672008 i I* 7 0 C C (1) `< O L.. Adilk �- RAINFALL INTENSITY - INCHES z HOUR CATHEDRAL CITY ' CHERRY VALLEY DURATION MINUTES CORONA I DURATION MINUTES DESERT HOT M, ELSINORE - WILOOMAR 6.76 c z 5.49 5 3.10 4.T8 5 4.39 6.T6 5 3.23 404 C!) 3.73 z 6 3.30 4.9T 0 r. 4.38 6 D 6.08 D 2.96 4.53 M. D 5.56 7 v. 4.56 7 2.64 4.07 7 O 5.56 7 2.75 z 8 N 5.15 8 2.82 0 8 2.47 3.81 am 3.35 5.15 8 Adilk �- RAINFALL INTENSITY - INCHES PER HOUR CATHEDRAL CITY ' CHERRY VALLEY DURATION MINUTES CORONA I DURATION MINUTES DESERT HOT SPRINGS I ELSINORE - WILOOMAR DURATION MINUTES FREQUENCY 10 100 YEAR YEAR DURATION MINUTES FREQUENCY 10 100 YEAR YEAR DURATION MINUTES FREQUENCY 10 100 YEAR YEAR DURATION MINUTES FREQUENCY 10 100 YEAR YEAR DURATION MINUTES FREQUENCY 10 100 YEAR YEAR 5 4.14 6.76 5 3.65 5.49 5 3.10 4.T8 5 4.39 6.T6 5 3.23 404 6 3.73 6.08 6 3.30 4.9T 6 2.84 4.38 6 3.95 6.08 6 2.96 4.53 7 3.41 5.56 7 3.03 4.56 7 2.64 4.07 7 3.62 5.56 7 2.75 4.21 8 3.15 5.15 8 2.82 4.24 8 2.47 3.81 8 3.35 5.15 8 2.58 3.95 9 2.95 4.81 9 2.64 3.9T 9 2.34 3.60 9 3.13 4.81 9 2.44 3.73 10 2.7T 4.52 10 2.49 3.75 10 2.22 3.43 10 2.94 4.52 10 2.32 3.54 11 2.62 4.28 11 2.36 3.56 11 2.12 3:27 11 2.78 4.28 11 2.21 3.39 12 2.49 4.07 12 2.25 3.39 12 2.04 3.14 12 2.65 4.07 12 2.12 3.25 13 2.38 3.88 13 2.16 3.25 13 1.96 3.02 13 2.53 3.88 13 2.04 3.13 14 2.28 3.72 14 2.07 3 +12 14 1.89 .2.92 14 2.42 3.72 14 1.97 3.02 15 2.19 3.58 15 1.99 3.00 15 1.83 2.82 IS 2.32 3.59 15 1.91 2.92 16 2.11 3.44 16 1.92 2.90 16 1.77 2.T3 16 2.24 3.44 16 1.85 2.83 17 2.04 3.32 17 1.86 2.80 17 1.12 2.66 17 2.16 3.32 17 1.80 2.75 18 1.97 3.22 18 1.80 2.71 18 1.68 2.58 18 2.09 3.22 18 1.T5 2.6T 19 1.91 3.12 19 1.15 2.64 19 1.63 2.52 19 2.03 3.12 19 1.70 2.60 20 1.85 3.03 20 1.70 2.56 20 1.59 2.46 20 1.97 3.03 20 1.66 2.54 22 1.75 2.86 22 1.61 2.43 22 1.52 2.35 22 1.86 2.86 22 1.59 2.43 24 1.67 2.72 24 1.54 2.32 24 1.46 2.25 24 1.77 2.72 24 1.52 2.33 26 1.59 2.60 26 1.47 2.22 26 1.40 2.1T 26 1.69 2.60 26 1.46 2.24 28 1.52 2.49 28 1.41 2.13 28 1.36 2.09 28 1.62 2.49 28 1.41 2.16 30 1.46 2.39 30 1.36 2.05 30 1.31 2.02 30 1.55 2.39 30 1.37 2.09 32 1.41 2.30 32 1.31 1.98 32 1.27 1.96 32 1.50 2.30 32 1.33 2.03 34 1.36 2.22 34 1.27 1.91 34 1.23 1.90 34 1.45 2.22 34 1.29 1.97 36 1.32 2.15 36 1.23 1.85 36 1.20 1.85 36 1.40 2.15 36 1.,25 1.92 38 1.28 2.09 38 1.20 1.80 38 1.17 1.81 38 1.36 2.09 38 1.22 1.87 40 1.24 2.02 40 1.16 1.75 40 1.14 1.76 40 1.32 2.02 40 1.19 1.82 45 1.16 1.89 45 1.09 1.64 45 1.08 1.66 45 1.23 1.89 45 1.13 1.72 so 1.09 1.78 so 1.03 1.55 so 1.03 1.58 50 1.16 1.78 50 1.07 1.6,4 55 1.03 1.68 55 .98 1.47 55 .98 1.51 55 1.09 1.68 55 1.02 1.56 60 .98 1.60 60 .93 1.40 60 .94 1.45 60 1.04 1.60 60 .98 1.50 65 .94 1.53 65 .89 1.34 65 .90 1.40 65 .99 1.53 65 .94 1.44 . 70 .90 1.46 70 .85 1.29 70 .87 1.35 70 .95 1.46 70 .91 1.39 75 .86 1.41 75 .82 1.24 75 .84 1.30 75 .91 1.41 75 .88 1.35 80 .83 1.35 80 .79 1.20 80 .82 1.26 60 .88 1.35 80 .85 1.31 85 .80 1.31 85 .77 1.16 85 .80 1.23 85 .85 1.31 85 .83 1.27 SLOPE = .580 I SLOPE = .550 I SLOPE _ .480 1 SLOPE - .580 1 SLOPE _ .480 `PLATE D -3:5� (f RUNOFF_INDEX.NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES. FOR PERVIOUS. AREAS: -AMC 11 Cover Type (3) Quality of Cover (2) Soil Group. B C D NATURAL COVERS - r78 Barren 86 91 93 (Rockland, eroded and graded land) Chaparrel, Broadleaf Poor 53 70 80 85 (Manzonita, ceanothus-and.scrub oak) Fair 40 63 75 81* Good 31 57 71 78 Chaparrel, Narrowleaf Poor 71 82 88 91 (Chamise and redshank) Fair 55 72 .81 86 Grass, Annual or Perennial Poor 67 78 86 .89 Fair 50 69 79 84 Good 38 61 74 80 Meadows or Cienegas Poor 63 77 85 88 (Areas with seasonally high water table, Fair 51 70 80 84 principal vegetation is'sod forming grass) Good 30 58 72 78 Open Brush Poor 62 16 84 88 . (Soft wood shrubs - buckwheat, sage, etc-.y Fair 46 66 77 83 Good 41 63 75 81 Woodland Poor 4.5 66 77 83 (Coniferous or broadleaf trees predominate. Fair 36 60 73 79 Canopy density is at least'50 percent) Good 28 55 70 77 Woodland, Grass Poor 57 73 82 86 (Coniferous or broadleaf trees with canopy Fair 44 65 .77 82 density from 20 to 50 percent) Good 33 58 72 79 URBAN COVERS - Residential or Commercial Landscaping Good, 32 56 69 75 (Lawn, shrubs, etc.) Turf Poor 58 74 83 87 (Irrigated and mowed grass) Fair 44 65 77 82 Good 33 58 72 79 AGRICULTURAL COVERS - Fallow 76 85 90 92 (Land plowed but not tilled or seeded) R C F C& W C® RUNOFF INDEX NUMBERS HYDROLOGY NlA NUA1. FOR PERVIOUS. AREA `PLATE D -3:5� (f ACTUAL IMPERVIOUS COVER Recommended Value Land Use (1) Range- Percent For Average Conditions-- -P-errcent (2 Natural or Agriculture 0 - 10 (. 0 Single Family Residential: (3) 40,000 S. F. (1 Acre) Lots 10 - 25 20 20,000 S. F. (- Acre) Lots 30 - 45 40 7,200 - 10,000 S6 _F. Lots 45 - 55 50 Multiple Family Residential: Condominiums 45 - 70 65 Apartments 65 - 90 80 Mobile Home Park 60 - 85 75 Commercial, Downtown 80 -100 90 Business or industrial Notes: 1. Land use should be based on ultimate development of the watershed. Long range master plans for the County and incorporated cities should be reviewed to insure reasonable land use assumptions. 2. Recommended values are based on average conditions which may not apply to a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to differences in dwelling size, improvements, etc. Landscape practices.should also be considered as it is common in some. areas to use ornamental grav- els underlain by impervious plastic materials in place of lawns and shrubs. A field investigation of a study area should always be made, and a review of aerial.photos, where available may assist in estimat- ing the percentage of impervious cover in developed areas. 3. For typical horse ranch subdivisions increase impervious area 5 per- cent over the values recommended in the table above. RCFC 15 WCo 1- JYDRDLI JGY JMAN:UAL IMPERVIOUS COVER FOR DEVELOPED AREAS PLATE D-5.6 R8E 4 ER 6 E - T °j • 1 \ .J. ,'Y `.J C J L -__ _.11 ^ �r f , \t _ "3. _ t��':'."� -- \ _� •,v.:9...,_ :�Y'. "A _ - � )XL .- t�- -r--_r _� •r -,.. .. . r. --�� ' t � 'u]�-.y� - - - •.sic •. - _ $ _� I•.i I i ✓ r .- nrn.a . �- �,> : �- -:\� - .. �: : : -. •<-.` t__ f.� . .. - �.:� •'�'L:">'i.ari -_Yr -' .^�•.�..' = - r _ ,?I�.:1�, - 1': :. -' .,�: -o.,w Ir.• - 'rear' - -- - :.: _� •�. � r: _-1` '� '!•.. - - r' 1 j: 11 - - -- - - -- - - k A J- �� rte: - - -�, „/•- - t.: - -F - - - `�°._• -jam-' F _ 7 , '.0 R ,tXB / na•. - l • r: .• t _ - - k-ry �. — .e. 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M.- ' ~` ' � [ , ' ' ) ` | L �| ~ | 0 0 •, Appendix F,- POCKET MAP E r `IBIS . a. `PLATE 1 - RATONAL METHOD °H M' P' b. LATE 2 UNIT HYD: ROGRAPH METHOD H"{ "UROLOGY MAP m9oo*+ 47 f aoese L. 4bftasuss Voice 760-77-:1013 c N U IT -Z ' FAk 760.771.4073 4:l.%1NNE'R ?5' E'N'GINEERS SURVEYORS ,f 26 8 A 0 A 7 1.4 29 U 32 21 (PAD=426.6) (FF=427.2) A 3 (PAD=416.5) 4 (PAD=416.5) 5 (PAD=416.5) 6 (PAD=416.5) 7 (PAD=417.2) 8 (PAD=418,1) 9 (PAD=419.2) 10 (PAD=420.3) LOT E 29' (PAD=420.6) 12 D— (PAD=420.0) �3f: 30 13 02 T' n 22:2 CB X10 :v 95.2 A Z� �Q' 4 >4 32 21 (PAD=426.6) (FF=427.2) A 3 (PAD=416.5) 4 (PAD=416.5) 5 (PAD=416.5) 6 (PAD=416.5) 7 (PAD=417.2) 8 (PAD=418,1) 9 (PAD=419.2) 10 (PAD=420.3) W (PAD=420.1 28 14 009 (PAD=4201.) JJ 15 (PAD=420.8) 16 (PAD=420.8) 17 (PAD 420.6) 18 19 (PAD=421.2) (PAD=420.7) o Cc) AVENUE 61 31 VICINITY MAP NOTE: ALL SOIL USED IS TYPE "Er 0 30 60 120 240 SCALE 1"=60' LEGEND. 1/ jj DRAINAGE AREA No. \,-�-o DRAINAGE AREA (ACRE) 2-5 NODE NUMBER 485.3 FINISH SURFACE ELEVATION 476.0 INVERT ELEVATION 28 NODE NUMBER 485.3 FINISH SURFACE ELEVATION NOV 12 2008 42 DIRECTION OF FLOW CiTy OF LA QUINTA -217��Nilq �mc-' irp,��-�rTAAE DRAINAGE AREA BOUNDARY LP=25' LENGTH OF PIPE (FEET) Ls=120' SURFACE FLOW LENGTH (FEET) 11111 111111§1111 -- 78-900 Avenuo 47 PLATE le Su2 MORSE i08 ID In QuMim, CA 92253 Valm! 7W.771.013 9 c H u I T I Mi 760471-4073 PLANNERS ENGINEERS SURVEYORS C S/ Ln TENTATIVE TRACT 31434 No. 20596 1 Exp. 9 -30 -09 RATIONAL METH OD OF HYDROLOGY MAP Lost Revised: Mon Nov 10, 2008 — 9:51am Lost Plotted: Mon Nov 10, 2008 9:52am Plotted By: STAlION65 Drawing: 1:\74900\HYDRO\PLATE 1 RATIONAL METHOD OPT A.dwg LOT E 0 (PAD=420.6) 12 D— (PAD=420.0) CM) 2E, 13 W (PAD=420.1 28 14 009 (PAD=4201.) JJ 15 (PAD=420.8) 16 (PAD=420.8) 17 (PAD 420.6) 18 19 (PAD=421.2) (PAD=420.7) o Cc) AVENUE 61 31 VICINITY MAP NOTE: ALL SOIL USED IS TYPE "Er 0 30 60 120 240 SCALE 1"=60' LEGEND. 1/ jj DRAINAGE AREA No. \,-�-o DRAINAGE AREA (ACRE) 2-5 NODE NUMBER 485.3 FINISH SURFACE ELEVATION 476.0 INVERT ELEVATION 28 NODE NUMBER 485.3 FINISH SURFACE ELEVATION NOV 12 2008 42 DIRECTION OF FLOW CiTy OF LA QUINTA -217��Nilq �mc-' irp,��-�rTAAE DRAINAGE AREA BOUNDARY LP=25' LENGTH OF PIPE (FEET) Ls=120' SURFACE FLOW LENGTH (FEET) 11111 111111§1111 -- 78-900 Avenuo 47 PLATE le Su2 MORSE i08 ID In QuMim, CA 92253 Valm! 7W.771.013 9 c H u I T I Mi 760471-4073 PLANNERS ENGINEERS SURVEYORS C S/ Ln TENTATIVE TRACT 31434 No. 20596 1 Exp. 9 -30 -09 RATIONAL METH OD OF HYDROLOGY MAP Lost Revised: Mon Nov 10, 2008 — 9:51am Lost Plotted: Mon Nov 10, 2008 9:52am Plotted By: STAlION65 Drawing: 1:\74900\HYDRO\PLATE 1 RATIONAL METHOD OPT A.dwg TRA ',1 Li L.Li Qj 11-11' U-01 _AVENUE 61 }A? 0 c• S' ]Z.7z5� % Armlokalk ff a . . - -NOTE: ALL SOIL USED IS TYPE 'D' 0 30 60 120 240 SCALE I"=60' LEGEND (iD=DRAINAGE AREA No. DRAINAGE AREA (ACRE) 2_5 NODE NUMBER 485.3 FINISH SURFACE ELEVATION 476.0 INVERT ELEVATION 58 NODE NUMBER 485.3 FINISH SURFACE ELEVATION 43 DIRECTION OF FLOW DRAINAGE AREA BOUNDARY LP=25' LENGTH OF PIPE (FEET) LS -120' SURFACE FLOW LENGTH (FE1 W E F, NOV 12 2003 CITY OF LA OLMINTA PLANNUM DEPIARTNIENT 7 PLATE 79-90OAwnu*47 moist Suite 208 L0QMuCASu53 SCHULTZ Maim 7!-7714013 2 FAXi 760-7714073 PLANNERS ENGINEERS SURVEYORS ESS QRgF C. TENTATIVE TRACT 31434 No. 20596 m Exp. 9-30-09 01VI UNIT HYDROGRAPH METHOD qTF OF HYDROLOGY MAP -1 111111111111 am.=Ijjij 11 11112,111 Lost Revised: Mon Nov 10, 2008 — 9:59am Lost Plotted: Mon Nov 10, 2008 — 10:01am Plotted By: STATION65 Drawing: 1-\74900\HYDRO\PLATE 2 UNIT HYDROGRAPH METHOD OPT Adwg